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Specifications (12) 1 STRUCTURAL I CALCULATIONS for the 2017 Remodel of DEC 2016 1T CITY®F r T-0345 Washington Square, #L(JE� S iGv akC4, iiii 9009 SW Hall Blvd. Tigard, OR 97223 i TARGET 15 December, 2016 IPrepared for: WASHINGTON 1 ()TARGET SQUARE, OR 1000 Nicollet Mall 1 Minneapolis, Minnesota 55403 1 gKAUCTUA4. to-72iO'C6 - = 2 I F City of Tigard 4/' l ar•v-d Plans '�'` / . 6/( ,�_ Date I * t . ''ca:?- ,(.0 --t-t--At.L, lk OFFICE COPY OSIRES-21 A2O i7 Prepared by: I I Kelsey F. Brown, S.E. 2300 Berkshire Lane North, Suite No. 200 Plymouth, Minnesota 55441 I763.559.9100 VAA# 169751 IKelsey F. Brown, S.E. Registration Number: 78296 Expiration Date: 12/31/2017 I TARGET — Washington Square, OR 1 STRUCTURAL DESIGN CRITERIA Code Review: The 2014 Oregon Structural Specialty Code Ground Snow Load 10 psf(25psf Min Roof Snow Load) iOccupancy Category II Importance Factors (Iw) = 1.0, (IE) = 1.0 Wind Speed 110 mph (3-second gust) Exposure C 1 r I 1 I 1 1 I I I TARGET — q Washington Square, OR g I r TABLE OF CONTENTS ' TOPIC PAGE 1) Design Criteria P1—P6 2) Evaluation of Roof Framing for (N) Drift Loads P7—P9 3) Exterior Stud Framing Design: ' Studs to Concrete Wall Model P10—P14 Studs to Existing Steel Frame Model P15—P19 Evaluation of Existing Steel Frame P20—P29 ' Stud Loading and Connection Calcs P30—P34 1 t 1 1 r 1 P1 I izusGs Design Maps Summary Report IUser-Specified Input Building Code Reference Document 2012 International Building Code I (which utilizes USGS hazard data available in 2008) Site Coordinates 45.4537°N, 122.7785°W I Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III g ....,, _:,,,,„4- 7.-...,. , , -_,*,...., .i.. _ s- 7, -171 ._ 0 - , .- -,r--,. -iy..1 _,- ii :4,, ,,,,,,:,.:.__, -,-= '-' ' ,..LA ,,,i l',4!;-1:4-1.-- te*i' ' i ''-':'1---;-:' ii := - II -....."..-„.isl, --- - -W' �� t -,_---w-1-,--, Y IUSGS-Provided Output S5 = 0.981 g SMS = 1.086 g S°5 = 0.724 g I S1 = 0.426 g SMS = 0.670 g Sol = 0.447 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and I select the"2009 NEHRP" building code reference document. MCF RP ponsp pert rum Design Response pertrum a.99 I 1.10 0.20 0.72 0.99 I0.89 0.64 0.77 a.56 S 0.66 Si 0.42 0.55 1 N 0.40 I re I 0.44 01 0.33 0.22 0.24 0.22 0.1G I 0.11 0.00 0,00 a.00 0.00 0.20 0.4a 0.60 0.80 1.00 1.20 1.40 1.00 1.80 2.00 0.00 0.20 0.40 0.00 0.90 1.00 1.20 1.40 1.60 1.20 2.00 IPeriod, T(sec) Period, T{sec) Although this information is a product of the U.S. Geological Survey,we provide no warranty, expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject matter knowledge. P2 2300 €rkshire Lane North Project: Washington Square, I VAA Plymouth MN 55441 Page: (763)559-9100 pax(763)559-0378 By: JMK Date: 14-Dec-16 Il SEISMIC BASE SHEAR COEFFICIENT Code: 2012 IBC Description: Washington Square, OR IBuilding Information Building Type Bearing Wall-Ordinary rei n f.conc.shear walls (, IResponse Coefficient R= 4.0 Overstrength Factor IIo= 2.5 I Importance Factor IE = 1.00 Building Height H = 26.00 feet Period Coefficient Cn = 0.020 Upper Limit TMethod B Control Method A Period T= 0.230 sec. 0.322 0.230 IShort Period Acceleration Ss= 0.981 1 Second Period Acceleration S1= 0.426 Site Class' D H Seismic Risk Category n ` I SDS SD1 Control Seismic Performance Category D D D Short Period Soil Factor Fs = 1.11 SDS= 0.724 I1 Second Period Soil Factor F„= 1.57 SD1= 0.447 Design Base Shear Coefficients 1 V = SDS/(R/IE)*W 0.181 V <= SD,/[(R/IE)*T]*W 0.485 V >= 0.044SDSIE*W 0.032 IV >= 0.5S1/(R/IE)*W 0.000 (Category E, F only) V = 0.3SDSIE*W 0.000 (Nonbuilding only) V >= 0.14SDsl'`W 0.000 (Nonbuilding only) V >= 0.8S,IE/R*W 0.000 (Nonbuilding Category E, F only) Controlling Coefficient: 0.181 I1. Site Class F requires site specific analysis. I I I I I P3 i I IApplied Technology Council EiNDSP EDB LOCA ASCE 7 Windspeed ASCE 7 Ground Snow Load Related Resources Sponsors About ATC Contact Search Results ;'-'''''-'4'-':-4.,. .'..-;-: `� I SRlil$H + a CQLVMEIM1- $A6RATCNEWkN r Query Date:Wed Jun 08 2016 ' Latitude:45.4537 Longitude:-122.7785 q ASCE 7-10 Windspeeds na z (3-sec peak gust in mph*): wNg oN � MaNTANA OAkt I Risk Category I:100 soup i7PIE rON DAO Risk Category II:110 " > anNr PVCMINC '' Risk Category III-IV:115 ` 1 ', MRI**10-Year:72 NES I MRI**25-Year:79 Evn A United St MRI**50-Year:85 �sarefr�ncisco AH ea +tre MRI**100-Year:91ii ASCE 7-05 Windspeed: • 43 Los Angeles ApiZ41NA' 85(3-sec peak gust in mph) -0,, San orege (220 NEw M Google, ogle o a data02016600gIe,INE61 ASCE 7-93 Windspeed: �r=�°��^p 77(fastest mile in mph) II *Miles per hour **Mean Recurrence Interval Usersshould consult with local building officials to determine if there are community-specific wind speed requirements that govern. I MI Print your results WINDSPEED WEBSITE DISCLAIMER L While the information presented on this website is believed to be correct,ATC and its sponsors and contributors a-.yrme no .e'rpnZibitity or fief' ty#rw-i' wrrrrr' n withorrinl p ntrri in Hu•winrl�rrrrl mrnrt'tsnrfirl rust__ 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 inI the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the windspeed 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 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 windspeed load report. I Sponsored by the ATC Endowment Fund•Applied Technology Council•201 Redwood Shores Parkway,Suite 240•Redwood City,California 94065•(650)595-1542 111 I I P4 i 2300 Berkshire Lane North Project: Washington Square, C VAAAPlymouth MN,55441 Page: (763)559-91 Fax(763) 559-4378 By: JMK Date: 14-Dec-16 WIND LOADS Code: ASCE 7-10 Location: Typical 111 Wind Speed (V) 110 mph Exposure Type C Risk Category II Enclosure Type Enclosed Hurricane Region No Mean Roof Height 25.25 ft Parapet Height 28.5' ft Roof Slope 1 ° Components and Cladding Wind Loads Gable Roofs 6<_ 7° h <_60 ft Tributary Area (ft2) Zone 10 20 I 50 100 [ 500 1 12.0 11.2 10.2 9.5 9.5 -29.4 -28.7 -27.7 -26.9 -26.9 2 12.0 11.2 10.2 9.5 9.5 I 3 -49.4 -44.1 -37.2 -31.9 -31.9 12.0 11.2 10.2 9.5 9.5 -74.3 -61.6 -44.7 -31.9 -31.9 4 26.9 25.7 24.2 23.0 20.2 1 5 -29.2 -28.0 -26.4 -25.2 -22.4 26.9 25.7 24.2 23.0 20.2 -35.9 -33.6 -30.4 -28.0 -22.4 Overhang: 2 -42.4 -41.6 -40.7 -39.9 -27.4 Overhang: 3 -69.8 -54.8 -35.0 -20.0 -20.0 Parapet 4, Case A 69.1 62.5 53.7 47.1 44.3 Parapet 4,Case B 48.4 - 45.9_ _ 42.7 40.2 34.5 111 Parapet 5, Case A 69.1 62.5 53.7 47.1 44.3 Parapet 5, Case B 55.3 51.6 46.8 43.1 34.5 1 I I I P5 1 I 1 OTC SNOW LOADS BY LOCA I ION Applied Technology gy Council Search Result ma , A 313 i T 7 Elevation Limitation:ASCE 7*Ground Snow Load s Query Date:June 08,2016 '°� Address:9009 SW Hall Blvd,Tigard,OR 97223 Latitude:45.453707 Longitude:-122.7784608I Elevation:272.3 Feet Elevation<600 feet:Ground Snow Load is 10 psf '' I Elevation>600 and<800:Ground Snow Load is 15 psf �' Elevation>800 and<1,000:Ground Snow Load is 20 psf OREGON 0 00400 All loading data is in pounds per square foot. For a site-specific case study area,a case study is required tosac;ale establish ground snow loads. I *Based on Figure 7-1 Ground Snow Loads printed in ASCE 7-95 through ASCE 7-10. I Users should consult with local building officials to determine if there are community-specific snow load requirements that govern. IRed shaded area is the load specific boundaries. Any darker red area is the overlapping load specific boundary. GROUND SNOW LOAD WEBSITE DISCLAIMER While the information presented on this website is believed to be correct,ATC and its sponsors and cnntribntors-assimawe no responsibility or liability_for its acctraPy The material prPSented in the ground snow load report should not be used or relied upon for any specific application withouil t 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 I 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 and applying the results of the ground snow load reportprovided bythis website. Users of the p information from this website assume all liability arising from such use. Use of the output of this Iwebsite 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 ground snow load report. I ISponsored by the ATC Endowment Fund•Applied Technolou Council •201 Redwood Shores Parkway,Suite 240• Redwood City,California 94065 •(650)595-1542 I I P6 i I 2300 Berkshire Lane North Project: Washington Plymouth MN.55441 (763)559-9100 Square, OR s- � Fax( t)ss 7s By: J M K I Date: 14-Dec-16 SNOW LOAD AND DRIFTING Code: ASCE 7-10 IDescription: Flat Roof Snow Load I Peak Ground Snow Load p9 = 10.0 psf Exposure Factor Ce= 1.0 Roof Snow Load (Eqn 7-1) pf 7-1= 7.0 psf Thermal Factor Cf= 1.0 Min. Flat Roof Snow Load pfmin = 10.0 psf Importance Factor I = 1.0 Flat Roof Snow Load pf= 10.0 psf IFlat Roof Rain on Snow Load pf+rein = 15.0 psf Controlling Roof Load pf=1 15.0 Ipsf I Snow Drifting Info Base Snow Height hb= 0.65 ft Snow Density y= 15.3 pcf ISnow Drifting Lenogth Allowabl Allowabl Snout Snow Snow Max.Snow IUpper e Snow e Drift Drift Drift Drift Drift Load Windward Roof Height(h Height (h Height (h Height Length (pd max) Drift Location or Leeward „ I /co b+hb) (ft) b) (ft) ,,,,,,,,1 (hd) (ft) (w) (ft) (psf) IHigh Roof Existing Windward- 280 1.25 0.60 3.34 0.60 4.77 9.1 INew Windward 280 3.25 2.60 3.34 2.60 17.15 39.7 I I I I I I I I P7 PROJECT NAME -1—OVIIS Va,th:r1,601 Sli..,tte 0/ C.K7 I - VAA LLC , PROJECT NUMBER i 6/75) SHEET NO. OF I HUTCHINSON,KS V AA PLYMOUTH,MN CALCULATED BY TA* DATE vaaeng.com ( CHECKED BY DATE I ; : , , ; , • • ' 1 civek- ; #x/s4! 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Z3.;4. ).<7;i1 !,2-)14 1 tic“--- 326 lbsH >, 2.. 82. 11):s I : C'k6)- P leli15 T-th-i I ' !Ai '6h ( • la A : cfl ! ! , , I7,4= F(..., g_ I /2..",6 = ,11,,,$ ; fo , ) _)°/2! ' - L' I „ . (2( c6 14A 2.).6 Ipop -, 1/2,c/).6-frIs) +7es,- ,-- )%Ses- - < .L; I,:, cM , ro -p L.,,,,,, II 'Tst04-' ck4t C'1615 ricit ;friOefe ':L0J 0, I0,,,k; b?.,c,„, g',5 I L 0 4. . . , P:=-_. js-e.5--(+),si,-.0 , 14,fttz2,-P:b.-= 1,2,,A0 1 bs ' 1 Mc:'-' OL-/4:tr-- 12-)-i-j< o , 4?-6 /* . , 16 26V1, ;1< 1‘r, ` 1 ' 1/ -,--. ()/2. 61 ,0 LL,,,,A : L4 : *Pit .., 1 el=; d_ys-P4-*)k'-.P .I4-- '11--44 1. 79: )7fS1' (Zig-T-)‘7'2.'-'1 = 1 1-1 5'1. '!:11)s•• .a. , • ; , : • ' ! , ! ; , !....:___:2-__:_L____ _t_____7,H-----i; ! i .-- P9 I PROJECT NAME 7.-031-5 Lic-Sk bcii 5 t-e e f 0 i e_ Or) f k5 1 VAA,Lie PROJECT NUMBER 1 69 7G ) SHEET NO. OF I HUTCHINSON,KS I m PLYMOUTH,MN CALCULATED BY'T/P)K DATE vaaeng.com CHECKED BY DATE I , • , ; ; , , f. .., , kV, l'= : PL /4:: )21 2,1+44...(b i 4,,=- lb; ijc-1,1 11 ;vei =-- 12 6');6/ .,---- 62_74 111'5- 1 r„), A, ; -/a ic ,‘"6-ccse i......-... 1 9 1 i i 0/6 ‘ive,,, ,,‘;,c .s;e:..,.. I, I 1,0voi cleasf, 4 5'!, c) )Icra vOr : VC 3 qo3 3 1 i I , , , ....... ,, 1 ke, e.)c ,s3c,,, (.004' f 5 [si-f-roe "t, ... cr i`r,cecr,et)i 0,+-P- - .5 I I I t. , 5 . , I - _ I I ; ' , , : I ' I I : I , I , . I if6," II. I . „ P10 I Y 1 00 Z x I ?`N8 I 1 215k/ft1 I .106k/ft*2 ----N7 I 1 .);143 I I y I 1 . .106k/ft, 45 'N6 1 ILoads: BLC 1, WL IVAA, LLC SK- 1 JMK T-0345 Washington Square, OR Dec 14, 2016 at 4:52 PM 169751 Studs to CMU.r3d i P11 ICode Check Y ( LC2) I %.40 No Calc > 1.0 .90-1.0 Z X .75-.90 .50-.75 N8 0.-.50 1 II , 1 of c0 I I ` r I / I N7 I I41,. 3 I t` I Al . . I 1 I N6 I 111 Member Code Checks Displayed Results for LC 2, 1.0DL+0.6WL iVAA, LLC SK-2 JMK T-0345 Washington Square, OR Dec 14, 2016 at 4:53 PM 169751 Studs to CMU.r3d i P12 ICompany : VM, LLC Dec 14, 2016 Iii RIS Job NuDesigner : JMK mbe 161;51 Checked By. .. Model Name T-0345 Washington Square,OR IGlobal Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 I Include Shear Deformation? Yes Increase Nailing Capacity for Wind'? Yes Include Warping? Yes 2 Trans Load Btwn Intersecting Wood Wall'? Yes Area Load Mesh (inA2) 144 Merge Tolerance(in) .12 P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls? Yes I Automatically Iterate Stiffness for Walls? Yes Max Iterations for Wall Stiffness 3 I Gravity Acceleration (ft/sec^2) 32.2 Wall Mesh Size(in) 24 Eigensolution Convergence Tol. (1.E-) 4 Vertical Axis Y I Global Member Orientation Plane XZ Static Solver Sparse Accelerated Dynamic Solver Accelerated Solver I I I I 11 I I I I I IIRISA-3D Version 13.0.1 [F:\...\...\...\...\02 -Calculations\02 - Structural\Studs to CMU.r3d] Page 1 P13 ICompany : VAA, LLC Dec 14, 2016 I ',RISA Designer : Job Number 169JMK751 Checked By. Model Name T-0345 Washington Square,OR IGlobal, Continued Seismic Code ASCE 7-10 Seismic Base Elevation (ft) Not Entered I Add Base Weight? Yes Ct X .02 Ct Z .02 T X(sec) Not Entered I T Z (sec) Not Entered RX 3 RZ 3 I Ct Exp. X .75 Ct Exp. Z .75 SD1 1 I SDS 1 Si 1 TL (sec) 5 Risk Cat I or II I OmZ 1 Om X 1 RhoZ 1 iRho X 1 Joint Coordinates and Temperatures Label X[ft] Y[ft] Z[ft] Temp[F] Detach From Diap... 1 N6 0 9.5 0 0 2 N5 0 10 0 0 I 3 N4 0 14 0 0 4 N3 0 18 0 0 5 N7 0 21.5 0 0 I 6 N2 0 22 0 0 7 N1 0 26 0 0 8 N8 0 28.5 0 0 Joint Boundary Conditions IJoint Label X Ik/in] Y[k/in] Z[k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] Footing 1 N5 Reaction Reaction Reaction 2 N4 Reaction Reaction Reaction 3 N3 Reaction Reaction Reaction I 4 N2 ' Reaction Reaction Reaction Reaction 5 N1 Reaction Reaction Reaction IMember Primary Data Label I Joint J Joint K Joint Rotate(d...Section/Sha... Type Design List Material Design Rules I/ 1 M1 N7 N8 400S162-43 Beam CU A653 SS Gr33 Typical 2, M2 N6 N7 800S162-43 Beam CU A653 SS Gr33 Typical I IRISA-3D Version 13.0.1 [F:\...\...\...\...\02 -Calculations\02 - Structural\Studs to CMU.r3d] Page 2 P14 Company : VM, LLC Dec 14, 2016 IIIRiS4& Designer : JMK Job Number 169751 Checked By. IModel Name : T-0345 Washington Square,OR tCold Formed Steel Design Parameters Label Shape Lengt... Lbyy[ft] Lbzz[ft] Lcomp t...Lcomp ... L-torque... Kyy Kzz Cm-...Cm-... Cb R a[ft] sw..z sw... 1 M1 400S16... 7 Lbyy 2 M2 800S16... 12 Lbyy IBasic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distribut...Area(Me...Surface(... 1 WL WL 3 2 DL DL -1 2 IMember Distributed Loads (BLC 1 : WL) Member Label Direction Start Magnitude[k/ft,F] End Magnitude[k/ft,F] Start Location[...End Location[f... 1 M2 X .106 .106 0 0 I 2 M1 X .106 .106 0 3.75 3 M1 X .215 .215 3.75 0 I Member Distributed Loads (BLC 2 : DL) Member Label Direction Start Magnitude[k/ft,F] End Magnitude[k/ft,F] Start Location[...End Location[f... 1 M2 Y -.004 -.004 0 0 1 2 M1 Y -.004 -.004 0 0 Load Combinations IIDescription S... PDelta SRSSB... Fac..B... Fac..B... Fac..B... Fac..B... Fac..B... Fac..B... Fac..B... Fac..B... Fac..B... Fac... 1 1.0DL+1.0WL(Not...Yes Y DL 1 WL 1 2 1.0DL+0.6WL Yes Y DL 1 WL .6 Joint Reactions I LC Joint Label X lk] Y[k] Z[k] MX[k-ft] MY[k-ft] MZ[k-ft] 1 2 N5 -.137 .015 0 0 0 0 2 2 N4 -.272 .023 0 0 0 0 3 2 N3 -.291 .024 0 0 0 0 4 2 N2 -.119 .021 0 0 0, 111 0 5 2 N1 -.6 .023 0 0 0 0 6 2 Totals: 1.419 .106 0 a7 2 COG (ft): X: 0 Y: 18.758 Z:0 Member Cold Formed Steel Code Checks LC Member Shape UC Max Loc[ft] Shear UC Loc[ft] DirPn/Om[kiTn/Om[kiMnyy/O...Mnzz/0... Cb Cmyy Cmzz Eqn 1 2 M1 400S162-43 .597 4.521 .184 4.521 y 2.115 7.054 .166 .67 2.109 .6 .85 C5.2.1... 2 2 M2 800S162-43 .166 8.5 .153 8.5 y .933 10.611 .206 1.679 2.181 .6 .85 C3.3.1... I IRISA-3D Version 13.0.1 [F:\...\...\...\...\02 -Calculations\02- Structural\Studs to CMU.r3d] Page 3 P15 I Y I �� Z X I =`N8 , .215k/ftl li .,:ek, I - r -, I $2 .106k/ft I �� N7 a . y3 I A I 4 y s .:41i5 I I .106ki _ 4N6 i ILoads: BLC 1, WL 2 VRA, LLC SK- 1 JMK T-0345 Washington Square, OR Dec 14, 2016 at 4:49 PM 169751 Studs to Tubes.r3d ICode Check (LC2) 14 40 No .0lc > 1.0 + .90-1.0 Z X .75-.90 I .50-.75 N8 0.-.50 I co I N7 493 I I I A,45 I I TN6 i I Member Code Checks Displayed Results for LC 2, 1.0DL+0.6WL IVAA, LLC SK- 2 JMK T-0345 Washington Square, OR Dec 14, 2016 at 4:50 PM 169751 Studs to Tubes.r3d P17 ICompany : VAA, LLC Dec 14, 2016 IiuRIS11 Designer : JMK Job Number 169751 Checked By. Model Name T-0345 Washington Square,OR I Global III Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 I Include Shear Deformation? Yes Increase Nailing Capacity for Wind'? Yes Include Warping? Yes ITrans Load Btwn'Intersecting Wood Wall'? Yes Area Load Mesh (in^2) 144 Merge Tolerance (in) 12 P-Delta Analysis Tolerance 0.50% I Include P-Delta for Walls? Yes Automatically Iterate Stiffness for Walls? Yes Max Iterations for Wall Stiffness 3 Gravity Acceleration (ft/secA2) 32.2 I Wall Mesh Size(in) 24 Eigensolution Convergence Tol. (1.E-) 4 Vertical Axis Y I Global Member Orientation Plane XZ Static Solver Sparse Accelerated Dynamic Solver Accelerated Solver I I I I I I I I I IRISA-3D Version 13.0.1 [F:\...\...\...\...\02 -Calculations\02- Structural\Studs to Tubes.r3d] Page 1 P18 III Company : VAA, LLC Dec 14, 2016 Iii R'S . Job NuDesigner : JMK mber 169751 Checked By. .. Model Name T-0345 Washington Square,OR IGlobal, Continued Seismic Code ASCE 7-10 Seismic Base Elevation (ft) Not Entered I Add Base Weight? Yes Ct X .02 Ct Z .02 I T X(sec) Not Entered T Z (sec) Not Entered RX 3 RZ 3 II Ct Exp. X .75 Ct Exp. Z .75 SD1 1 SDS 1 I S1 1 TL (sec) 5 Risk Cat ' I or I I I OmZ 1 OmX 1 RhoZ 1 111 Rho X 1 Joint Coordinates and Temperatures ILabel X[ft] Y[ft] Z[ft] Temp[F] Detach From Diap... 1 N6 0 9.5 0 0 2 N5 0 12.5 0 0 I 3 N4 0 15.834 0 0 4 N3 0 19.167 0 0 5 N7 0 21.5 0 0 I6 N2 0 22.5.,, 0 0 7 Ni 0 25.834 0 0 8 N8 0 28.5 0 0 Joint Boundary Conditions I Joint Label X[k/in] Y[k/in] Z[k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] Footing 1 N5 Reaction Reaction Reaction 2 N4 Reaction Reaction Reaction 3 N3 Reaction Reaction Reaction I 4 N2 Reaction Reaction Reaction Reaction 5 N1 Reaction Reaction Reaction IMember Primary Data Label I Joint J Joint K Joint Rotate(d...Section/Sha... Type Design List Material Design Rules 1 M1 N7 N8 400S162-43 Beam CU A653 SS Gr33 Typical 2 M2 N6 N7 800S162 43 Beam CU A653 SS Gr33 Typical I 111 RISA-3D Version 13.0.1 [F:\...\...\...\...\02 -Calculations\02- Structural\Studs to Tubes.r3d] Page 2 P19 III Company : VAA, LLC Dec 14,2016 Iii R' Designer : JMK Job Number 169751 Checked By. .. Model Name T-0345 Washington Square,OR IIICold Formed Steel Design Parameters Label Shape Lengt... Lbyy[ft] Lbzz[ft] Lcomp t...Lcomp ... L-torque... Kyy Kzz Cm-...Cm-... Cb R a[ft] sw..z sw... 1 M1 400S16... 7 Lbyy I 2 M2 800S16... 12 Lbyy IBasic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distribut...Area(Me...Surface(... 1 WL WL 3 2 DL DL -1 2 IMember Distributed Loads (BLC 1 : WL) Member Label Direction Start Magnitude[k/ft,F] End Magnitude[k/ft,F] Start Location[...End Location[f... 1 M2 X .106 .106 0 0 I 2 M1 X .106` .106 0 3.75 3 M1 X .215 .215 3.75 0 I Member Distributed Loads (BLC 2:DL) Member Label Direction Start Magnitude[k/ft,F] End Magnitude[k/ft,F] Start Location[...End Location[f... 1 M2 Y -.004 -.004 0 0 I2 M1 Y -.004 -.004 0 0 Load Combinations IDescription S... PDelta SRSSB... Fac..B... Fac..B... Fac..B... Fac..B... Fac..B... Fac..B... Fac..B... Fac..B... Fac..B... Fac... 1 1.0DL+1.0W L(Not...Yes Y DL 1 WL 1 2 1.0DL+0.6WL Yes Y DL 1 WL .6 Envelope Joint Reactions I Joint X�C] LC Y[k] LC Z[k] LC MX[k-ft] LC MY[k-ft] LC MZ[k-ft] LC 1 N5 max -.38 2 .027 1 0 1 0 1 0 1 0 1 2 min -.634 1 .027 1 0 1 0 1 0 1 0 1 I3 N4 max -.094 2 .019 1 0 1 0 1 0 1 0 1 4 min -.157 1 .019 1 0 1 0 1 0 1 0 1 5 N3 max -.295 2 .02 1 0 1 0 1 0 1 0 1 6 min -.492 1 .02 1 0 1 0 1 0 1 0 1 I 7 N2 max -.01 2 .017 1 0 1 0 1 0 1 0 1 8 min -.017 1 .017 1 0 1 0 1 0 1 0 1 9 N1 max -.639 2 .023 1 0 1 0 1 0 1 0 1 I 10 min -1.064 1 .023 1 0 1 0 1 0 1 0 1 11 Totals: max -1.419 2 .106 1 0 1 12 min -2.365 1 .106 1 0 1 I I IRISA-3D Version 13.0.1 [F:\...\...\...\...\02 -Calculations\02- Structural\Studs to Tubes.r3d] Page 3 P20 I A lo • .- 417 /11 2 4/1 4g6- • n— • 8 : 6 I IVAA, LLC SK- 1 JMK T-0345 Washington Square, OR Dec 14, 2016 at 4:47 PM 169751 HSS Frame r3d P21 IY Section Sets HSS6x4x3/8 IHSS4x4x3/8 X Iz I I r :71 r,,- !y 'm 8 r ,* yss I y 6 4x3/8 co SSsx4 s ..;) -t' 3 I = °_. ss y 4x3j8 "' \. i ssx4x3j3 I �, 10 1 1 = . 6 I „ 2 I I I rVAA, LLC SK-2 JMK T-0345 Washington Square, OR Dec 14, 2016 at 4:47 PM 169751 HSS Frame.r3d r P22 I Y 010 Z X I I -.006k/ft -.004 a,•�,� ��- -.005k/• - ` -.005 olio ' 11 t: vl. ',. ` i i , f�1sS -.007k/ 1 I ,; , 6 _ 4 �li I „ 2 I I ILoads: BLC 1, DL IVAA, LLC SK- 3 JMK T-0345 Washington Square, OR Dec 14, 2016 at 4:48 PM 169751 HSS Frame.r3d 1 P23 I Y 140 Z X I I I -.266k/ft ' -.003' %--,. -.098k/ft -.039k/ft „ ' ., � -._ oe -, I -.159k/ft,,,n,. --- <�� ``-< -- , 1 � •” ori / / � '¢� , , •� s �� , . i2- .2 r ,.� �.a 4 "< --.i' ii - • ‹, // 6 ,-i- ). 2 I I 1 Loads: BLC 2, WL IVAA, LLC I SK-4 JMK T-0345 Washington Square, OR Dec 14, 2016 at 4:48 PM 169751 HSS Frame.r3d t P24 I Y Code Check (LC1 ) I No Calc > 1.0 .90-1.0 Z X .75-.90 1 50-.75 0.-.50 I I I AMIN i 4.1, ...4 0 I i' r V 1 c') '0I 2 N ; - s s— •7(9 V) s• : I s- 10 CV e- „ 8 I ,„ 6 I Ah 41 I „J 2 I I 1 Member Code Checks Displayed Results for LC 1, 1.2DL+1.0WL 1 VAA, LLC SK- 5 JMK 1-0345 Washington Square, OR Dec 14, 2016 at 4:48 PM 169751 HSS Frame.r3d 1 P25 ICompany : VM, LLC Dec 14,2016 Iii RIS& Designer : JMK I JNumber : Checked By.__ Modelob Name T-016934515 Washington Square,OR IGlobal Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 IInclude Shear Deformation? Yes Increase Nailing Capacity for Wind? Yes Include Warping? Yes ITrans Load Btwn Intersecting Wood Wall? Yes Area Load Mesh (inA2) 144 Merge Tolerance(in) .12, P-Delta Analysis Tolerance 0.50% IInclude P-Delta for Walls? Yes Automatically Iterate Stiffness for Walls? Yes Max Iterations for Wall Stiffness 3 IGravity Acceleration (ft/sec^2) 32.2 Wall Mesh Size(in) 24 Eigensolution Convergence Tol. (1.E-) 4 Vertical Axis Y I Global Member Orientation Plane XZ Static Solver Sparse Accelerated Dynamic Solver Accelerated Solver 1 I I I I t I I I I 1 RISA-3D Version 13.0.1 [F:\...\...\...\03- Production\02- Calculations\02 -Structural\HSS Frame.r3d] Page 1 P26 IICompany : VAA, LLC Dec 14, 2016 IlIRISi . Designer : JMK Job Number 169751 Checked By. Model Name T-0345 Washington Square,OR IGlobal, Continued Seismic Code ASCE 7-10 Seismic,Base Elevation (ft) Not Entered I Add Base Weight? Yes Ct X .02 Ct Z .02 T X(sec) Not Entered I T Z (sec) Not Entered RX 3 RZ 3 I Ct Exp. X .75 Ct Exp. Z .75 SD1 1 I SDS 1 S1 1 TL (sec) 5 Risk Cat I or II I OmZ 1 Om X 1 Rho Z 1 Rho X 1 Joint Coordinates and Temperatures ILabel X[ft] Y[ft] Z[ft] Temp[F] Detach From Diap... 1 N1 0 12.25 0 0 2 N2 52 12.25 0 0 I 3 N3 0 15.52 0 0 4 N4 52 15.52 0 0 5 N5 0 18.92 0 0 I 7 N 6 N67 520 18.92 0 0 22.25 0 0 8 N8 52 22.25 0 0 g 9 N9 ___ 0 25.58 0 0 10 N10 52 25.58 0 " 0 11 N11 16 12.25 0 0 12 N12 16 15.52 0 0 I 13 N13 16 18.92 0 0 14 N14 16 22.25 0 0 15 N15 16 25.58 0 0 I 16 N16 36 12.25 0 0 17 N17 36 15.52 0 0 18 N18 36 18.92 0 0 19 N19 36 22.25 0 0 20 N20 36 25.58 0 0 III 21 N21 15.67 25.58 0 0 22 N22 16.34 25.58 0 0 23 N23 35.67 25.58 0 0 I 24 N24 36.34 25.58 0 0 25 N25 15.67 22.25 0 0 26 N26 16.34 22.25 0 0 I 27 N27 35.67 22.25 0 0 28 N28 36.34 22.25 0 0 IRISA-3D Version 13.0.1 [F:\...\...\...\03-Production\02- Calculations\02-Structural\HSS Frame.r3d] Page 2 P27 ICompany : VM, LLC Dec 14, 2016 I11R154& Job NuDesignermber : JMK 169751 Checked By. 111 Model Name : T-0345 Washington Square,OR II Joint Coordinates and Temperatures (Continued) Label X[ft] Y[ft] Z[ft] Temp[F] Detach From Diap... 29 N29 16 22.67 0 0 I 30 N30 36 22.67 0 , 0 31 N31 16 25 0 0 32 N32 36 25 0 0 1 Joint Boundary Conditions IJoint Label X[k/in] Y Ik/in] Z[k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] Footing 1 N9 Reaction Reaction Reaction 2 N7 Reaction Reaction Reaction 3 N5 Reaction Reaction Reaction I 4 N3 Reaction Reaction Reaction 5 N1 Reaction Reaction Reaction 6 N2 Reaction Reaction Reaction 7 N4 Reaction Reaction Reaction I 8 N6 Reaction Reaction Reaction 9 N8 Reaction Reaction Reaction 10 N10 Reaction Reaction Reaction 11 N11 Reaction 12 N16 Reaction 13 N20 I 14 N15 15 N14 16 N19 17 N21 Reaction Reaction Reaction I18 N25 Reaction Reaction Reaction 19 N26 Reaction Reaction Reaction 20 N22 Reaction Reaction Reaction 21 N23 Reaction Reaction Reaction I 22 N27 Reaction Reaction Reaction 23 N28 Reaction Reaction Reaction 25 N29 26 N31 ' I 27 N32 I 28 N30 Member Primary Data ILabel I Joint J Joint K Joint Rotate(d...Section/Sha... Type Design List Material Design Rules 1 M1 N9 N10 HSS6x4x3/8 Beam RECT A500 Gr.B Rect Typical 2 ; M2 N7 N8 HSS6x4x3/8 Beam RECT A500 Gr.B Rect Typical 3 M3 N5 N6 HSS6x4x3/8 Beam RECT A500 Gr.B Rect Typical 4 M4 N3 N4 HSS6x4x3/8 Beam RECT A500 Gr.B Rect Typical 5 M5 N1 N2 HSS6x4x3/8 Beam RECT A500 Gr.B Rect Typical I 6 M6 N11 N12 HSS4x4x3/8 Beam RECT A500 Gr.13 Rect Typical 7 M7 N12 N13 HSS4x4x3/8 Beam RECT A500 Gr.B Rect Typical 8 M8 N13 N14 HSS4x4x3/8 Beam RECT A500 Gr.B Rect Typical 9 M9 N14 N15 HSS4x4x3/8 Beam RECT A500 Gr.B Rect Typical 10 M10 N16 N17 HSS4x4x3/8 Beam RECT A500 Gr.B Rect Typical 11 M11 N17 N18 HSS4x4x3/8 Beam RECT A500 Gr.B Rect Typical IIIRISA-3D Version 13.0.1 [F:\...\...\...\03-Production\02 - Calculations\02 -Structural\HSS Frame.r3d] Page 3 P28 ICompany : VM, LLC Dec 14, 2016 emr IIIRiSA& Model Name : T-0345 W ashington Square,OR Checked By. IMember Primary Data (Continued) Label I Joint J Joint K Joint Rotate(d...Section/Sha... Type Design List Material Design Rules 12 M12 N18 N19 HSS4x4x3/8 Beam RECT A500 Gr.B Rect Typical I13 M13 N19 N20 HSS4x4x3/8 Beam RECT A500 Gr.B Rect Typical 1 Hot Rolled Steel Design Parameters Label Shape Length[ft_ Lbyy[ft] Lbzz[ft] Lcomp top[ft]Lcomp bot[ft L-torqu... Kyy Kzz Cb Function 1 M1 HSS6x4x3/8 52 20 20 4 4 Lateral 2 M2 HSS6x4x3/8 52 20 20 4 4 Lateral 3 M3 HSS6x4x3/8 52 20 20 4 4 Lateral 4 M4 HSS6x4x3/8 52 20 20 4 4 Lateral 5 M5 HSS6x4x3/8 52 20 20 4 4 Lateral I 6 M6 HSS4x4x3/8 3.27 Lbyy Lateral 7 M7 HSS4x4x3/8 3.4 Lbyy Lateral 8 M8 HSS4x4x3/8 3.33 Lbyy Lateral g M9 HSS4x4x3/8 3.33 Lbyy Lateral 10 M 10 HSS4x4x3/8 3.27 Lbyy Lateral 11 M 1 1 HSS4x4x3/8 3.4 Lbyy Lateral 12 M12 HSS4x4x3/8 3.33 Lbyy Lateral, II13 M13 HSS4x4x3/8 3.33 Lbyy Lateral 1 Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distribut...Area(Me...Surface(... 1 DL DL -1 5 I2 WL WL 5 Joint Loads and Enforced Displacements 11 Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2Jft, k*s^2*ft)] No Data to Print ... Member Distributed Loads (BLC 1 : DL) Member Label Direction Start Magnitude[k/ft,F] End Magnitude[k/ft,F] Start Location[...End Location[f... 1 M1 Y -.006 -.006 0 0 2 M2 Y -.004 -.004 0 0 3 M3 Y -.005 -.005 0 0 11 s II 4 M4 Y -.005 -.005 0 0 5 M5 Y -.007 -.007 0 0 Member Distributed Loads (BLC 2: WL) Member Label Direction Start Magnitude[k/ft,F] End Magnitude[k/ft,F] Start Location[...End Location[f... 1 M1 Z -.266 -.266 0 0 2 M2 Z -.003 -.003 0 0 I 3 M3 Z -.098 -.098 0 0 4M4__ Z -.039 -.039 0 0 5 M5__- Z -.159 -.159 0 0 1 IRISA-3D Version 13.0.1 [F:\...\...\...\03- Production\02- Calculations\02-Structural\HSS Frame.r3d] Page 4 P29 1 Company : VAA, LLC Dec 14, 2016 Iii R'�� Job NuDesigner : JMK mber 169751 Checked By. Model Name . T-0345 Washington Square,OR ILoad Combinations Description S... PDelta SRSSB... Fac..B... Fac..B... Fac..B... Fac..B... Fac..B... Fac..B... Fac..B... Fac..B... Fac..B... Fac... I 1 1.2DL+1.0WL Yes Y DL 1.2 WL 1 2 1.ODL+0.6WL Yes Y DL 1 WL .6 IJoint Reactions LC Joint Label X[k] Y Ik] Z[k] MX[k-ft] MY[k-ft] MZ[k-ft] 1 1 N9 0 .204 1.595 0 0 0 2, 1 N7 0 .193 .019 0 0 0 3 1 N5 -.002 .199 .6 0 0 0 4 1 N3 -.002 .197 .245 0 0 0 5 1 N1 .007 .211 .94 0 0 0 I 6 1 N2 -.007 .211 .94 0 0 0 7 1 N4 .003 .197 .245 0 0 0 I 8 1 N6 0 .199 .6 0 0 0 9 1 N8 0 .193 .019 0 0 0 10 1 N10 0 .204 1.594 0 0 0 11 1 N11 0 0 4.002 0 0 0 I 12 1 N16 0 0 4.002 0 0 0 13 1 N21 0 .48 1.611 0 0 0 14 1 ' N25, -.004 1.248 1.278 0 0 0 15 1 N26 -.003 1.305 1.758 0 0 0 I 16 1 N22 0 .599 2.657 0 0 0 17 1 N23 .001 .6 2.638 0 0 0 18 1 N27 .003 1.326 1.821` 0 0 0 19 1 N28 .003 1.226 1.214 0 0 0 I 20 1 N24 .001 .479 1.629 0 0 0 21 1 Totals: 0 9.27 29.409 22 1 COG (ft): X: 26 Y: 18.849 Z:0 IMember AISC 14th(360-10):LRFD Steel Code Checks I1 LC Member Shape UC Max Loc[ft] Shear UC Loc[ft] Dir hi*Pnc[k] phi*Pnt[k] phi*Mnyy..phi*Mnzz... Cb Eqn 1 1 M1 HSS6x4x6 .284 35.75 .048 16.792 z 158.439 255.852 30.843 141.055 1 H1-1b 2 1 M2 HSS6x4x6 .024 15.708 .035 35.75 z 58.439 255.852 30.843 41.055 1 H1-lb I 3 1 M3 HSS6x4x6 .120 35.75 .019 16.25 z 58.439 255.852 30.843 41.055 1 H1-1b 4 1 M4 HSS6x4x6 .060 16.25 .007 16.25 z 58.439 255.852 30.843 41.055 1 H1-lb 5 1 M5 HSS6x4x6 .182 16.25 .030 36.292 z 58.439 255.852 30.843 41.055 1 H1-1b I 6 1 M6 HSS4x4x6 .124 3.27 .019 0 z 188.605 197.892 22.046 22.046 2.215 H1-lb 7 1 M7 HSS4x4x6 .133 3.4 .002 0 z 187.871 197.892 22.046 22.046 2.246 H1-1b 8 1 M8 HSS4x4x6 .165 3.33 .047 0 z 188.269 197.892 22.046 22.046 2.169 H1-lb 9 1 M9 HSS4x4x6 .160 0 .021 0 z 188.269 197.892 22.046 22.046 1.701 H1-1 b I 10° 1 M10 HSS4x4x6 .124 3.27 .019 0 z 188.605 197.892 22.046 22.046 2.215 H1-1b 11 1 M11 HSS4x4x6 .133 3.4 .002 0 z 187.871 197.892 22.046 22.046 2.248 H1-1b 12 1 M12 HSS4x4x6 .165 3.33 .047 0 z 188.269 197.892 22.046 22.046 2.191 H1-1b I13 1 M13 HSS4x4x6 .160 0 .021 0 z 188.269 197.892 22.046 22.046 2.24 Hl-lb I 111 RISA-3D Version 13.0.1 [F:\...\...\...\03-Production\02- Calculations\02-Structural\HSS Frame.r3d] Page 5 P30 I - VAA,LLC PROJECT NAME T---O84.S 140.61,,',1,5 too A PLYMOUTH,MN CI tset aff..90,1 PROJECT NUMBER 169751 SHEET NO. 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I • . • ' ' o : . : • • . • ' ' I . , I t i : ; ' : ', I I P33 I PROJECT NAME T-0)4.5 id.511.,,,,sicr, S's! Laf 00:50/1 - VAA LLC PLYMOUTH,MN PROJECT NUMBER I 0 is)vHaUaTeCnHgl Nc 0Sm0 N,KS ,m iv CALCULATED BY -,,‘TM 1( SHEET NO. OF IDATE ('', - - CHECKED BY DATE I ! J i '; ! ; ! aeck- 641,1 et c,.-Ii!-, I ; 00+4 g iS 5?) I , i i /4.DC I -17;:-.= 1 61 ) ,e,51, : 1 ! ; ; ; : ! V I. Is )('p. : I 1 C.cce,.b 0-P6,44`!` DIA 1 1-1-/ec) 12-c,4 LI 4 ! ii-ir1 24,c) I -;Tei'l,‘crl ! C,c6,-Poied1) ..arq''re•i' ! 1--)*".2,4,--,- . -7.-...- 6 .?,7g1(3 ' (,c 'etked 1 S-1:'rel Sk,ecir.,,, 17.--- 6 .- ;(-.> I 111 i 1k 4,4 1e ; Lac-di , . „ . 4 N 1 , 4.),,, -T.'w 30,7 )bs r ! 4 A ' ' ' ' I ' ,1 , OA P .T)- 4,1P0 1 ! ; , 1 , ; , ; H ! L Ter'‘ovo.e7 I ( ' e4 b, , (. .,..,;e-u, !6,4,0,_,J16O 115 (c),,e:‘,-E (,. Qr) 1 , 6'nci.cik tdc, 116,kc,'kt--,' 65 'Z,S 161 I i ; ' ; !-'7 ! 10, h1 /0/5'g2-L , ' , ' ' : ' ! ' • 1 , ! Lcdd . I ' • 1-z- 4-c;pc465; 1/4. ;01b; , ( ), //i pi i4 id I ! , , ' ! 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I . • 1 ! i 1 I I MG2 Corporation 1101 Second Ave,Ste 100 206 962 6500 Seattle, WA 98101 ,ReC0\15) MG2.com 01 CC C� TRANSMITTAL �� I\G �6� To City of Tigard 13125 SW Hall Blvd. Tigard, OR 97223 Attn Date 12/16/2016 Phone 503.718.2439 Project Fax 503.598.1960 Project Number 16517501A 08 From Scott Owen Number Of Pages 878 Incl. Cover Page Cc Send Via FedEx Priority Overnight - By 10:30am Re Target 0345 - Permit Submittal w 3 .. gn d > H d U, ai c a c a c 0 et1 0 LL A C 0 E v d 0 Q i E Y 4 w E C Qty Description o a LL 4 3 2 Specifications x x 3 Construction Documents Set x x x 1 Permit Application Set & Check x x 2 Structural Calculations x x x Notes Please see enclosed for the above reference items. Scott Owen (206) 962-6518 Privileged and confidential information: the information in this document is intended only for the use of the above named recipient. 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