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Plans r /3 RECEIVED APR 1 1 2012 W CITY OF TIGARD BUILDING DIVISION N Outlot Retail Building #2 Tigard OR N O 0 0 z Structural Calculations i 0 O O OD2 Z- CAM Prepared For: v'�G ( � C � Walmart City of Tigard Ap roved Plans B Q Date 616F t UcTU jilr " OFFICE COPY / OR • if/ I 3 V X° 1 AS SON K1t1 ' EXPIRES71301. jj BCRA — ARCHITECTURE • CIVIL ENGINEERING • STRUCTURAL ENGINEERING • LAND USE PLANNING • INTERIOR DESIGN • GRAPHIC DESIGN v 0 • A A Cl O rs Outlot Retail Buildin g #2, Tigard,OR ev P e4 O O 0 0 Structural Calculations 0 O 0 C Prepared For: Walmart a z CTU R4 o • 8 • • OPE -1 OREGON 11 13 4 y :0A1 f I EXPIRES,30 /AAP B C RA t [ ( [ 1 • ARCHITECTURE • CIVIL ENGINEERING • STRUCTURAL ENGINEERING • LAND USE PLANNING • INTERIOR DESIGN • GRAPHIC DESIGN o �• V , NJ Ce TABLE OF CONTENTS: DESIGN CRITERIA 1 -1 to 1 -13 GRAVITY SYSTEM 2 -1 to 2 -13 LATERAL SYSTEM .3 -1 to 3 -50 N N O O P z 0 f 0 z 0 V O 0 n Y F N . Z •3 V I ` I Li • O 0 11 I p sL A N i I I 3 ( ■ ARCHITECTURE • CIVIL ENGINEERING • STRUCTURAL ENGINEERING • LAND USE PLANNING • INTERIOR DESIGN • GRAPHIC DESIGN 2106 PACIFIC AVENUE, SUITE 300 BCRA I 1 TACOMA WASHINGTON 98402 i 253.627.4367 F 232.627.4393 W WW.ARCH ITECTSBC EA. COM project Retail (Outlot) sheet no. location Tigard, OR dote 3/2/2012 job no. 10053 by AC Load Design Criteria Summary Dead Loads Roof Roofing Membrane 0.3 psf Insulation (6" Rigid @ .7 lb /in) 4.2 psf Protection Board 1.5 psf Metal Decking 1.8 psf 7.8 psf (Deck DL) Steel Roof Joists @ 6' oc (K) 2.2 psf Mechanical & Electrical Allowance 3 psf Sprinklers 1 psf Ceiling Assembly Allowance 3 psf 17 psf (Beam DL) Roof Girders 1.2 psf 18.2 psf (Girder DL) Columns 0.8 psf Walls 3 psf Mech Units 4 psf 26 psf (Seismic DL) Roof Live Loads Live Load 20 psf Snow 25 psf +Snow Drift See Calc Deflection Criteria Roof LL L/240 Roof DL + LL U180 Wall U240 2106 PACIFIC AVENUE, SUITE 300 B TACOMA WASHINGTON 98402 T 257.6271.627.4767 F 253.627.4395 --1-11• WWW.ECRAENGINEERING.COM 1-'v project Retail (Outlot) sheet no location Tigard, OR date 3/5/2012 job no. 10053 by AC Wind Loads (IBC 2009 -ASCE 7 2005) Basic Wind Speed V = 95 (ASCE -7 Figure 6 -1) Exposure = C Building Category = II Importance Factor = 1.00 Mean Roof Height (ft) h = 24.0 ft Parapet Height (ft) h = 27.0 ft Exp. Coefficient @ h =25' K = 0.94 (ASCE -7 Table 6 -3) Exp. Coefficient @ h =25' K = 0.94 (ASCE -7 Table 6 -3) Topographic Coefficient K71 = 1.0 (ASCE -7 Figure 6 -4) Directionality Coefficient Kd = 0.85 (ASCE -7 Table 6 -4) a = 0.4`h = 9.6 ft Corner / Edge Zone = 17- ft = 0.1'L = 6 ft q = 0.00256 K K71 Kd V I = 18.5 psf (ASCE Eq. 6 -15) q = 0.00256 K K Kd V I = 18.5 psf (ASCE Eq. 6 -15) Main Force Resisting System p = q * [(GC -(GC (Low Rise Buildings -ASCE Eq. 6 -18) Zone GC GCpi Design Wind Load p GC From ASCE Windward 1 0.40 ±0.18 10.7 psf Figure 6 -10 Roof 2 -0.69 ±0.18 -16.1 psf Leeward 4 -0.29 ±0.18 -8.7 psf Sidewall 5 & 6 -0.45 ±0.18 -11.6 psf Windward Corner 1E 0.61 ±0.18 14.6 psf Roof Corner 2E -1.07 ±0.18 -23.1 psf Leeward Corner 4E -0.43 ±0.18 -11.3 psf Windward + Leeward (Typ) 0.69 12.7 psf Windward + Leeward (Corner) 1.04 19.2 psf Parapet p = qp * GC, (Low Rise Buildings -ASCE Eq. 6 -20) GC = 1.5 Windward 27.7 psf = -1.0 Leeward -18.5 psf Components and Cladding p = q * [(GC -(GC (Low Rise Buildings -ASCE Eq. 6 -22) Zone GC, GCpi Design Wind Load p GC From ASCE Roof Typical 1 -0.90 ±0.18 -19.9 psf Figure 6 -11A Roof Typical 1 0.20 ±0.18 7.0 psf Figure 6-11B Roof Edges 2 -1.10 ±0.18 -23.6 psf Based on 100 SF Wall Typical 4 -0.90 ±0.18 -19.9 psf Wall Corner (Neg) 5 -1.10 ±0.18 -23.6 psf Canopies (Typ) 1.90 35.1 psf Canopy - From Overhang Canopies (@ Corner) 1.90 35.1 psf values in Fig 6-11B ".2a.�APF 3' P->F 2106 PACIFIC AVENUE, SURF 300 TACOMA WASHINGTON 90402 T 253.6274267 F 233.6274395 BcRA W w W. 6CRAENGINEERING.COM project Retail Store (Outlot) sheet no. location Tigard, OR date 2/29/12 job no. 10053 by AC Seismic Loads (IBC 2009 - ASCE 7-05) Ss = Or. (2003 USGS Seismic Hazards Maps) S1 k; (2003 USGS Seismic Hazards Maps) R (ASCE 7 -Table 12.2 -1) Building Type _s S2 3" (ASCE 7 -Table 12.2 -1) �► 3.0 Occupancy Category Seismic Use Group Importance Factor 1.00 Soil Site Class Building Height (ft) Structure Period T = C (h„ ) C = j (ASCE 7 -Table 12.8 -2) xt_' (ASCE 7 -Table 12.8 -2) = 0.36 sec SDS = 2/3 Sms Sme = F * S F (ASCE 7 - Table 11.4 -1) = 1.06 = 0.71 S = 2/3 S Smi = F„ * Si F„ = (ASCE 7 - Table 11.4 -2) = 0.58 = 0.39 Seismic Design Category Base Shear V= C C = Sips / (R/I) (ASCE 7 - Eqn. 12.8 -2) = 0.203 CONTROLS Max C = SDI / (R/I) *T (ASCE 7 - Eqn. 12.8 -3 for T < =T = 0.312 Min C = 0.01 (ASCE 7 - Eqn. 12.8 -5) = 0.010 Where S >= 0.6g Min C = 0.5 *S / (R/I) (ASCE 7 - Eqn. 12.8 -6) = 0.048 2106 PACIFIC AVENUE, SUITE 300 ���' (� L{' TACOMA WASHINGTON 98402 ` T 253.6274367 F 253.627.4395 WWW.BCRAENGINEERING.COM project Retail Store (Outlot) sheet no. location Tigard, OR date 2/29/2012 job no. 10053 by AC Seismic Loads - Component Loading (IBC 2009 - ASCE 7 2005) Dimensions /Parameters: Height = 24 ft IBC Design Coefficients: S = 95.0 per USGS Seismic Hazard Map S = 34.0 per USGS Seismic Hazard Map F = 1.12 Site Class D F„ = 1.72 Site Class D Sps = 2/3 S Sms = Fa * Ss 0.71g = 106 %g 5D1 = 2/3 S S = F * Si 0.39 g = 58 %g ap = 1 Rp = 2.5 z = 1.00 h = 1.00 Ip = 1 Fp.nom = [0.4 *a *Sp *W /(R *(1 +2 *Z/h) (ASCE 7 Eqn. 13.3 -1) = 0.34 *W Fp,max = 1.6 *S *I *W (ASCE 7 Eqn. 13.3 -2) = 1.13 *W 1st c)1- F min = 0.3 *S *I *W (ASCE 7 Eqn. 13.3 -3) C Ct,awIt+(,.7 0.21 *W W = 1 psf F = 0.34 psf F = 0.24 psf • N NO r• • 4 S.vpsZ S CTU t, ot you [+ x x I< .2 ,64 o vA o f A.+ar4 Vo¢ Lef 4 .2b I j. .20 I -5 Go o& W f __ - . . a ...,....____. . .._. I ji r , , , r .�: a '-- . ` s s rr F . _ _ It 14 " - k ' t . C • SW Dartmouth St, Tigard, Washin• - I Ore•o, a 3 SrT SW Dartmouth St, Tigard, OR 97223 ` �e I I .. 1 , I � ( I s i 1 I 0 it - w I Google Earth:Directions 2/29/2012 (- Conterminous 48 States 2003 NEH' ' - mic Design Provisions Zip Cede = 97281 QC+ USb 5 Spectral "e • onse Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Data are based on a 0.05 deg grid spacing Period Centroid Sa (sec) (g) 0.2 0.942 (Ss) 1.0 0.339 (S1) Period Maximum Sa (sec) (g) 0.2 0.942 (Ss) 1.0 0.339 (S1) Period Minimum Sa (sec) (g) 0.2 0.942 (Ss) LA-1 45.uu L)Ntij -11,2 • `1 1- -' Initial Geotechnical Engineering Report - Updated lierracon Proposed Retail Development r Tigard, Oregon July 28, 2011 ■ Terracon Project No. 82105032 groundwater levels within the slopes. To mitigate the liquefaction potential below the slopes, which may cause slope instability during a seismic event, ground improvement is also recommended in the slope areas. In addition, mass grading should be limited to the dry season only. In our opinion, the ground improvement options would reduce the risks of excessive post - construction settlement to tolerable limits. Alternative foundation systems were considered for the proposed building. Although piles may be feasible at this site, the piles would be subjected to significant down -drag forces during a seismic event, resulting in reduced allowable load capacity and potentially significant seismic related settlements. Additionally, a structurally supported floor slab would be required with this foundation system to meet Retailer settlement criteria, which would greatly increase the cost to construct the foundations and floor slab. Therefore, the recommended soil improvements and shallow foundations are considered to provide the most economical foundation support for the project that also meet the Retailer's settlement criteria. etanall 7.2 Seismic Considerations ' tl- Ow Descripti • Value 2009 International Bu' • ng Code Site F 1 Classification (IB Site Latitude 45.43244° N Site Lon •' ude 122.75315° W S Sp: ral Acceleration for a Short Period 0.950g S - • ectral Acceleration for a 1- Second Period 0.340g F. Site Coefficient for a Short Period 1.12 „Site Coefficient for a 1- Second Period 1.72 Note: In general accordance with the 2009 International Building Code, Tabl 13.5.2. IBC Site Class is based on the average characteristics of the upper 100 feet of the s urface profile. The site lass is an "F" due to the potential for liquefaction. However, group otion parameters for a Site ss "D" (provided above) may be used for structural design tructures with periods of vibration less •an 0.5 second. _ - _r Liquefaction Analysis -- - Liquefaction is the phenomenon where saturated soils develop high pore water pressures during seismic shaking and lose their strength characteristics. This phenomenon generally occurs in areas of high seismicity, where groundwater is shallow and loose granular soils or relatively non - plastic fine grained soils are present. Responsive a Resourceful a Reliable Page 14 I— V July 28, 2011 1 1 !(1 " EICDfl PACLAND 6400 SE Lake Road, Suite 300 Portland, Oregon 97222 Attn: Mr. Shawn . uy, RE. kit g PPpaEs 5 tort CI 0 NL'( Re: Initial :eotechnical Engineering Report - Updated Pro posed Retail Development S Dartmouth Street near SW 72nd Avenue ; igard, Oregon erracon Project No. 82105032 Dear . Nguy: Terracon onsultants, Inc. (Terracon) is pleas -: to present our Initial Geotechnical Engineering Report for th= proposed retail developm- in Tigard, Oregon. Our services were completed in general accordan " • • `-:•osal for Geotechnical Engineering Services (P82100044, dated April 1, 2010) and our Proposal for Supplemental Geotechnical Engineering Services — Revised, dated March 3, 2011. Written authorization to proceed with our initial services was provided by PACLAND on May 21, 2010_ This report presents our conclusions in regard to surface and subsurface conditions and geotechnical recommendations for the proposed site improvements. This report update includes supplemental explorations, testing, and analysis performed in 2011. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, or if we may be of further service, please contact us. Sincerely, o ' r . , t : yt!. { Terracon Consultants, Inc. SCnn . 1v1 _ &Z 194 Kristopher T. Hauck, P.E. V ° :oN Office Manager �n r. t ?SP 1 ----- l TOCPIRES: 12. 3 Thomas A idnes, P.E. Eric J. Lim, P.E., G.E Principal Geotechnical Department Manager Terracon Consultants. Inc. 4103 SE International Way, Suite 300 Portland, Oregon 97222 P [503i 659 3281 F [5031 659 1287 terracon.com Geotechnical • Environmental • Construction Materials • Facilities 2106 PACIFIC AVENUE. SUITE 300 ARCHITECTURE B 1 TACOMA WASHINGTON 98402 INTERIOR DESIGN 9 253.627.4367 F 237.627.1393 ESIGN ` � WWW.ARCHITECTSRCRA.COM LAND USE GRAPHIC C DESIGN project Retail (Outlot) sheet no. IoCallon Tigard, OR date 3/6/2012 doe no. 10053 by AC Snow Loads (IBC 2009 - ASCE 7 2005) Ground Snow Load p9 = I. Per City of 11.1 Exposure = Building Category = '_' #`° Exposure Coefficient C = 3 � ( ASCE -7 Table 7-2) Thermal Coefficient C = Y' (ASCE -7 Table 7 -3) Importance Factor I = f,ti (ASCE -7 Table 7-4) Joist Bearing Elevation JBE h = ft Top of Parapet h = ft Distance JBE to Roof Elevation d = = in "-S Ot rcvl r u �► Lower Roof Length (Windward) I„ = f ' Upper Roof Length (Leeward) I„ = _ ft 25 ft min Snow Load Pt = 0.7 C C I p = 17.5 psf = 20 (I) = 20 psf CONTROLS Density y = 0.13 p + 14 = 17.3 pcf hb = Pf /Y = 1.16 ft h I h = 3.31 > 0.2 Drift Loading Required Drift Height Leeward hd = 0.43 (I„ ) (p +10) -1.5 = 1.6 ft Windward h = 0.75(0.43 (I„ ) 113 (p +10) -1.5) = 3.5 ft CONTROLS h, = 3.8 ft Pd = hd y = 60 psf Drift Width w = 4 (h = 13.8 ft CONTROLS = 4 (hd) / h = ft 8 (h maximum = ft W and E 2106 PACIFIC AVENUE, SUITE 300 RCHITECTURE SIGN TT TACOMA WASHINGTON 93402 ERI , J INTERIOR DE DESIGN .` . k-- 253.627.4367 F 233.627 LAND USE PLANNING iJ WWW.ARCHITECTSBCRA.COM GRAPHIC DESIGN project Retail (Outlot) sheet no. ,, Tigard, OR date 3/6/2012 job no. 10053 by AC Snow Loads (IBC 2009 - ASCE 7 2005) 171F-1 Ground Snow Load P9 = Per City of l.o 7 5 ° ' Exposure Building Category = Exposure Coefficient C = # (ASCE-7 Table 7-2) Thermal Coefficient C = (ASCE -7 Table 7 -3) Importance Factor I = (ASCE -7 Table 7-4) Joist Bearing Elevation JBE h = =_g ft Top of Parapet h = � 1 ft - D11- C4AIe Distance JBE to Roof Elevation d Lower Roof Length (Windward) = l ' 00 Upper Roof Length (Leeward) l = Y �` ft 25 ft min Snow Load pt = 0.7 C C I p = 17.5 psf = 20 (I) = 20 psf CONTROLS Density y = 0.13 p + 14 = 17.3 pcf hb = pf /y = 1.16 ft = 7.63 > 0.2 Drift Loading Required Drift Height Leeward h = 0.43 (lu) (P9 +10) - 1.5 = 1.6 ft Windward h = 0.75(0.43 (I„ ) (p +10) - 1.5) = 3.5 ft CONTROLS h = 8.8 ft Pd = h y = 60 psf Drift Width w = 4 (h = 13.8 ft CONTROLS = 4 (h / h = ft 8 (h maximum = ft W and E 2106 PACIFIC AVENUE, SUITE 300 ARCHITECTURE B c RA TACOMA WASHINGTON 98402 EN . L{ INTERIOR R DESIGN I 1 1 253.627.-367 F 253.627.4395 LAND USE PLANNING , , WWW.ARCHITECTSBCRA.COM GRAPHIC DESIGN project Retail (Outlot) sheet no. location Tigard, OR date 3/6/2012 »b no. 10053 by AC Snow Loads (IBC 2009 - ASCE 7 2005) . 9 RA F'1 Ground Snow Load p9 = `= Vie Per City of Exposure = Building Category = Exposure Coefficient C = = (ASCE -7 Table 7 -2) Thermal Coefficient C = (ASCE -7 Table 7 -3) Importance Factor I : (ASCE -7 Table 7-4) Joist Bearing Elevation JBE h = ft Top of Parapet h = a ft uJ_E p0 (fd4 Distance JBE to Roof Elevation d = Lower Roof Length (Windward) I„ = ft Upper Roof Length (Leeward) I„ = ft 25 ft min Snow Load p = 0.7 C C I p = 17.5 psf = 20 (I) = 20 psf CONTROLS Density y = 0.13 p + 14 = 17.3 pcf hb = Pf /y = 1.16 ft = 3.31 > 0.2 Drift Loading Required Drift Height Leeward hd = 0.43 (I„ ) (p +10) - 1.5 = 1.6 ft Windward h = 0.75(0.43 (I„ ) 113 (p +10) - 1.5) = 1.9 ft CONTROLS h = 3.8 ft • Pd = hd y = 34 psf Drift Width w = 4 (h = 7.8 ft CONTROLS = 4 (h / h = ft 8 (hj maximum = ft N and S 2106 PACIFIC AVENUE, SUITE 300 ARCHITECTURE ENGINEERING .:.� TACOMA WASHINGTON 98402 INTERIOR DESIGN 1 — 253.627.4347 F 253.627.4395 LAND USE PLANNING ! , Tv WWW.ARCHITECTSECRA.COM GRAPHIC DESIGN woject Retail (Outlot) sheet no. localte Tigard, OR dote 3/6/2012 job „o. 10053 ey AC Snow Loads (IBC 2009 - ASCE 7 2005) Ground Snow Load p9 = Per City of .1 Exposure = Building Category = Exposure Coefficient C = (ASCE -7 Table 7 -2) Thermal Coefficient C = i (ASCE -7 Table 7 -3) Importance Factor I = ;' (ASCE -7 Table 7-4) Joist Bearing Elevation JBE h = ft Top of Parapet h, = _ -ft Distance JBE to Roof Elevation d = R w-E DirC� +� Lower Roof Length (Windward) l Upper Roof Length (Leeward) I„ = L ft 25 ft min Snow Load pf = 0.7 C C I p = 17.5 psf = 20 (I) = 20 psf CONTROLS Density y = 0.13 p + 14 = 17.3 pcf h = pt /y = 1.16 ft h� / h = 7.63 > 0.2 Drift Loading Required Drift Height Leeward hd = 0.43 (lu)1 13 (pg +10) -1.5 = 1.6 ft Windward h = 0.75(0.43 (1„) (p +10) - 1.5) = 1.9 ft CONTROLS h� = 8.8 ft Pd = h y = 34 psf Drift Width w = 4 (h = 7.8 ft CONTROLS = 4 (h / h = ft 8 (ha maximum = ft N and S ME i i U i 0 0 0 0 0 ? 0 0 0 0 I 1 1 1 1 1 1 1 1 1Wd No , ZB'• ,. 24� 28-0' 20 " and 97- ma 290 I � '� � . 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I:,. ••O•. 0• .•:: ••.•.. ,♦ • ♦ . ♦ ♦ ,•: •:10• ••00•;;000•, ∎::::. 000•,! •.000' k000• •♦ o 011 . • • • • • • • • • o •• 'OS.," • 01.0 • ,. •.• ,• • v.•.•• ... .•'::.•a . •.. , . o •::.•:.•: ❖.'.• MO L e• .. •• ee.• .•..•_..•ee.•.•__...♦�♦♦•••1•♦♦ •••.� •1•�...•.••; •♦•• ♦1•♦•♦♦♦♦ • • • .^ ,...... ... :• :D•�••••- •1.•. ♦•♦♦ ■ X0 .1• • • S ►.NC•■-, V I Z iFl 4.u4%7 Loads: SL - Snow Load BCRA 1 Roof Plan SK - 2 AC Retail Store Outlot Apr 4, 2012 at 10:59 AM 10053 1 1 0053. rfl NO X , Lateral Gravity �Z ( 10 FTLI E3 1.4) �3 } ��� 6.1) C!) �� (--,3 (.:* DR FTLI �� ` °' / / / /// 1 / , W 22k %12 IW12X1el Okk 12kW14X2219 � 1A114X2 40kW6X48a1 __ ""'�'.� k� co DRkTLIN -- I I J J A. ti.� I I I (E 1 ....a.. -80k V1�18X{0 — • k - 4TkW44 17tt 16W I c 31 - 1 - O X2 /1 2X•22181- •- 4810144X21481 u14 14X2�18R e 18kW14X1218k ir ill7k4/14. 17k 1 171 :14X,' • ..- .._ --,' o a i v DREI4 -I --11 1 N .- [... 1 1 r ..19k W16X3I 0' Y ... ...... ' _.. , __ _ � ., 19k . 13 3 1 1 1 i 410 10 2X1 • ' a �..... ._ �. ._� 1 Y4L_ J12X1912I7 13kW14XS:719 , 18X4 - -24 ?kAw1 512E S 77.71.7 1r Member Camber and Reactions Loads: DL PreComp - PreComposite Dead Load BCRA Roof Plan SK - 3 AC Retail Store Outlot Apr 4, 2012 at 11:01 AM 10053 10053.rfl 2106 PACIFIC AVENUE, SUITE 300 /'S TACOMA WASHINGTON 98402 V T 253 627.4367 F 253 6274395 , ' W W W. BCRAENGINEER ING. COM project Retail (Outlot) sheet no. location Tigard, OR dote 4/4/2012 job no. 10053 by AC GRAVITY DESIGN COLUMN FORCES FOOTING DESIGN (3KSF NET ALLOWABLE) Column Loc. (Grid) DL (k) S (k) DL +S (k) Footings Size SQ CS2 (B -1) 12.5 15.3 27.7 Moment Frame 1 CS3 (B.9 -1) 6.1 10.6 16.7 Moment Frame 1 CS6 (C -3) 8.4 14.1 22.5 3 CS9 (C.1 -5.1) 8.2 14.5 22.7 3 CS10 (C.1 -6) 8.3 14.4 22.7 3 CS 13 (C -8) 8.7 13.6 22.3 3 CS14 (C -9) 11.5 17.6 29.1 4 CS15 (C -10) 7.4 8.8 16.3 Moment Frame 2 CS23 (A -8) 8.4 12.7 21.2 Moment Frame 5 CS26 (.9A -6) 9.7 14.5 24.2 3 CS30 (A -3) 9.5 13.8 23.3 Moment Frame 4 CS30 (A.1 -1) 6.9 10.3 17.3 Moment Frame 1 CS32 (.9A -5) 9.6 14.5 24.1 3 CS28 (.9A -10.1) 9.3 12.6 22.0ni ; .i- Y, CS31 (B -2) 20.3 21.5 41.8 4 CS32 (B -3) 16.4 18.2 34.5 4 CS33 (B-4) 16.2 18.2 34.5 4 CS34 (B -5) 16.6 19.7 36.3 4 CS35 (B -6) 16.9 19.7 36.6 4 CS36 (B -7) 16.8 18.2 35.1 4 CS37 (B -8) 16.9 18.1 35.0 4 CS38 (B -9) 23.4 24.2 47.7 4 CS39 (C -1.9) 5.1 7.7 12.8 3 CS40 (B.9 -1.9) 5.0 8.1 13.1 3 CS37 (A.1 -1.9) 6.0 7.9 13.9 3 CS38 (A -1.9) 5.9 7.5 13.5 Moment Frame 4 CS35 (C -3.9) 3.5 4.3 7.8 3 CS36 (C.1 -3.9) 5.4 8.5 13.9 3 CS37 (.9A -3.9) 5.6 7.8 13.4 3 CS38 (A -3.9) 3.8 4.2 8.0 Moment Frame 4 CS35 (C -7.1) 3.7 4.3 8.0 3 CS36 (C.1 -7.1) 5.1 7.9 12.9 3 CS37 (A -7.1) 3.8 4.2 8.0 Moment Frame 5 CS38 (.9A -7.1) 5.6 7.8 13.4 3 CS37 (A -8.9) 3.8 4.2 8.0 Moment Frame 5 CS38 (.9A -8.9) 8.8 12.0 20.8 3 CS37 (B.1 -10.1) 13.5 14.0 27.5 Moment Frame 3 CS38 (B.1 -10) 1.8 1.1 2.9 Moment Frame 2 See lateral calc for footings at lateral resisting system. 3x3 ftg =27kip 4x4 ftg = 48 kip r 11 , ,LnX • I Gravi • Z ( 3 1 1, 1) (r51 ji (;) „, ; -...--,„ t, (( 7.) ,,----\ I 8 DR FT1 ) k i • / HS8-7X7X5 10 4 11P4 HSS HS 7X6 1; 55 H4i4 HSS7,X7X5 MiifOii HSS7VX5 1 _ - 7.20 7 11 11 --7 1 , , 1 1 1 1 il Ii II 1 _ i i I i ---4 I - — ! 1 DRiFTLINE — -1--- i — ..,.._ ____ -4- I I 1 11 • 1 , 1 I i i 1 , WIN)OX55 0455 ■ I HS6X6X5 HSS6X6X4/ X6X4 HSS6X6X4 HS96 HSS6X6X4 HSS6X6X4 i HSS6X6X4 HSSIC6X5 — 4-- — 4-1-= j6==. Q--W----D ID— - 7 0 ,_= — _0 --- .7_141 =-0- ____ II 1 , 1 11 , , , , 1 , I , , , il 1 , , i 11 , , , , e 1 ----4. - L, 7- „ , ___,., DR FLELIK1- II -- — — .. 1 i il i . I 11 i I W18)(55 40E64 i i Li W1 8X55 W1 8 i)(55 i • i I : i 1 M8X55 W18X55 W1 8X.55 I 410 17/ — — .... I-1-1- HWW4 HSS7iXIX5 --- HS57 1 X7X5 — HSVA7X4 --- 4.1.1 13514TX-- -- r - WI - ES! X55 i 1 + I 1 1- 21._ —0= 0— ---0 --o-- ---- C ok, s1 t-5 . lember Camber and Reactions oads: DL PreComp - PreComposite Dead Load BCRA Roof Plan SK - 4 AC Retail Store Outlot Apr 6, 2012 at 5:19 PM 10053 10053.M ____ 1r - VI Lateral ?l Gravity ' . . t , ( f .,\ (s.i (1 ( i .8.9 I , DR FTLI 4firtr \* \ ' -l-- - - , , . H_ I I ' re --1:1--- : n 9 bET I 1 I , ii 11 i 1 1 I I 1 1 I I 1 ■ I I I I i I 11 d DRI FTLINE2 -I-- I ! I Li II__ I-I-- — 1 ___,., II i II . I i , I 1 1 1 I I 1 I 339 1 i i , . , 1 1 H i I , i : I .5 I 1 .66 : 12 6 [ ici 11 , , I I 1 I I i it I , I 1 ; I 1 I I 1 I 1 I i 1 1 , I 1 I 1 1 I _I 1 t t DR (E4- 1E1- i i i 1 II I . I I I H I 1 1 i 1 i , .217 I , I H 1 II n 4 , _ :Biii .269 I -1- .0g1 1 .b .264 .05 I 1 272 R?4E -1+1 itiV i i T :11U,--L I • -a- al-- --43 —el— _I k ■--I UM giCCJI7Inve1 0 .1, M.. 1 1•415 ) 1 Member Camber and Reactions & Column Shear Check oads: DL PreComp - PreComposite Dead Load BCRA Roof Plan SK - 3 AC Retail Store Outlot Apr 6, 2012 at 5:19 PM 1 0053 1 0053.rfl f - VS Lateral )C . Gravity -•Z ?s 11.1 9, 11. Z "?,,,.= c' 11. 9,,, 10.9 SL 11-1 ki M 51-' " f 5/I '-‘ 1 4,s; i 6 ibl. 04.. is 3 fr"- '' ( 1 RIFTLIOE3 I 1.2 • ( 3) ® ( 7 i \ ,,S,.) ///'N)'\ DRE 1001) r) \ / -......_. \.\., '■ / ,,/..12 . s , , I 1 1 i tz( ---kl--- L I } , I ! _1_,_ 1 — — : I 1 /.... : t.01 1 - 4-.14 I LI* ILI VA.-‘i if 1 1 ,$ IV 4 I 1 P a ‘ t, '14 :5 I 1? 4, = " I 1 z SO/ l qAD1‘ 5 W■k.g 24,3 ri■,' so.51(44 ! i . 1A g'04--4 1 0,...t. . iv 1 i i ; 2 Vb,3 k- A 1 ) 1 r4, 1 1 I 1 i I, 41 1141 DRI j _11)1E I 1 1 1 I . 1 1 I i I i 1 1 i ; gip 1 i 1 , 11 i I I M— I tA A.,...,: %C., k 1 , i 1 . I 1 1 1 I i l i I , Of: 411S-4" OM' qk kt 1 I 1 1 l 11 1 , , I 1 , . I I 1 ii /------, : DRiFTLISIEI- - ---H L----- 11_ _Li _1 -- L , -t 9J- 1 i 1 L , 1..‘14, ": Ls ts,'Au tustiw . 4 41 1 . c .f.J. , t 5 k_kl ik „.. it.,.3k-f4 m i I.st6 mit-. A.. se.91b.141 tk.:- 514 -St 1,1 . ilA: 11 . , , r-' : ' , I i 11 I 11 ,„ I 444- i 7 ± I' -a _____. 04.4 • , ____ ___ _ , ___ - K T-- -14- --11- _____ ____, iri-- --11111-: — —kt _a_ _ - -----: Ili ' AAA' 41-,)11,--0- IL. r4 • b 6 x 14' L: 11.4 t.. 9,. 20.9 14, fp 11. (f 14 S01-14 t^-1, MAW-14 /A 2°0-i) IL-14 M,, tf,-L4- -4 pi\ ,, 5(0.S IL rk,1,,' 0,•'0"4 fA‘..' 141 '" pa (Ot lke-A tie 0 01 CA-r-oillti uk.trio 1 Member Camber and Reactions 011114 14VIA . .oads: DL PreComp - PreComposite Dead Load VOL- BCRA Roof Plan SK-4 o t tiovE1/1` AC Retail Store Outlot Apr 5, 2012 at 5:43 PM 10053 10053.rfl ____ 1 2106 25 PACIFIC 7V F 253 527E 300 BcRA TACOMA WASHINGTON 98402 - ; 1 'Z''- T TACOMA WASHINGTON F 253 913 .4395 WWW. BCRAENGINEERING. COM project Retail (Outlot) sheet no. location Tigard, OR date 4/6/2012 job no. 10053 by AC Column Forces (1.2D +1.6W +.5S) Pu from Main Mu from OOP Wind and Frame Pu w/ Canopy Canopy Moment HSS Col Column Loc. (Grid) DL (k) S (k) DL +S (k) 1.2DL +.5S 1.2DL +.5S Mu x - Mu y - Min CS2 (B -1) 12.5 15.3 27.7 22.6 24.6 85 w18x55 CS3 (B.9 -1) 6.1 10.6 16.7 12.7 14.7 43 43 w18x55 CS6 (C -3) 8.4 14.1 22.5 17.1 19.7 57 7x7x5/16 CS9 (C.1 -5.1) 8.2 14.5 22.7 17.1 17.1 57 7x7x5/16 CS10 (C.1 -6) 8.3 14.4 22.7 17.1 17.2 57 7x7x5/16 CS13 (C -8) 8.7 13.6 22.3 17.2 19.2 57 7x7x5/16 CS14 (C -9) 11.5 17.6 29.1 22.6 25 82 7x7x.3/8 CS15 (C -10) 7.4 8.8 16.3 13.3 15.3 43 43 w18x55 CS23 (A -8) 8.4 12.7 21.2 16.5 18.5 57 w18x55 CS26 (.9A -6) 9.7 14.5 24.2 18.9 20.9 57 7x7x5/16 CS30 (A -3) 9.5 13.8 23.3 18.3 20.3 57 w18x55 CS30 (A.1 -1) 6.9 10.3 17.3 13.5 15.5 43 43 w18x55 CS32 (.9A -5) 9.6 14.5 24.1 18.8 20.8 57 7x7x5/16 CS28 (.9A -10.1) 9.3 12.6 22.0 17.5 20 43 43 w18x55 CS31 (B -2) 20.3 21.5 41.8 35.1 CS32 (B -3) 16.4 18.2 34.5 28.7 CS33 (B-4) 16.2 18.2 34.5 28.6 CS34 (B -5) 16.6 19.7 36.3 29.8 CS35 (B -6) 16.9 19.7 36.6 30.1 CS36 (B -7) 16.8 18.2 35.1 29.3 CS37 (B -8) 16.9 18.1 35.0 29.4 CS38 (B -9) 23.4 24.2 47.7 40.2 CS39 (C -1.9) 5.1 7.7 12.8 9.9 10.9 28 7x7x1/4 CS40 (B.9 -1.9) 5.0 8.1 13.1 10.1 11.1 28 7x7x1/4 CS37 (A.1 -1.9) 6.0 7.9 13.9 11.1 12.1 28 7x7x1/4 CS38 (A -1.9) 5.9 7.5 13.5 10.9 11.9 28 w18x55 CS35 (C -3.9) 3.5 4.3 7.8 6.4 7.4 23 7x7x1/4 CS36 (C.1 -3.9) 5.4 8.5 13.9 10.7 11.7 28 7x7x1/4 CS37 (.9A -3.9) 5.6 7.8 13.4 10.6 11.6 28 7x7x1/4 CS38 (A -3.9) 3.8 4.2 8.0 6.6 7.6 28 w18x55 CS35 (C -7.1) 3.7 4.3 8.0 6.6 7.6 28 7x7x1/4 CS36 (C.1 -7.1) 5.1 7.9 12.9 10.0 10 28 7x7x1/4 CS37 (A -7.1) 3.8 4.2 8.0 6.6 7.6 28 w18x55 CS38 (.9A -7.1) 5.6 7.8 13.4 10.6 11.6 28 7x7x1/4 CS37 (A -8.9) 3.8 4.2 8.0 6.6 7.6 28 w18x55 CS38 (.9A -8.9) 8.8 12.0 20.8 16.6 17.6 43 7x7x1/4 CS37 (B.1 -10.1) 13.5 14.0 27.5 23.2 23.2 41 w18x55 CS38 (B.1 -10) 1.8 1.1 2.9 2.7 3.7 41 w18x55 xx yy HSS Sizes phi Pn phi Mn 7x7x3/16 88 41.1 7x7x1/4 114 53.5 7x7x5/16 139 65.2 7x7x3/8 161 76.2 7x7x1/2 201 96.3 7x7x5/8 234 114.2 W18x55 119 160.0 70 2106 PACIFIC AVENUE, SUITE 300 TACOMA WASHINGTON 98402 • �I� T 233.627.4367 F 253.627..4395 W WW. ECRAENGINEERING.COM project 4/ Ov l (it sheet no. location On date ay �tl. Job no. «, by 't of Gyp Oesi ew v41« D NO C 4/ R-1 n L b S &rI?Le CALL, _ LJIM W49 l PsF 25 1k , 13 ' + (zy' -131 y -S �' l = Z X so zso Sf w e (GI k ?fiO • 14114 ' p,� u,qk) zs - '1 it.-44 4 `1 WL R Cog to co.Q 25' • M AA 4 ) Ho. wa tot. Lr{ Wtif. IRA P' of ZD a, ^^ C2 C( Ine I IA ISJA O 4rfic co lL n I , ••fit L `( 0 • 2106 PACIFIC AVENUE, SUITE 300 � TACOMA WASHINGTON 98402 -iii T 253.627.4367 F 253.627.4395 i , ?/4{ W WW.8CRAENGINEERING.COM lxolect W MS t N Of sheet no. location 1(G9s 0/ ° N date 0 >ob I NO by ti(21u11' WL- p ,ioly wl (AnQ Pf f U i N D tIQtu C - -3 S 9 i LOLL WINO LOa0 4 (Al 14 4,,, wINQ: 1 -0.15 11-- +4 (5ec prc.lbvi) '0` 171 cAwutN Cdao AT Coc. I c.a-No pY 1 log x 5, S l y 3 1 1 -- -f- `51t Is 07 a : (o QSF V-f, L] w" s % u PSF %• q� / 113 P5 F _ G 4 4 I in. tr IVA -5. : Z Ile - ( > laOL -I-- 5S ' 1.7...0 t .4>,Il Do . hint w al ?•/' = .53 h. •53" . • • N ' /iN q3 ' iris M ,0 k - ' g ..7- .7- `t 1` "" cI .OPj 51.° / Er9 of (Aral I, Ty PLBT"" -36 or HSB ° -36 3 °11 10 1 110 40040 1 (38 mm) Deep Roof Deck • Primer Painted or Galvanized • a 3 ALLOWABLE UNIFORM LOADS (psf, N/m SPAN (ft-in., mm) a 4' -0" 5' -0" 5'-6" 6'-0" 6'-6" T -0" 7'-6" 8' -0" 8'-6" 9' -0" 9'-6" 10' -0" 10'-6" 11' -0" 11'-6" 12' -0" a SPAN GAGE 1,220 1,520 1,680 1,830 1,980 2, 130 2, 290 2 ,440 2,590 2,740 2,900 3,050 3,200 3,350 3,500 3,660 STRESS 178 114 94 79 67 58 51 44 39 35 31 28 22 8,523 5,458 4,501 3,783 3,208 2,777 2,442 2107 1,867 1,676 1,484 1,341 a LL U240 + ++ 92 69 53 42 34 27 22 19 16 13 11 4,405 3,304 2538 2,011 1,628 1,293 1,053 910 766 622 527 STRESS 223 143 118 99 85 73 64 56 49 44 40 36 32 30 27 25 a W 20 10,677 6,847 5,650 4,740 4,070 3,495 3,064 2,681 2346 2, 107 1,915 1,724 1,532 1,436 1,293 1,197 L U240 222 113 85 66 52 41 34 28 23 19 17 14 12 11 9 8 10,629 5,410 4,070 3,160 2,490 1,963 1,628 1,341 1,101 910 814 670 575 527 431 383 Z STRESS 300 196 162 136 116 100 87 76 68 60 54 49 44 40 37 34 1 Q 8 14,364 9,385 7,757 6,512 5,554 4,788 4,166 3,639 3,256 2873 2586 2,346 2,107 1,915 1,772 1,628 L/240 + ++ 159 119 92 72 58 47 39 32 27• 23 20 17 15 13 11 7,613 5,698 4,405 3,447 2,777 2,250 1,867 1,532 1,293 1,101 958 814 718 622 527 STRESS 300 250 207 174 148 127 111 98 86 77 69 62 57 52 47 43 J 6 14,364 11,970 9,911 8,331 7,086 6,081 5,315 4,692 4,118 3,687 3,304 2,969 2,729 2,490 2,250 2059 7 U240 + ++ 198 149 115 90 72 59 48 40 34 29 25 21 19 16 14 9,480 7,134 5,506 4,309 3,447 2,825 2298 1,915 1,628 1,389 1,197 1,005 910 766 670 i STRESS 188 120 99 84 71 61 54 47 42 37 33 30 22 9,001 5,746 4,740 4,022 3,399 2,921 2,586 2,250 2,011 1,772 1,580 1,436 L/240 + ++ + ++ + ++ + ++ + ++ + ++ + ++ +4+ + ++ + ++ 32 28 1,532 1,341 STRESS 236 151 125 105 89 77 67 59 52 47 42 38 34 31 29 26 20 11,300 7,230 5,985 5,027 4,261 3,687 3,208 2,825 2,490 2,250 2,011 1,819 1,628 1,484 1,389 1,245 1 47 40 34 29 26 22 20 m L/240 + ++ + ++ + ++ + ++ + ++ + ++ + ++ + ++ + +♦ 2,250 1,915 1,628 1,389 1,245 1,053 958 300 204 168 141 121 104 91 80 70 63 56 51 46 42 39 35 STRESS Q 18 14,364 9,768 8,044 6,751 5,794 4,980 4,357 3,830 3,352 3,016 2,681 2,442 2,202 2,011 1,867 1,676 L/240 + ++ + ++ + ++ + ++ + ++ + ++ + ++ + ++ + ++ + ++ 2,681 2,298 1 1,724 1,484 1,341 300 254 210 176 150 129 113 99 88 78 70 63 57 52 48 44 STRESS 14,364 12,162 10,055 8,427 7,182 6,177 5,410 4,740 4,213 3,735 3,352 3,016 2,729 2,490 2,298 2,107 16 U240 + ++ +4+ + ++ + ++ + ++ + ++ + ++ + ++ + ++ + ++ 70 60 51 45 39 34 3,352 2,873 2,442 2,155 1,867 1,628 STRESS 235 150 124 105 89 77 67 59 52 46 42 38 22 11,252 7,182 5,937 5,027 4,261 3,687 3,208 2,825 2,490 2,202 2,011 1,819 L/240 + ++ + ++ ♦ ++ 100 79 63 51 42 35 30 25 22 4,788 3,783 3 2,442 2,011 1,676 1,436 1,197 1,053 STRESS 295 188 156 131 1 96 84 74 65 58 52 47 43 39 36 33 W 20 14,125 9,001 7,469 6,272 363 4 4,022 3,543 3,112 2,777 2,490 2,250 2,059 1,867 1,724 1,580 ..1 L L/240 + ++ + ++ + ++ 124 97 78 63 52 44 37 31 27 23 20 18 15 0. 5,937 4, 3,016 2,490 2,107 1,772 1,484 1,293 1,101 958 862 718 CC STRESS 300 255 210 177 151 130 113 99 88 79 71 64 58 53 48 44 1 Q 14,364 12,209 10,055 8,475 7,230 6,224 5,410 4,740 4,213 3,783 3,399 3,064 2,777 2,538 2,298 2107 v 0240 + ++ + ++ + ++ 173 136 109 89 73 61 51 44 37 32 28 25 22 8,283 6,512 5,219 4,261 3,495 2,921 2,442 2,107 1,772 1,532 1,341 1,197 1,053 "' STRESS 300 300 262 220 188 162 141 124 110 98 88 79 72 65 60 55 14,364 14,364 12,545 10,534 9,001 7,757 6,751 5,937 5,267 4,692 4,213 3,783 3,447 3,112 2,873 2,633 16 V240 + ++ + ++ + ++ 216 170 136 111 91 76 64 54 47 40 35 31 27 10,342 8,140 6,512 5,315 4,357 3,639 3,064 2,586 2,250 1,915 1,676 1,484 1,293 Catalog VR2 VERCO DECKING, INC. • 27 2106 PACIFIC AVENUE, SUITE 300 TACOMA WASHINGTON 98402 T 253.6274367 F 253.627.4395 , , , 2-13 W W W. BCRAENGINEERING.COM Witte Retail Store Outlot sneer „o. lam Tigard, OR date 4/6/2012 job no. 10053 by AC Beam Calculation Canopy Section C12X20.7 v E = 29000 ksi Span Type = simple L= 26ft Loads Load Case DL S 13 1= k a = ft P2 = k a = ft P3 = k a = ft w = 0.060 0.100 klf W = klf Svc Load Comb Factor = 1.0 1.0 Ult Load Comb Factor = 1.2 1.6 Deflection Check Svc Load Load Case DL S - - Comb .61,1,kx = 0.165 0.275 0.000 0.000 0.440 (in) = L/? 1892 1135 - - 709 Ultimate Load Check M = 19.6 ft-k b b/t = - V" = 3.0 k hit., h/t = - �Lb = 26.0 ft Xp,1Ig,bend. = - L Gb = 1 ? = - F = 46 ksi AT,np,bend. = - Z = 25.6 in' AT,web.bend. = - Z = 3.47 in' S.= 21.5 in' S 1.72 in' Y b = 0.9 I = 129 in` MI:. = 88.3 ft-k I = 3.86 in' r = 4.61 in L. = 2.94 ft r y = 0.797 in L, = 10.06 ft A = 6.08 in J = 0.369 1 n' I y. M = 16.9 ft-k No Good I C = 112 in" r = 0.983 in h = 11.50 in Column/Interaction Check Pu = 0.0 k 4PN = #0IV /0! k LUNBRACED STRONG = 1.00 ft P = 256404.1 k ksTRONG = 1 Pr= 0 k LUNBRACED wEAtc = 1.00 ft B1 = 1.00 kwEAK = 1 M 19.6 ft-k Cm = 1 M = M = 19.60 ft -k a= 1 I Interaction Ratio = #DIV /0! I i Z o ---' V • • • 111 Y 0 < •C 0 3 h P A f n H O el LATERAL DESIGN H n O t A H vs h N H O O 0. Z 0 I- ° 4/ It X 0 V b- O O Y F 7 A W 7 Y 1 < V V < 'O O n C RA j j • i I I ■ I ARCHITECTURE :CIVIL ENGINEERING • STRUCTURAL ENGINEERING • LAND USE PLANNING • INTERIOR DESIGN • GRAPHIC DESIGN 11 "+ 0 0 0 0 0 0 0 51460. o 0 10 20d-fr 30 - , 7d -d' 710•10' _d. ,o.-o- ]D'_O' ]O'-O" 210-0" ■ 3 -4 74' -D" } Yr' -d' li -d I• - Y. - ♦ J4 \ . r IIIII ? 00 ......... ...... .... .........:a 1 L .J G r� 0 0 G - r.:"."- - f ELEC_ 1 V 0 . 5 k 4 � .. NO vpwr+ I i i I 31.1•41v / wau. L. I h1F�' b 4j'4jll♦ � � �=1.o d, 1s.yo. O 0 r = 8 S 1 • • 4, Y _° 1.3 virtu • p "- 7 21'l°S f OIYCfAtuo '1 3 + P • I - is I.0 i ik `} o ' 1 i1r Mf,S _ I 0 J J = J ria c_ms , r. ` . -4 .. i ._ 4 � 0 ._ 4 . •.�.. �._ �'._4.. "4� •' -4• i•_4.. 6' -4^ 3' -4" 6' -4.. fr _ 4 .. 3._4 • ._ 4 .. • ._ 4 .. • ._ 4 .. • ' -4 . _4 r l!'_d } L'_4.. •' -!� - 4• -P 24'-Cr 4'4' W -d' 4'C K' -d' 4 14' -d' 4• d' I . -d• 4' d' li' -d' 4 d' li' -d' 4' d i Y. -d' 7•'-O' r 0 0 0 0 0 0 0 0 0 (9 1,tS1 .,N C - ri7 ?-M 4 w= -LA, VSF V° 2b P5F x 'Wo k V0 X •203 / ioou C5 •Z ` 63•3 1, -qs V= Cs •--' IV 11' SelStAAC 510W( F0t LoM 1U[ WAD ►"tr1 3 -2 w(. . (jDU - + Z,) x 21 x li -.'7- ?sr- " 4.4, k Ilk Log, ° 1t) 1 x 'L 1 k lq•2 NS 4,e, , A. wt �c,..•. z1(.52'- 21 ) +( 2i - 2,1/ X wo x 24.?s' 1y.1 w L ' 23 -} k, 0 0 0 0 0 0 0 0 0 10 4 .. . z. 0 0 O O O O ELEC. • ROOM in II Y k it A 4,3.4 MI O ��`'� • - • - fi O s ,4. w a k , 0 �� il vamar - 0 0 a � o 6' -4° !• - <" 6' -4 !•-4' 6• -4' 24'-d' 14 4 li' - 4'�" r' - 4'�" li' - 4'. Y' - 4 II4 • 4•. W'-O•• :6 -c 1 0 0 0 1 N5 LoA 910 L© 0 O 0 0 (9 kat.yAp) (200 2 r I -) x i x 11- .q. TS ' 2 3.5 W. W e 11 TSF ■ 1 2 w►. �� ta.z ?ST w L 444 t 12 XS) k 21. x 101.2 ?Sr ' li l k wt, ?014 14 - ?St WL ? _ ('WC — ZV) X (21 - 21) X 21 . PPF = it 1 14 I k I. b x ( � 32 - 21 ') V k 1.1.q ?S F = q. , a► k IA • 1d , It WINO lima) tit . «= 11 1 bS. IL �L 4" , y 'V. pwpa ertly 3 -3 T y x L 3 4 0.= q S w : 3 SW 'DV S.9 w 4 I, 5: 9.z = q Y 1.0 W b k ( Nos t,a„s *r) 1,oE - 14 k 4 �t= it 11. 7 1 oU s V 11.. WINO pots Piot eieve(tN7 dii1 3CRA SK - 1 AC Retain Store Outlot Apr 4, 2012 at 12:45 PM 10053 moment frame Iongit.r3d a.x W18X35 W18X35 W18X35 W18X35 ■3 10 '6 11 . 9 W18X35 W13X35 2 X X X 3 3 3 1 �. 61 I: BLC 5, JCRA SK - 1 AC Retain Store Outlot Apr 4, 2012 at 2:09 PM 10053 MF4.r3d 3-5 T y X .12 .13 .12 .14 3 10 11 9 .38 .38 2 8 9A m N N e ■ 1 7 V ? rM,INP U . 1.101, 414.5 1/1-Qt- 4 le 4-14 161 9L 4 It MT 'ter Code Ched s Displayed ion: Envelope 3CRA SK -3 AC Retain Store Outlot Apr 4, 2012 at 3:43 PM 10053 MF4.r3d • x v d 1. • N3 Nlo NY t4 N1 NZ Ng N DIA u) 114 _ N� Z 3k Aqb . ZA / SU Ziki 15.0 S 04 'T 2 -5 w VVV M 14 BCRA SK -1 AC Retain Store Outlot Apr 4, 2012 at 12:45 PM 10053 moment frame longit.r3d Company : BCRA Apr 4, 2012 /4' Designer : AC 2:23 PM Job Number : 10053 Retain Store Outlot Checked By: mg LC t.ot Joint Deflections (By Combination) LC Joint Label X [in] Y [in] Z [in] X Rotation [rad] Y Rotation [rad] Z Rotation [r._ 1 1 N1 0 0 0 0 0 0 2 1 N3 .996 .004 0 0 0 -1.443e-3 3 1 N4 0 0 0 0 0 0 4 1 N7 0 0 0 0 0 0 5 1 N2 .82 .004 0 0 0 - 2.543e -3 6 1 N9 .996 -.004 0 0 0 - 1.443e -3 7 1 N6 .995 0 0 0 0 - 1.134e -3 8 1 N8 .822 0 0 0 0 -2.06e-3 9 1 N9A .82 -.004 0 0 0 - 2.542e -3 10 1 N10 .997 -.007 0 0 0 5.373e -4 11 1 N11 .997 .007 0 0 0 5.372e -4 RISA -3D Version 9.1.1 [ X:\.. .1... \... \... \Structural1OUTLOT BUILDINGS \ENGR \MF4.r3d] Page 2 lit l�- X Lk _ M _ At 4 41 5.4 I -425 d i a 13.3 —1 3 .4• -i. X 4 ,03 ko + •5 _ y,3 — 9 -S 2 91 +56 '2 Op, • "4 q Ot, +. - E 3 5 ,Fvt E 30tH R.ot,11on tEr- vet.vi tt: A) NF L{ t3CRA SK - 1 AC Retain Store Outlot Apr 4, 2012 at 12:45 PM 10053 moment frame longit.r3d Company : BCRA Apr 4, 2012 ,1 Designer : AC 3:44 PM Job Number : 10053 Retain Store Outlot Checked By: Envelope Joint Reactions Joint X [k] LC Y [k] LC Z [k] LC MX [k -ft] LC MY [k -ft] LC MZ [k -ft] LC 1 N1 max .036 2 15.349 2 0 2 0 2 0 2 0 2 2 min -3.491 - 5 -1.235 5 0 2 0 2 0 2 0 2 3 N4 max 0 2 25.678 2 0 _ 2 0 2 0 2 0 2 4 min -4.219 5 7.215 5 0 2 0 2 0 2 0 2 5 N7 max -.036 2 13.338 4 0 2 0 2 0 2 0 2_ 6 min -3.505 3 9.306 5 0 2 0 2 0 2 0 2 7 Totals: max 0 2 50.977 2 0 2 8 min -11.2 5 15.286 5 0 2 RISA -3D Version 9.1.1 [ X:\.. .\... \...\.. ..1Structural\OUTLOT BUILDINGS \ENGR \MF4.r3d] Page 1 2106 PACIFIC AVENUE, SUITE 300 O� TACOMA WASHINGTON 98402 : • ^ T 233.627.4367 F 253.627.4395 `,, �! f l V W WW. BCRAENGINEERING.COM project 0/M5 CVfw'( sheet no. location 11(410/1/0/ ON date °Of/it b no- l ouy3 by frC- 1AF L1 00 "I I rvr1 11t411,-i N K= S h y 3 -io k OUt5"14.1VI•1.1 [•I,t?l '..�E E= It,w -qt.- Ilk, d () MOT ` Ita K, k 21 '33G 1c- 44 k .'} = 33c. k. ZSS k- � M p cs ) Ol I+- 6 i -S tt- • Iq 2 tL — Dl rl�, 3' k Z u , x u )r .15o V.L.c. 3� S k t"f47 '� I a z , )X NN 4_ = SQ,. Z, G. v, D 3E417. k7 ( 3 1 NET bet,ww> L ) 6-1 Ir aIV1O‘,a•c, Lot Olt- gti 1 /0N ecu r- -ta c w. t' e.. - 1 M • 23S k C 6 0L.4 �� ) tG Dc f c� > (tu i 1 -33' 9■Inky: Ftc k C 1 4 (,e. / 13) Cot, 1)(. Or gy`( •(ek ( 11.5 k tt.5 , 94 i c ( 14- b x b•VSI �� u t wsF L 3 It-SF ✓ tAa t' I N bl Mt-1Ft I WO CASE f1k ap i rx51J EL1 2106 PACIFIC AVENUE, SUITE 300 �I TACOMA WASHINGTON 93402 '��� T 253.627.1367 F 253.627.4395 , , ' ,, 1( W WW.3CRAENGINEERING.COM �f Prat W1NA5 04 WI sheet no. location 11 V1414 11 N date Orl/G,' // rj lino. 10053 br ore PIN tooliN6, ge5IL1N (c 'JDlr ) -E` 11k °l, 31•s k. 0L Lot,: 'A2h rk soy _ • 5 x '�) uy k . Ib . .(o tl. = k•1. S c.A4� • .3 k (.o It ' 12 k. 1I k, J -7 12 T y_ M.' t . N ' DU 3.bh• 5 =q 1, S ° (2 -* 4 y. t.Otrt,• 6k, 1N EM/ 0104) \ i t l �E Ibk. • - A • 1 N't fie4'-it 5 JCRA SK - 1 AC Retain Store Outlot Apr 4, 2012 at 12:45 PM 10053 moment frame Iongit.r3d Y -i 3 II.X g a W18X35 W18X35 W18X35 W18X35 3 N10 N6 11 9 W18X35 W18X35 .12 8 9A X 3 3 3 ‘i I1,E S VW 5 BCRA SK -4 AC Retain Store Outlot Apr 4, 2012 at 3:48 PM 10053 MF5.r3d Ty 11 DILx 12 13 12 14 NO MO NO 11 36 38 2 ,'8 .9r. Utivvy PIeJPIr4M 1.2PC 1S - 1 .2S •°1DL 4 it mbar Code Checks Displayed ,dion: Envelope acRA SK -5 AC Retain Store Outlot Apr 4, 2012 at 3:48 PM 10053 MF5.r3d X 1.0E 3 10 11 9 8 I. 1 7 i % � z,. 9} . ��fl . ` � . OL N L 5.04 V Z ��o : C,. OU" PM FT t15 suits for LC 1, 0 BCRA SK -6 AC Retain Store Outlot Apr 4, 2012 at 3:49 PM 10053 MF5.r3d Company : BCRA Apr 4, 2012 301 b Designer : AC 3:49 PM Job Number : 10053 Retain Store Outlot Checked By: (,o INF- Joint Deflections (By Combination) LC Joint Label X [in] Y [in] Z [in] X Rotation [rad] Y Rotation [rad] Z Rotation jr... 1 1_ N1 0 0 0 0 0 0 2. 1 N3 .996 .004 0 0 0 - 1.443e-3 3 1 N4 0 0 0 0 0 0 4 1 N7 0 0 0 0 0 0 5 1 N2 .82 .004 0 0 0 - 2.543e -3 6 1 N9 .996 -.004 0 0 0 - 1.443e -3 7 1 N6 .995 0 0 0 0 - 1.134e -3 8 1 N8 .822 0 0 0 0 - 2.06e -3 9 1 N9A .82 -.004 0 0 0 - 2.542e -3 10 1 N10 .997 -.007 0 0 0 5.373e -4 11 1 N11 .997 .007 0 0 0 5.372e -4 140 RISA -3D Version 9.1.1 [X: \...1...1... \... \Structural \OUTLOT BUILDINGS \ENGR1MF5.r3d] Page 1 a.x 10 1i a e 1 +o n �l0 h 4 Li ,zs b. ( 1 q,Fgz4lo r4 ie+wtwc A ) MS As for LC 1, E r3CRA SK -7 AC Retain Store Outlot Apr 4, 2012 at 3:49 PM 10053 MF5.r3d Company : BCRA Apr 4, 2012 3' Designer : AC 3:49 PM Job Number : 10053 Retain Store Outiot Checked By: Envelope Joint Reactions Joint X [kl LC Y [k] LC Z jk] LC MX 1k-ft] LC MY [k -ft] LC MZ [k -ft] LC 1 N1 max .036 2 9.954 2 0 2 0 2 0 2 0 2 2 min -3.493 5 -2.493 5 0 2 0 2 0 2 0 2 3 N4 max 0 2 23.469 2 0 2 0 2 0 2 0 2 4 min -4.219 5 6.555 5 0 2 0 2 0 2 0 2 5 N7 max -.036 2 13.334 4 0 2 0 2_ 0 , 2 0 2 6 min -3.501 3 9.303 5 0 2 0 2 0 2 0 2 7 Totals: max 0 2 43.377 2 0 2 8 min -11.2 5 13.366 5 0 2 RISA -3D Version 9.1.1 [ X: 1.. .1...1...1...1Structural \OUTLOT BUILDINGS\ENGR\MF5.r3d] Page 2 2106 PACIFIC AVENUE, SUITE 300 TACOMA WASHINGTON 98402 • • T 253.627.4367 F 253.6274395 W i t BCRA 3 W W. BCRAENGINEERING.COM prcJect N 145 oAu"( sheet no. location T n0) 01 date �pY(at i° 1 Job no. MP 5 - - .I* 1 01 OrrSI -, rJ i1t.rt - 1Y Ire v7 L GOL k ' 1 to k k 21 `b3lo M �s Vt TA- z'3 5 1t,- 4 ✓ PtY INS?CfA turf . S nC . �.� 14_ k ).`.t 4. 1. (Co ,111110 ima 'tor 2 r t4(.4 v .15(.> - 3dt . v w IX Salt,.: . k k u`t ,r • IZd 1- .1 Iti t ' N•S y 3 , X Uu k ,15v ? - h.- 12 1.1 Ll. 2 k. t, >ra. = u o . > k, JALL .3k 90 -3 • 12 14 7 h u J '1' D x e -1o.3w 43E vol. < •b- W w1, W II M7 c ov?(LNS y `IL 'V M.: $.SM Val' %.Sw 3E• to.z IE> I0.31'. -'l ��� r5 mill . N2 5 4 26 1 .. '` 22A 3 M Mfg MT 2 i lk Mr3 BCRA SK -1 AC Retail Store Outlot Apr 4, 2012 at 4:16 PM 10053 MF2.r3d FAL X A 5 3 C W,EX35 W18X35 5 W18X35 W18X35 • W,8X35 � r o 5 r4 0 .• . nw PF Z `4 3 ds- BLC 5, BCRA SK -2 AC Retail Store Outlot Apr 4, 2012 at 4:31 PM 10053 MF2.r3d 17 1 i x 36 .35 .39 r • r 5 10 3 NC 2 w r4 o r•• o a? UL: 1 •2.Qc -1 •VS 1. /N..4 1E-4 7S •�j1�LkIG 1 bt. 4 1 631 i ac 4-1 SSC, uNn� N91Nt7 -nber Code C � hed Displayed Is: BLC 5, Aan: Envelope BCRA SK -3 AC Retail Store Outlot Apr 4, 2012 at 4:31 PM 10053 MF2.r3d ojr X S a , I.1141 , : 1. r5 2 5 24 I 3` 1.43n 1 4.' 9 114 / : 2 )r II v/ : 5 j 7 q -111 '4~ ✓ 50 4. RyA N 2i Is: BLC 5. ults for LC 1. E BCRA SK -4 AC Retail Store Outlot Apr 4, 2012 at 4:32 PM 10053 MF2.r3d Company : BCRA Apr 4, 2012 )- Z Designer : AC 4:32 PM Job Number : 10053 Retail Store Outlot Checked By: l.De Joint Deflections (By Combination) LC Joint Label X fin1 Y fin) Z fin) X Rotation fradl Y Rotation [radl Z Rotation fr... 1 1 N1 0 0 0 0 0 0 2 1 N3 1.471 .004 0 0 0 - 3.304e -3 3 1 N4 0 0 0 0 0 0 4 1 N2 1.009 .003 0 0 0 - 4.508e -3 5 1 N5 1.008 -.003 0 0 0 -4.235e -3 6 1 N6 1.473 -.004 0 0 0 -2.49e-3 7 1 N10 1.477 -.048 0 0 0 1.331e-3 8 1 N22A 0 0 0 0 0 0 9 1 N23 0 0 0 0 0 0 10 1 N24 1.058 .003 0 0 0 - 4.809e -3 11 1 N25 1.639 -.005 0 0 0 - 2.676e -3 12 1 N26 1.057 -.003 0 0 0 -4.561e-3 13 1 N27 1.638 .005 0 0 0 - 3.472e -3 14 1 N28 1.644 -.047 0 0 0 1.411e-3 RISA -3D Version 9.1.1 [ X: 1.. .1...1...1...1StructurallOUTLOT BUILDINGS\ENGRIMF2.r3d] Page 1 Company : BCRA Apr 5, 2012 .. Designer : AC 9:38 AM Job Number : 10053 Retail Store Outlot Checked By: 1,0 U %Iv Joint Deflections (By Combination) LC Joint Label X [in] Y [in] Z [in] X Rotation [rad]. Y Rotation [rad] Z Rotation [r... 1 9 Ni 0 0 0 0 0 0 2 9 N3 1214 .003 0 0 0 - 2.726e-3 3 9 N4 0 0 0 0 0 0 4 9 N2 .833 .003 0 0 0 - 3.72e -3 5 9 N5 .832 -.003 0 0 0 - 3.495e -3 6 9 N6 1.215 -.004 0 0 b -2.055e-3 7 9 N10 1.219 -.04 0 0 0 1.099e -3 8 9 N22A 0 0 0 0 0 0 9 9 N23 0 0 0 0 0 0 10 9 N24 .873 .003 0 0 0 - 3.969e -3 11 9 N25 1.353 -.004 0 0 0 - 2.208e -3 12 9 N26 .872 -.003 0 0 0 - 3.764e -3 13 9 N27 1.351 .004 0 0 0 - 2.865e -3 14 9 N28 1.357 -.039 0 0 0 1.165e -3 • RISA -3D Version 9.1.1 [ X:\.. . \... \... \... \Structural\OUTLOT BUILDINGS \ENGR \MF2.r3d] Page 1 al X 5 N10 3 2 5 24 6 23 15 . n bl ,1 f 01 { (1 ,1 > —> ----> —.0 _ -O .} -.0(P — •0(e - .C(. - -U. C7 r{.S U-•. Ol }S U- - sliS G 4- 5 ,u) N1 11,&e o►J • 4th( } ads: BLC 5, BCRA SK -5 AC Retail Store Outlot Apr 4, 2012 at 4:33 PM 10053 MF2.r3d Apr 4, 2012 Company : BCRA /'li� Designer : AC 4:34 PM Job Number : 10053 Retail Store Outlot Checked By: Envelope Joint Reactions Joint X jkj LC Y [k] LC Z [k[ LC MX [k -ft] LC MY [k -ft] LC MZ [k -ftl LC 1 N1 max .06 2 24.164 2 0 2 0 2 0 2 0 2 2 min -3.987 12 .441 12 0 2 0 2 0 2 0 2 3 N4 max -.06 2 31.301 11 0 2 0 2 0 2 0 2 4 min -4.533 10 15.02 5 0 2 0 2 0 2 0 2 5 N22A max .059 2 5.247 2 0 2 0 2 0 2 0 2 6 min -4.018 12 -4.409 12 0 2 0 2 0 2 0 2 7 N23 max -.059 2 21.64 11 0 2 0 2 0 2 0 2 8 min -4.5 ; 10 11.749 5 0 2 0 2 0 2 0 2 9 Totals: max 0 2 77.89 2 0 2 10 min -17 10 24.834 5 0 2 I • RISA -3D Version 9.1.1 [X: \... \... \... \... \Structural \OUTLOT BUILDINGS \ENGR \MF2.r3d] Page 3 2106 PACIFIC AVENUE, SUITE 300 BCRA I TACOMA WASHINGTON 98402 ?jg T 253.627.4367 F 253.627.4395 W W W. BCRAENGINEERING.COM project uJ MS *401 sheet no. location dat 0 � y( ( / t Job no. I ( i ) by T `r ��o Irrt'1 oesttArt MF i `'1 -3 u+l.- 4 •S w t.1 ovsivivriftv ►rv" (.,(e t ) Merl - 4, -S ZA So9 k' - M - ' 4 g.v w Ill - y ' x'q A . I5o wcF • '50-4 I' 4l k fit; = 3tk k 3q v vta . 1 (n k .3 q % . qty k- T 4044 h - f 4 J F1P Z ) MI.") "P/EA(� tyh ( . t• (X +1.4 (3 P5P nett swt.v -9 I)ES j L1Iv CZ (oNkehtW L)+rr7 Al 1r' viovAv lets c - P/i INSIC - Q (te w f (kf t . L QL = 2u -3» r e = �/ = 4a4 Z4 g.3 V (, e > 4 '/(a 9 h,, ) : `6 11L( tji -zc) Q = Col Qt. ONtY rn&k - y X ( tc�_4 k ..) 1 3 x 3 . (i - zy i) .Ito 2 1L51: L S 91.S F ✓ ?7e/ rt r7U(1, OtHj: t, tu49 W , -1701 OK ( /n.s j/evlar 4 71-11)11` ,1 1 (.4Qi 4'"'` DL OC C „t. 1 o •to 1 ' OL4,,,,. _ .S 3 X 3 k.t2v- b.rL nl, 5t.,m, � '`� / k //Z " X .ISO ' 2 q 1+- 'v = 'OA-L = 4 7(0 (fL vim .) k10 - '1. 0 ' 7 k- 1Z_L.X 7E 10,3 Y :� 2 C 9• S 1- .. � W (NV 0010 - 5 s. s 5= ro. 3 cot,. c5.1tv lug 2•Sk 11 .5 • 3 E � �. 3k t pe = '0. 14, 5 Mt is: BIC 5. BCRA SK -1 AC Retail Store Outlot Apr 5, 2012 at 10:15 AM 10053 MF1.r3d tir Ala X X35 W18X35 W18 25 W18X35 w18x35 N6 it 10 3 W18X35 W18X35 2 x m 5 m 26 X 1 y 23 S Le5 Mh IS: BLC5. SCRA SK -2 AC Retail Store Outlot Apr 5, 2012 at 10:15 AM 10053 MF1.r3d x .30 .31 43 3 5 3 10 n r� .61 .53 9 12 10A 13 11A A 17,D1k1•�S 1- if 4 -17.+ tE • I Z01, 4 I, (, 4 6--' 1.sot. I- I,I,w �wt1y Pr- nior1I ekve otte tow( her Code Checks Displayed ion: Envelope 6CRA SK -3 AC Retail Store Outlot Apr 5, 2012 at 10:40 AM 10053 MF1.r3d x S x1•0E- 1.11 25 10 3 9 12 10A 13 11A 1 , dae 3> 1 . 5 � 24I1nti ; It, 1 5.1; ✓ 5 � Its for LC 1, E dCRA SK -4 AC Retail Store Outlot Apr 5, 2012 at 10:41 AM 10053 MF1.r3d Company : BCRA Apr 5, 2012 ei,l'3 Designer : AC 10:41 AM Job Number : 10053 Retail Store Outlot Checked By: l.0 6 Joint Deflections (By Combination) LC Joint Label X [in] Y [in] Z [in] X Rotation [rad] Y Rotation [rad]. Z Rotation [r... 1 1 N1 0 0 0 0 0 0 2 1 N3 1.716 .005 0 0 0 •- 3.84e -3 3 1 N4 0 0 0 0 0 0 ' 4 1 N6 1.718 0 0 0 0 -2.475e-3 5 1_ N10 1.723 -.071 0 0 0 _ 1.467e -3 6 1 N23 0 0 0 0 0 0 7 1 N25 1.722 -.004 0 0 0 - 2.426e -3 8 1 N11 1.724 -.016 0 0 0 1.14e -3 9 1 N9 1.18 .004 0 0 0 - 5.283e -3 10 1 N 10A 1.179 0 0 0 0 - 4.234e -3 11 1 N 11 A 1.174 -.003 0 0 0 - 4.758e -3 12 1 N12 1.18 -.046 0 0 0 2.228e -3 13 1 N13 1.176 .022 0 0 0 2.109e -3 RISA -3D Version 9.1.1 [ X:\.. . \... \...\...1Structural \OUTLOT BUILDINGS \ENGR \MF1.r3d] Page 1 I Company : BCRA Apr 5, 2012 2/ 1114 Designer : AC 10:41 AM Job Number : 10053 Retail Store Outlot Checked By: 1.0 wt. Joint Deflections (By Combination) LC Joint Label X [in] Y [in] Z [in] X Rotation [rad] Y Rotation [rad] Z Rotation [r... 1 9 N1 0 0 0 0 0 0 2 9 N3 1.416 .004 0 0 0 - 3.169e -3 3, 9 N4 0 0 0 0 0 0 4 9 N6 1.418 0 0 0 0 -2.042e-3 5 9 N10 1.422 -.058 0 0 0 1.211e-3 6 9 N23 0 0 0 0 0 0 7 9 N25 1.421 -.003 0 0 0 - 2.002e -3 8 9 N11 1.422 -.013 0 0 0 9.409e -4 9 9 N9 .974 .003 0 0 0 - 4.36e -3 10 9 N 10A .973 0 0 0 0 - 3.494e-3 11 9 N 11 A .969 -.003 0 0 0 - 3.927e -3 12 9 N12 .974 -.038 0 0 0 1.838e -3 13 9 N13 .971 .018 0 0 0 _ 1.74e -3 RISA -3D Version 9.1.1 [ X:1. ..1... \... \... \StructuraROUTLOT BUILDINGS\ENGR \MF1.r3d] Page 2 1 ! -x N25 N10 3 N9 NI2 NIQA N13 . I WO t 01-4 1 k- -5 t 1v ..l0.3 o }mrt 14 ,b`1 -- 6 -115 , Y 4 Q(4 -S"0 e 4 $5 •4c* 7E Dc. -1 - to pt, 4- wt, DO 1 V - c R-f av1 oI MFl ,utts for LC 9. W BCRA SK -5 AC Retail Store Outlot Apr 5, 2012 at 10:41 AM 10053 MF1.r3d Company : BCRA Apr 9, 2012 3 1/i, Designer : AC 10:26 AM Job Number : 10053 Retail Store Outlot Checked By: Envelope Joint Reactions Joint X [k] LC Y [k] LC Z [k] LC MX [k -ft] LC MY [k -ft], LC MZ jk -ft] LC 1 N1 max .07 2 15.272 2 0 2 0 2 0 2 0 2 2 min -4.64 12 -1.6 12 0 2 0 2 0 2 0 2 3 N4 max ' 0 2 31.385 I 2 0 2 0 2 0 2 I 0 2 4 min -6.735 12 10.229 5 0 2 0 2 0 2 0 2 5 N23 max -.07 2 21.034 11 0 2 0 2 0 2 I 0 2 6 min -5.658 10 10.452 5 0 2 0 2 0 2 0 2 7 Totals: max 0 2 65.495 2 0 2 _ 8 min -17 12 20.157 12 0 , 2 RISA -3D Version 9.1.1 [ X:1.. .1...1...1...1Structural \OUTLOT BUILDINGS\ENGR\MF1.r3d] Page 1 2106 PACIFIC AVENUE, SUITE 300 TACOMA WASHINGTON 98402 T 253.627.4367 F 253.627.4395 W WW. BCRAENGINEERING.COM project Wrv►y DOW sheet no. bcation 'FkAart, U ON' date 41.3( Job no. NO'S by A� # ( O :,Idlr+ p,. - b•I rvs wv Rk 4. b •1 S• 16,5 S 10.3 ousitiovivi NIA 6.- M rt 24 - LAIN) h.- F 4 1AQLS� DLCALo ( .F 4. 12.5 k 6.1 - 25. • 3).1- k toy k 140 *kF 5 7 - -(0 — — ! _ Q3.1 �►vl 3 } z r fry x. co ye -`b ,pth 44 .c x 4.4 1S15 k —fl 7 4., k_1 ✓ Z 41 r'107 (•1/9L +w) CON (.1N1+11 C WAD Pet f, h l VI 0ra. tole Ok Al I Situ. i' ) Mee'. iv,/ l.oaD►Nin M01 ' L(Q) 1 q - ym -% w 1/ = 6 10 > 8 -2 qm" c / ( 1 1 " " 9 : bG tot, n i- <r' ( 1+ r,kg.z ` ( 1.c i k 3') 6y = I. a4 h.SF L 3 Y.SF • yuoliv6-r w I -+h- 2" w bl t:d�' s„, s x -yI y bN x . I1° fl) k. • SLiw, ' y.S� y ', >- 4 k , I % 5. H IL tt = 100 t~ x . 6 ifo / w V.. A • .3 k Iro _ I% ? 11 It 2106 PACIFIC AVENUE, SUITE 300 TACOMA WASHINGTON 98402 . • T 253.627.4367 F 253.627.4393 • i , , n /4) WWW.BCRAENGINEERI�NG..COM project WM9 W'L sheet no. location 1 A1iQ/ 0 / f ' date 0 lob b ( 00`), by Az Yato VIA THP 1M e t OI Q=,c" () D I ® e- coo 3 y U p. 1co Oct 11%4, 15 1 , 0 L LAP 4 10 e IYi %' ' IG wlt.17 e Is . O G 36 ( 1( PA-I e .' = 494J f4- IL( .35h, 44ME As 0 w l= (# w v = 11 w � r 2 /`i ✓ E 1{ 0 • . - Nu. • ly' SAn^ E a3 wt, = 3 2,v w 1l; _ ?j2,� f 'lo s I.o °.� tit-F X 4e : Z2 . 155 k, Mewl f-171tinet . ( ' 1 7o ' r. q ): to w ✓ v� : 22 I SS /30 : , /'•5$ k- ✓ Roil De DfLA'(11 4.v - to Id. 44 qt, = 2z..155 2106 PACIFIC AVENUE, SUITE 300 TACOMA WASHINGTON 98402 T 253.627.4367 F 253.627.4395 BcRA WWW.BCRAENGINEERING.COM � 3 Pr CieCt W M5 Wit Of sheet no. location 11H4r4.O,0P date 0 . /e, /! Job r,a. OG5* bY f• CNopp Q- (am) Cy I CS Ci I C2 ./1 Go tL C.( 4 Cz of 6Y In6rEcl IO� Wl• 61 k C/5 a C4 4 C5 PLC. 4gt > IC 4oa- k-4 H t- z / / 001 &.-41 ft ✓ 2106 PACIFIC AVENUE, SUITE 300 TACOMA WASHINGTON 98402 . • • T 253.627.4367 F 253.627.4395 WWW.BCRAENGINEERING.COM J Project Nt 5 wit ' / sheet no. location 11/ ©` date ajy/!Z job no. (0053 by ry 5F tA(IWAw CitP7 I rtlr4 13"a °y o.3 a- , 22.155 e 1� Strt�aR- 1rL s 31- G ft- 24 WL ' 2j0 17 0, _ >, 1.0 = 11 wct' Q, 'to 1 1 1 7I o f 51.4,E (7oaPD w c - 1 4 yry p • . s k u X 47 {r t o Faytt 3 o c grwlss 12 u+` UutiAutItvmsci Ma 32_c. tt- x t9 1-62 k-44 M ��= nc : N %. + 8.3 • t . t, r�• 35x 4xsc,‘ r.1So = gs.LIti 4 : 1 /.7, w - x = 5' k 0\ 59 rti r 3o, ; "go P cr 'U / (.(pot v Mai: lo D{ = SS Iv‘ "1"I 5S' 14.L 1VL r 3(p / ti to e> P . CAL Caw bYkTr /' 9 ><' 6 n ; '5.1 4 °�,.`5, - 4 . C 1� y i4.Z7 , ) / (, 3(x 3S 31. ,3SS 3 lvs 2106 PACIFIC AVENUE, SUITE 300 TACOMA WASHINGTON 98402 = ; ; T 253.627.0367 F 253.627.4395 , n �( WWW.BCRAENGINEERING.COM 7 project V NI..7 O I/1 L V I sheet no. location 1E41042 ( O h date (J�(v//( job no. 1 IRA by by __ 5 N E (t -Vrau D I iii N DL= 1 ? ct `r' 4+ F:11 5t,kPtrt!1 C wt, .t- . (-nn 4 N) ,...\11 �, '5•sx�lx �� IN `YL, (e k- t> t_ cat_ = 13.9 k %. 34- 1. = 31 . °l IA- DE, 33 - 1.35 c , P t ` � O Soft. • •teto x3. %31 x. 12 : q -°t1' 1v ctrl N r)l. €0.4k9i • 4.5 x 's.5 k - ,r, Is. - -1_ o k I c. 93 h' 9 w -- #0( 1tyF x -10, X . 4 ' 5 /-, .) s •115 k 3 .s x 3. 5 '))'''5 3 = I.S3 k (c x 3.Sk.s. ,/ s.•bC, F• ? A z .t = 13c-Ix' -ca = 6O.4 • r. �: = 6.1 tLti psr 1 410 .4ni_ +-M° , — �/ .1.. 3 S V, �_ = qo k-'5 + 6 . k = 3/ i'- loop 1K F 2106 PACIFIC AVENUE, SUITE 300 TACOMA WASHINGTON 98402 i 1 T 233.627.4367 F 253.627.4395 . L WWW.BCRAENGINEERING.COM 4/1 Project VW1.5 U l/1 W 1 sheet no. location 11047147 ON date 0 /ft' Job no- 1005 br 4l/ 414600,6t4.. w n14 4 5.4 2 4g.- 4.1 it. if, tA_ .�E 24 k" ,2> 1oa - vs ' . "b(4 (e Ktrt` Y Y > . 51 )-t.r- l e u DC 547 (15 9,Re v tovs r ✓ OV —f VII NI AV) 1tS, : 22 k. x 15 = 450 k---(4 Moo, Oc: 5. 4 4 4- 5.2 + t,.; S ( - 2� 1v QLt1�*t Si x 1 X 00 k .150 ; 12,k, �- u 5 ; 41- h, PRATLI M �Q r^ Di : C4,0 k -�1- . (79L• tt- = 5( ,0 (2a- • /0.3 g / t, AM`s: 4P/ 3 L 3 -2e) 4 (.(oXZ-314') I '7k'L( 1- 4( Zo•3) .55Co ksF L lus> 4 u 01 M1 Ori Q7j IT'4k.cT( 1 OF Flo h ALL TABLES INCLUDE ASD DESIGN LOAD CAPACITIES FOR USE WITH ALL ACCEPTED VERSIONS OF THE 2007 AISI LATERAL STANDARDS / 2009 IBC / 2009 IRC / 2010 CBC / AND THE ASCE /SEI 7 -05 CODES SURE-BOARD® IAPMO ES ER -0126 / ICC ES ER -6151 /WOOD • SURE - BOARD IAPMO ES ER -0126 • STEEL • Series 200W For Shear LARR #25576/25461 / DSA IR A -5 Framing Series 200W For Shear LARR #25563/25461 Framing DSA IR A -5 TABLE 4 - NOMINAL AND ALLOWABLE SHEAR RESISTANCE TO WIND OR EARTHQUAKE FORCES TABLE 2 - NOMINAL AND ALLOWABLE SHEAR RESISTANCE TO WIND OR EARTHQUAKE FORCES AND DISPLACEMENT (Inches) FOR SHEAR WALLS WITH SURE- BOARD' SERIES 200W AND DISPLACEMENT (Inches) FOR SHEAR WALLS WITH SUREBOARD'SERIES 200W STRUCTURAL PANELS ATTACHED TO OF STUDS AT 16" O.C. WITH TED NAILS' STRUCTURAL PANELS ATTACHED TO LIGHT GAGE C -STUDS AT 16" O.C. WITH #10 SCREWS' FRAMING led (2.25 "min X.148) NAIL SPACING AT PANEL EDGES AND FIELD, INCHES ON CENTER' STEEL FRAMING #10 SCREW SPACING AT PANEL EDGES AND FIELD 2/6, stun: 4/6 3/6 2/6 2/6 1Wo SIded• - INCHES. ON. CENTER' . ... 2x4 stud grade OF - - Minimum 019°' Vn " ^ ' Vasd""' AVesd' End Post: MO O n (Inch) 414110.1 grade DF Vn Vase AVM VI Vasd dVasd Vn Vasd AVM Vn Vasd Avud ' ' grade DF "A Aar MO xaxr a t0.0 a" . ra "r "e, r 18 --Oa. (0.043 In.) 2,168 703 0.14 •4 x 8 10.1 SID and tap plate: (P� 8) Pee (p6) (pIO (Inch) (plf) (pit) prick) r (p1) (pIt) (Inch) 16-Ge. (0.054 In.) 2,704 923 0.18 2 x4 standard 140a. (0.071 In.) 2,755 994 0.16 grade OF 1,453 683 _ 0.18 - _ - _ - 2,357 950 0.23 4,884 1,827 0.24 1408. (0.071 In.) 2 Sided 5,091 1,922 0.29 Inch - 25.4 mm, 1 pa - 0.0148 Morn. For 81:1 Inch - 25.4 mm, 1 pN .. 0.0145 N /mm. For 91: 1 In These values . are for short tam 0.21 hue or , or earthquake ' These vales w for short term bade due to wind or aarthquaka The nails are deeenbed in Section 2.2.2 ared ore Installed in accordance with Section 2.4 In IAPMO ES ER -0126. • The sate v lu described In e aan ie d.2 and installed Idea o a wait with Section 2.4 d U1PM0 E9 ERAt 26 NI panel edges must be docked. Panels are Installed verdcoey or horizontally. Fasteners must be spaced a minimum of a Indies on center along Weld framing members. ' For la values are for factor applied to one a two aides l t waa. a and resistance factor d For load and ho /er la / .ads tl Wind. (LRFD) leads, the tabulated Vn load values must be multiplied by the nsletenw )odor For load design (LRFD) load', the tabulated Vn load vales must be multiplied by the realelanw factor ° - 0.55 Seismic / 0.60 far Wind. ° . 0,55 for SVlemlc / 0.80 for Wlnd. tabulated values we for wale epplied to one side and two .Ides of a well. • Section 2.20 In evaluation report IAPMO ES ER -012 6, describe• minimum base metal thickness easodateo with pages. Vn . Nominal Strength. ' NI penal edges must be blocked. Panels are Installed vorticolly or horizontally. Fasteners must be spaced • minimum of 0Inches ' Valid - MD Deelgn Load, on center Wong intermediate framing members. ' A Vaed - Deflection at Veld design Load. ' Vn - Nominal Strength. • Wed - COD Design Load. ® ' Awed - Oeneon at Wad design Load. IAPMO ES ER -0126 / ICBO ES ER -5762 • STEEL • ° Note: Series 200W may be installed on 24" 0.0, CFS frarning. Refer In IAPMO ES ER Table 3 on page 7 Series 200 For Shear LARR #25461 / DSA PA132 /IRA -5 Framing In report, for requirements of use TABLE 1/1A- NOMINAL AND ALLOWABLE SHEAR RESISTANCE TO WIND OR EARTHQUAKE FORCES AND Sure- Board Series 200 & 200W Information Table DISPLACEMENT (Inches) FOR SHEAR WALLS WITH SURE - BOARD' SERIES 200 STRUCTURAL PANELS ATTACHED TO LIGHT GAGE STEEL C -STUDS AT 24" 0.C. WITH SCREWS (pounds per fool)' SURE - BOARD STANDARDS & SPECIFICATIONS FRAMING FASTENER SPACING AT PANEL EDGES, INCHES ON CENTER' The Sure- Board" Series 200 Structural Panel Is fabricated using all thicknesses of cement or Type X gypsum board complying with ASTM C1396, or Exterior Gypsum Sheathing having an exterior water repellant paper Minimum e 4 3 2 and water resistant treated core gypsum sheathing, complying with ASTM 079 -97, also approved glassmat Gage' gypsum substrate ASTM C1177 and fiber reinforced gypsum panels ASTM C1278. Our Series 200W Is Vn Vasil AV VI used AV 0c au , Vasa AV Vn Wed AV fabricated using composite MDF, laminated with water soluble adhesive to •Aar uu a Vn s , 9 non - combustible sheathing W s I aa"r s 5 9 or com P (pin (pin (Inch) (par) (It) (Inch) (pI) (p8) (plf) (Inch) sheet steel. The sheet steel Is No.22 gauge (0.027 ", 27 mil) minimum base metal thickness complying with ASTM A653, Grade 33 minimum, hot - dipped galvanized coating conforming to ASTM A653 and A924. Panel 20 1,085 434 0.21 1,545 618 O2' 1,730 892 0.24 1,915 788 0.28 is available In standard 8, 10, and 12 ft. lengths. The Sure - Board" panel Is Identified with a label located on (Inch (0.033 In) - top right or bottom left hand corner on the metal facing. Sure - Board' shear panel is also available cut to 1,543' 617 0.17 2,211' 885 0.22 2,488" 977 0.22 2,537 808 0.18 special lengths upon request, 18 1,405" 582 0.24 1,925" 770 0.23 2,821 1,128 0.25 2,889" 1,198 0.21 FASTENERS SPECIFICATIONS ° (0.043 in) Fasteners used to attach the Sure-Board Series 200 Panel to steel framing are self- drilling (3/4" long drill- 16 1,697 678 0.25 2,306 922 0.26 2,957 1,092 0.28 3,847' 1,253 0 tip) bugle head screws having a minimum #8 shank diameter (0.138 "), minimum 0,3145" head diameter (0.054 In) _ and 1 1 /4" long, complying with SAE J78 and ASTM C954. 200W Panel on steel studs require the use of 14-Ga. (0.071 In) 3,292 1,257 0.24 #10 pan head self- drilling screws, as tested. Screw fastener head may be flush with the panel surface and must penetrate into the cold - formed steal- framing member a minimum of three exposed threads, Fastener 14-Ga. (0.071 In) 2- SIded "'Fasteners e" 0.C. Into Intermediate framing 4,635" 1,700" 0.22• must be installed at a minimum 3/8' edge distance, Sure - Board' Series 200W panels on wood framing are 14-Ga. (0.071 In) 2-Skied -16" 0.C. Stud Framing 5,079 1,897 0.28 fastened with 10D smooth ply nails, as tested. For Sl: 1 Inch - 25,4 mm, 1 Ie/Ilnea . 0.0146 N/mm. ' All panel edges must be blocked. nh ca blocked. Pe be Metalled vertically or STEEL AND WOOD STUD SPECIFICATION 1 Them vebesare for ahort- Iam loads due re wind orearthquake. horbaddly. Frontiers must be spaced amaxknumol12 inches wemiter Steel studs used for shear walls are C- shaped, with a minimum 1 5/8 -Inch flange and 3/8-Inch return lip. ' The eavawe are described In Section 222 and we Installed In accordance with Wong intermediate framing members, except as noted with 1 In above. Table 1 Steel track shall have a minimum 1 1/4-inch flange, Steel studs are fabricated from 14 gauge (0.071"), 16 Section 2.4 of IAPMO ES 89.0129. ' Vn - Nominal Strength. gauge (0.054 ") steel complying with ASTM C653 Grade 50. 18 gauge (0,043 ") and 20 gauge (0.033 ") steel ' Tabulated values are for panda applied to one side or two eldes ore wile. ' vaed - ASD oealgn Laid. complying with ASTM 0653 Grade 33. Wood studs are 2x4 stud grade D,F., end posts 4x4 / 4x6 #1 D.r., • For load and r oisten , factor design (LRFD) bade, the tabulated Vn load vales ' A Wed v Dedeatlor It need design Load. as tested (actual shear wall to be apeciflcally engineered). mgt be multiplied by the reeietence factor ° - 0.65 for seismic/ow for Wlnd. "Nominal strength Is based on double oetud collector to be ' Section 2,2.3 in IAPMO ES ER- 01211, describes minimum base metal designed using one gage thicker than the framing materiel used Full scale reverse cyclic testing demonstrates strengths well In excess of those achieved with plywood or Ihlcknose associated with gages. In NNa' well 6heet meta), only. diaphragms, uairlg Identical test assemblies. Note: Sure- tBoard Series 200 may be Installed on Wood Framing. Refer to IAPMO ES ER -0126 Evaluation Report, Table 5 on page 8 In ' ' report, for requirements of use. Sure-Board" U.S. Patent #5,768,841 • ICC ES ER -5762 Series 200 • ICC ES ER -6151 Series 200W • IAPMO ES ER -0126 Series 200/200W Technical Support: Visit www.sureboard.com sup port@sureboard.com www.cem :Cora Toll Free: (866) 469 -7432 Denver Manufacturing Facility Corporate Offices & Main Production Plant Northern California Manufacturing Facility 490 Osage Street • Denver, CO 80204 263 N. Covina Lane • City of Industry, CA 91744 1001 -A Pittsburg Antioch Hwy. • Pittsburg, CA 94565 (303) 572 -3626 • Fax (303) 572 -3627 (800) 775 -2362 • Fax (626) 330 -7598 (925) 473 -9340 • Fax (925) 473 -9341 -Sic G Type PLBTM -36 .y,u c G • 4 Weld Pattern at Supports • • Cr Sidelaps Connected with PunchLok® Tool G Primer Painted or Galvanized G Allowable Diaphragm Shear Values, q (plf, kN/m) and Flexibility Factors, F ((inh1b)x10 (mm/1'V)x10 C SIDELAP SPAN (ft -in., mm) G ATTACH- 4' -0" 5' -0" 6' -0" 7' -0" 8' -0" 9' -0" 10' -0" 11' -0" 12' -0" G GAGE MENT 1,220 1,520 1,830 2130 2440 2,740 3,050 3,350 3,660 545 497 434 417 380 374 349 G q 7.95 7.25 6.33 6.09 5.55 5.46 5.09 VSC 24" 13.7+161R 16.4+115R 20.2 +87R 22.7 +69R 26.6 +57R 29.0+48R 32.9 +41 R F 78.2 +919R 93.6+657R 115.3+497R 129.6+394R 151.9+325R 165.6+274R 187.9 +234R G q 590 531 465 443 426 395 387 8.61 7.75 6.79 6.47 6.22 5.76 5.65 G VSC 18° F 12.8+161R 15.5 +115R 19.0+87R 21.6 +69R 24.0 +57R 27.6 +48R 29.9+41R G 73.1 +919R 88.5 +657R 108.5+497R 123.3+394R 137.0 +325R 157.6 +274R 170.7 +234R q 627 561 518 487 465 449 436 G 9i5 8.19 7.56 7.11 6.79 6.55 6.36 G VSC 12" 12.2+161R 14.8 +115R 17.4 +87R 19.9 +69R 22.3 +57R 24.6+48R 26.9+41 R 22 F 69.7 +919R 84.5+657R 99.4+497R 113.6+394R 127.3+325R 140.5+274R 153.6 +234R ,+,. L 691 636 582 561 531 522 503 q 1 0.08 9.28 8.49 8.19 7.75 7.62 7.34 G. VSC 8" 11.4+161R 13.4 +115R 15.8+87R 17.6 +69R 19.9 +57R 21.6 +48R 23.7+41R Co F 65.1 +919R 76.5+657R 90.2+497R 100.5+394R 113.6 +325R 123.3+274R 135.3+234R 744 679 636 607 586 571 559 G' VSC 6" 9 10.86 9.91 9.28 8.86 8.55 8.33 8.16 G F 10.8+161R 12.8 +115R 14.7 +87R 16.5 +69R 18.2 +57R 19.9 +48R 21.6+41R 61.7 +919R 73.1 +657R 83.9+497R 94.2 +394R 103.9 +325R 113.6+274R 123.3+234R ! G 833 769 727 699 679 665 654 q 12.16 11.22 10.61 10.20 9.91 9.70 9.54 G VSC © 4" F 9.9+161R 11.6 +115R 13.2 +87R 14.7 +69R 16.1 +57R 17.5+48R 18.9+41R C 56.5+919R 66.2+657R 75.4+497R 83.9+394R 91.9+325R 99.9 +274R 107.9+234R G q 802 722 628 598 544 532 496 492 466 11.70 10.54 9.16 8.73. 7.94 7.76 7.24 7.18 6.80 G VSC 24" 10.4 +111 R 12.6+80R 15.6 +61 R 17.8+48R 20.9 +39R 22.9 +33R 26.1 +28R 28.0 +24R 31.2 +21 R F 59.4 +634R 71.9+457R 89.1 +348R 101.6+274R 119.3+223R 130.8+188R 149.0+160R 159.9+137R 178.2 +120R G. 861 767 670 633 606 560 547 537 510 G. q 12.57 11.19 9.78 9.24 8.84 8.17 7.98 7.84 7.44 VSC @ 18" F 9.9+111R 12.0 +80R 14.8+61R 16.9+48R 19.0+39R 21.9 +33R 23.8 +28R 25.8 +24R 28.7+21R G 56.5+634R 68.5+457R 84.5+348R 96.5+274R 108.5 +223R 125.1 +188R 135.9+160R 147.3+137R 163.9+120R G 910 807 739 692 658 632 612 596 584 q 13.28 11.78 10.78 10.10 9.60 9.22 8.93 8.70 8.52 G VSC @ 12" F 9.5+111R 11.6 +80R 13.6+61R 15.7+48R 17.7 +39R 19.6 +33R 21.6 +28R 23.5+24R 25.3+21R 20 54.2 +634R 66.2+457R 77.7 +348R 89.6 +274R 101.1 +223R 111.9+188R 123.3+160R 134.2 +137R 144.5+120R 994 906 824 789 745 729 701 694 675 G q 14.51 13.22 12.03 11.51 10.87 10.64 10.23 10.13 9.85 VSC CO 8" F 8.9+111R 10.6 +80R 12.5+61R 14.0+48R 15.9 +39R 17.3+33R 19.1 +28R 20.5 +24R 22.2+21R C 50.8+634R 60.5+457R 71.4+348R 79.9+274R 90.8+223R 98.8+188R 109.1 +160R 117.1 +137R 126.8+120R p� 1064 962 896 851 818 794 776 762 688 9 q 15.53 14.04 13.08 12.42 11.94 11.59 11.32 11.12 10.04 G VSC @ 6" 8.4 +111 R 10.1 +80R 11.7 +61 R 13.2+48R 14.7 +39R 16.1 +33R 17.5 +28R 18.9+24R 20.2 +21 R F 48.0+634R 57.7+457R 66.8 +348R 75.4+274R 83.9 +223R 91.9 +188R 99.9 +160R 107.9+137R 115.3+120R 1181 1081 1016 972 941 918 902 818 688 C- q 17.24 15.78 14.83 14.19 13.73 13.40 13.16 11.94 10.04 VSC @ 4" 7.8+111R 9.2 +80R 10.5+61R 11.8+48R 13.0+39R 14.2 +33R 15.4+28R 16.5+24R 17.6+21R F 44.5+634R 52.5+457R 60.0+348R 67.4 +274R 74.2 +223R 81.1 +188R 87.9 +160R 94.2 +137R 100.5+120R VSC = Verco Sidelap Connection C C 42 • VERCO DECKING, INC. Catalog VR2 . 2106 PACIFIC AVENUE, SUITE 300 �' TACOMA WASHINGTON 98402 T 253.627.4367 F 253.627.4393 iii u5 WWw.aCRAENGINEERING.COM ■• /2 prgect Retail (Outlot) sheet no. _ location Tigard, OR dote 4/3/2012 job no. 10053 by AC Beam Calculation (@dtt'RPEI (al /j) Section HSS8X6X5/16 Iv E = 29000 ksi Span Type = simple L = 33 ft iNL = -,2pS pr.fS(lL1s_tvt')/y Loads Load Case WL P = k al = ft P2 = k a ft P = k a ft w = 0.096 klf W= klf Svc Load Comb Factor = 1.0 Ult Load Comb Factor = -1.6 . Deflection Check Svc Load Load Case WL - - - Comb Aim = 1.293 0.000 0.000 0.000 1.293 (in) = U? 306 - - - 306 Ultimate Load Check M = 20.9 ft-k b b/t = 17.6 V „ = 2.5 k h/t,, , h/t = 24.5 Lb = 33.0 ft Xp,flg,bend. = 28.1 Cb = 1 Xpweb,bend. = 60.8 F = 46 ksi Xr,flg,bend. = 35.2 Z = 20.6 in' ?rweb,bend. = 143.1 Z = 16.9 in' COMPACT S = 17.1 in S 14.6 in Y'b= 0.9 I 68.3 in` M 71.1 ft-k l = 43.8 in4 r 3 in L -ft r 2.4 in Lr= - ft A = 7.59 in J = 85.8 in I i%Mn = 71.1 ft -k OK C.= 0.3125 in ru = 0.465 in h = 0.00 in Column /Interaction Check Pu = 0.0 k 4>PN = 313.5 k LUNBRACED STRONG = 1.00 ft Pel = 135755.0 k ksTRONG = 1 P = 0 k LUNBRACED WEAK = 1.00 ft B = 1.00 k,X = 1 MM = 20.9 ft -k Cm = 1 M„= M 20.91 ft-k a= 1 Interaction Ratio = 0.291 2106 PACIFIC AVENUE, SUITE 300 TACOMA WASHINGTON 98402 T 253.627.4367 F 253.627.4395 , ' i WWW.BCRAENGBJEERING.COM --- 4 y6 project Retail (Outlot) sheer no. location Tigard, OR date 4/3/2012 ;0b 00. 10053 by AC Beam Calculation (pa0APN1 en( Section 1 HS58X6X3/16 V E = 29000 ksi Span Type = simple L = 22 ft Loads Load Case WL P, = k a, = ft P2= k a = ft P3 = k a = ft w = 0.096 klf W= kif Svc Load Comb Factor = 1.0 Ult Load Comb Factor = 1.6 Deflection Check Svc Load Load Case WL - - - Comb 1. = 0.399 0.000 0.000 0.000 0.399 (in) = L/? 661 - - - 661 Ultimate Load Check M = 9.3 ft -k b/24, b/t = 31.5 V„ = 1.7 k h/t,,, h/t = 43.0 Lb = 22.0 ft A n d . = 28.1 Cb = 1 Ap.web,bend. = 60.8 F = 46 ksi ^r,Og,bend. = 35.2 4 = 13 in s Ai,web,bend. = 143.1 Z, = 10.7 ln' NON- COMPACT S. = 10.9 m' S,, = 9.39 in cab = 0.9 I. = 43.7 in' ; = 44.9 ft-k l = 28.2 in' r " = 3.06 in L = - ft r y = 2.46 in I-. _ - ft A = 4.67 in J = 53.7 in' I Mn _ 41.4 ft -k OK I C = 0.1875 in r,, = 0.459 in h = 0.00 in Column/Interaction Check Pu = 0.0 k $PN = 176.5 k LUNBRACED STRONG = 1.00 ft P,1 = 86859.4 k kSTRONG = 1 P = 0 k LUNBRACED WEAK = 1.00 ft B = 1.00 'SNEAK = 1 M, = 9.3 ft-k Cm = 1 M = M = 9.29 ft -k a= 1 I Interaction Ratio = 0.221 2106 PACIFIC AVENUE, SUITE 300 TACOMA WASHINGTON 98402 1 253.627.4367 F 253.627.4395 Ili WWW,BCRAENGINEERING.COM BcRA project ' 1 ct Retail (Outlot) sheet no. V1 bcotlon Tigard, OR dote 4/3/2012 job no. 10053 _ by AC Beam Calculation (94(l. itfil I Section HSSW5/e V E = 29000 ksi Span Type = simple WL ' " PSI` Ate _ 6 124) /Z Loads Load Case WL P = k a, = ft P2 = k a = ft P3 = k a = ft w = 0.176 klf W = klf Svc Load Comb Factor = 1.0 Lilt Load Comb Factor = 1.6 Deflection Check Svc Load Load Case WL - - - Comb A = 1.421 0.000 0.000 0.000 1.421 (in) = L/? 279 - - - 279 Ultimate Load Check M = 38.3 ft -k b b/t = 7.3 V„ = 4.6 k h/t h/t = 10.8 Lb = 33.0 ft Xp,Rg,bend = 28.1 Cb = 1 Xp,web,bend. = 60.8 F = 46 ksi Ar,Bg,bend. = 35.2 Z = 36.1 in s X,web,bend. = 143.1 • Z = 29.5 in COMPACT S. = 28.5 In' S = 24.1 in' b = 0.9 I. = 114 in' crchfip = 124.5 ft-k l = 72.3 In' r, 2.85 in L -ft r y = 2.27 in Lr = - ft A= 14 in J = 150 jn' 1 Tian = 124.5 ft -k OK I C = 0.625 in r = 0.486 in h = 0.00 in Column /interaction Check Pu = 0.0 k +PN = 578.4 k LUNBRACED STRONG = 1.00 ft P = 226589.7 k kSTRONG = • 1 P = 0 k LUNBRACED wEAK = 1.00 ft B1 = 1.00 kwEAK = 1 M = 38.3 ft-k • Cm = 1 M = M = 38.33 ft -k a= 1 1 Interaction Ratio = 0.311 2106 PACIFIC AVENUE, SUITE 300 TACOMA WASHINGTON 98102 liCRA T 253.627.4367 F 233.627.4395 7 7 W W W.ICRAENGINEERING.COM 47, U g project Retail Store Outlot sheet location Tigard, OR dote 4/6/2012 job no_ 10053 by AC . Beam Calculation Girt (Mid Height) Section I H558X8X5 /8 V E = 29000 ksi Span Type = simple L= 32 ft Loads Load Case WL DL S P, = 0.600 1.300 k a = 4.00 4.00 ft P2 = 0.600 1.300 k a = 28.00 28.00 ft P = k a = ft w = 0.192 klf W = klf Svc Load Comb Factor = 1.0 1.0 0.00 Ult Load Comb Factor = 1.6 1.2 0.5 Deflection Check Svc Load Load Case WL DL S - Comb 4 = 1.070 0.123 0.266 0.000 1.193 (in) = L/? 359 3128 1444 - 322 Ultimate Load Check M. = 44.8 ft -k b b/t = 10.8 V. = 6.3 k h/t h/t = 10.8 Lb = 32.0 ft Xp.Rg.bend = 28.1 Ch = 1 kp.web.bend. = 60.8 F = 46 ksi .r,1lg,bend. = 35.2 Z = 44.7 in3 Xr,web,bend. = 143.1 Z = 44.7 in COMPACT S = 36.5 in' S„ 36.5 in' cob 0.9 I = 146 in` crM = 154.2 ft -k I,, = 146 ire rx = 2.99 in L P = -ft r„= 2.99 in Lr= -ft A = 16.4 in' J = 244 in' ( i%Nin = 154.2 ft-k OK I C = 0 in its = 0.000 in h = 0.00 in Column/interaction Check Pu = 0.0 k +PN = 677.6 k LUNBRACED STRONG = 1.00 ft P = 290193.8 k ksTRONG = 1 P = 0 k LUNBRACED WEAK = 1.00 ft B = 1.00 kwEAK = 1 M = 44.8 ft -k Cm = 1 M.= M = 44.80 ft -k a= 1 I Interaction Ratio = 0.291 2106 PACIFIC AVENUE, SUITE 300 ,� TACOMA WASHINGTON 98402 T 253.627.4367 F 253.627.4395 , i , WWW. ECRAENGINEERING.COM 1II■ !' jn pro*. Retail Store Outlot sheet no. � `� location Tigard, OR date 4/6/2012 job no. 10053 by AC . Beam Calculation Girt (Mid Height) Section I-ISS8X8X1 /4 I E = 29000 ksi Span Type = simple L = 22 ft zu e5r Loads Load Case WL DL S P 0.400 0.840 k o = 3.00 3.00 ft P2 = 0.400 0.840 k a2 = 19.00 19.00 ft P3 = k a = ft W = 0.192 klf W = kif Svc Load Comb Factor = 1.0 1.0 0.00 Ult Load Comb Factor = 1.6 1.2 0.5 Deflection Check Svc Load Load Case WL DL S - Comb AMAX = 0.494 0.060 0.125 0.000 0.553 (in) = L/? 535 4424 2107 - 477 Ultimate Load Check M. = 21.3 ft -k b b/t = 31.3 V. = 4.3 k h/t h/t = 31.3 Lb = 22.0 ft Xp,flg,bend. = 28.1 Cb = 1 Xp,web,bend. = 60.8 F = 46 ksi ?r,flg,bend. = 35.2 Z.= 20.5 in' kweb,bend. = 143.1 Z = 20.5 in NON - COMPACT S.= 17.7 in' S 17.7 in' `cPb= 0.9 I = 70.7 in" .? = 70.7 ft -k l = 70.7 in r 3.15 in L -ft r 3.15 in Lr= -ft A = 7.1 in` J = 111 in ( •%Mn = 66.4 ft -k OK C p in rt. = 0.000 in h = 0.00 in Column /Interaction Check Pu = 0.0 k 4P = 293.3 k LUNBRACED STRONG = 1.00 ft P = 140525.3 k kSTRONG = 1 Pr= 0 k LUNBRACED WEAK = 1.00 ft Bt = 1.00 kwEAK = 1 M = 21.3 ft -k Cm= 1 M„ =Mr= 21.29 ft-k a= 1 I Interaction Ratio = 0.321 • 2106 PACIFIC AVENUE, SUITE 300 e' TACOMA WASHINGTON 98402 T 253.6224367 F 253.627.4395 , ' , WWW.6CRAENGINEERING.COM IIIIMIPmw .> 1:9019 T Retail Store Outlot sheet no location Tigard, OR date 4/6/2012 job no. 10053 by AC Beam Calculation Girt (Mid Height) Section HSS8XBX1 /4 I I V E = 29000 ksi Span Type = simple L = 20 ft WE- 1 P Loads Load Case WL DL S P = k o = ft P2 = k a2 = ft P3 = k a = ft w = 0.300 klf W = klf Svc Load Comb Factor = 1.0 . tilt Load Comb Factor = 1.6 Deflection Check Svc Load Load Case WL DL S - Comb DMAx = 0.527 0.000 0.000 0.000 0.527 (in) = L/? 456 - - - 456 Ultimate Load Check M. = 24.0 ft-k b b/t = 31.3 V.= 4.8 k h/t„ h/t = 31.3 Lb = 20.0 ft Xp,R0,bend. = 28.1 Cb = 1 Xp,web,bsnd. = 60.8 F = 46 ksi Xr,t1g,bena. = 35.2 Z.= 20.5 in' ^r,web.bend. = 143.1 Z = 20.5 in' NON- COMPACT S. = 17.7 in' S = 17.7 in' ;%b = 0.9 ix= 70.7 in' Y M = 70.7 ft -k l = 70.7 in' rx= 3.15 in L -ft r 3.15 in L., = -ft A = 7.1 in' J = 111 fin' I ; = 66.4 ft -k OK C.= 0 in It = 0.000 in h.= 0.00 in Column /Interaction Check Pu = 0.0 k 4)PN = 293.3 k LUNBRACED STRONG = 1.00 ft P = 140525.3 k ksTRoNG = 1 P = 0 k 1 LUNBRACED WEAK = 1.00 ft B = 1.00 kwEAK = 1 Mot = 24.0 ft -k Cm = 1 M = M = 24.00 ft -k a= 1 I Interaction Ratio = 0.361