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C --- f APR 11 2012 ., _..-!... CITY OF TIGARD BUILDING DIVISION : i .: Outlot Retail Building #1 , ,.: Tigard OR t ; Structural Calculations . . 0 City of Tigard .., '1!ans Prepared For: By.____ - , , Walmart .; . m • ...-_________ z " ViC/V 7 2.Z: ) ( -- 2_ — enz2)‘e, City of Tigard i., C T • ' -4 .,-) . • AIF- n Ap rove Plans f f dia.11 77c30 / it , OREGON cb ) ■ 4,, • k7, /na" OFFICE COPY st3,.01y K //i g% 1 ;:P 1 RESD 011 Jr - 11 R im A ii ARCHITECTURE • CIVIL ENGINEERING • STRUCTURAL ENGINEERING • LAND USE PLANNING • INTERIOR DESIGN • GRAPHIC DESIGN I • V 1 0 U n P A N Outlot Retail Buildin g #1, Tigard OR a N 0 P 0 F 0 z Structural Calculations • 0 0 0 N Prepared For: Walmart z .�R 1.3CTU R . g �p P e 0 �`` •OPE N OREGON„, .. /1• INK EXPIRES,30/ B C RA ARCHITECTURE • CIVIL ENGINEERING • STRUCTURAL ENGINEERING • LAND USE PLANNING • INTERIOR DESIGN • GRAPHIC DESIGN o n 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 0 CO CO Z 0 r Z F 0 • U 0 0 N W z > ] r < j ✓ 1 V e. < 'O 0 B C RA ARCHITECTURE • CIVIL ENGINEERING • STRUCTURAL ENGINEERING • LAND USE PLANNING • INTERIOR DESIGN • GRAPHIC DESIGN 2106 .62743 7YE N25 UE, 627.4300 BCR ( �I TACOMA WASHINGTON 98402 T TACOMA ■ 2 98402 WWW.ABCHITECTSBCRA. COM project Retail (Outlot) sheet no. location Tigard, OR date 3/2/2012 ;ab 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 U240 Roof DL + LL U180 Wall U240 2106 PACIFIC AVENUE, SUITE 300 B T cRA iii ACOMA WASHINGTON 98402 T 253.627 X367 F 253.627.6395 WWW. BCRAENGINEERING. COM I - 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 K2t = 1.0 (ASCE -7 Figure 6 -4) Directionality Coefficient K = 0.85 (ASCE -7 Table 6 -4) a = 0.4 *h = 9.6 ft Corner / Edge Zone = IL ft = 0.1 *L = ( ft qh = 0.00256 K K71 Kd V I = 18.5 psf (ASCE Eq. 6 -15) q = 0.00256 K K K 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 = q * 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 = qh * [(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 WAQE1 •h F- 2106 PACIFIC AVENUE, SURE 300 TACOMA WASHINGTON 98402 BcRA T 253.6274367 F 253.627.4395 WWW.SCRAENGINEERING.COM I . 3 project Retail Store (Outlot) sheet no. bcotlon Tigard, OR date 2/29/12 job no. 10053 by AC Seismic Loads (IBC 2009 - ASCE 7 -05) S = (2003 USGS Seismic Hazards Maps) S = j034 (2003 USGS Seismic Hazards Maps) R = (ASCE 7 -Table 12.2 -1) Building Type 0141aryi e, n = (ASCE 7 -Table 12.2 -1) Co = 3 - o Occupancy Category iI Seismic Use Group Importance Factor 1.00 Soil Site Class Building Height (ft) =,a Structure Period T = C (h C ; } 0`; (ASCE 7 -Table 12.8 -2) x = (ASCE 7 -Table 12.8 -2) = 0.36 sec Sp = 2/3 S S = F * S F = ' (ASCE 7 - Table 11.4 -1) = 1.06 = 0.71 SDI = 2/3 S nit Salt = F,* S F„ = (ASCE 7 - Table 11.4 -2) = 0.58 = 0.39 Seismic Design Category Base Shear V= C C = SDS / (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 TACOMA WASHINGTON 98402 T 253.627.4367 F 253.627.4395 WWW. BCRAENGINEERING.COM project Retail Store (Outlot) sheet no. location Tigard, OR dote 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 0.71 g = 106 %g 5D1 = 2/3 Smi Sml = F„ * S 0.39 g = 58 %g ap = 1 Rp = 2.5 z = 1.00 h = 1.00 Ip = 1 F p,nom = [ 0 .4 * ap * SDS * Wp/(Rp/Ip)] * (1 +2 *z/h) (ASCE 7 Eqn. 13.3 -1) 0.34 * Wp Fp.max = 1.6 * SDS * Ip * Wp (ASCE 7 Eqn. 13.3 -2) 1.13 * Wp oN S[,z�CVVU.pI. Fp, min = 0.3 *S *I *W (ASCE 7 Eqn. 13.3 -3) Co"" Cc,AO4ftv(a 0.21 *W W = 1 psf I F p = 0.34 psf F = 0.24 psf p N y S STeuclt+vikt, OtSI(= kiR .yx O vs o t- RA-0 t t creGS L P 4 -12)411. .20 i-5 co,* I i i) � � ... . ^- . -ii f : r !J p �I' 1(ir� 'Y p I - C ! - _ _ - 1 :111-17::: t , f • _�, , Y l ( '1 t1( try S. . • ,,,a .+.d.. s i Jv.efm hV 5t5' COO �i\ - rt a SW Dartmouth St, Tigard, Wash : 2 I s - I Le I ' 3 Sr r SW Dartmouth St, Tigard, OR 97223 iip s, mat .. I Google Earth: Directions 2/29/2012 Conterminous 48 States 2003 NEH' ' - mic Design Provisions Zip Cede = 97281 V€ - Ust-,S Spectral 'e • • nse 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) LAI 45 . ��N� -112 •41.1 Initial Geotechnical Engineering Report - Updated lierracon Proposed Retail Development ■ 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. elEOTEC44 7.2 Seismic Considerations " OWL`( 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 fora 1- Second Period 1.72 1 Note: In general accordance with the 2009 International Building Code, Tabl 613.5.2. 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, ground motion parameters for a Site ss "D" (provided above) may be used for structural design for structures with periods of vibration less an 0.5 second. 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 kA Resourceful • Reliable Page 14 l- July 28, 2 Jul 2011 lierracon PACLAND 6400 SE Lake Road, Suite 300 Portland, Oregon 97222 Attn: Mr. Shawn •uy, P.E. SITE AP zEsc h)fz qtr ONO( Re: Initial .eotechnical Engineering Report - Updated , Pro.osed Retail Development S Dartmouth Street near SW 72nd Avenue l igard, Oregon erracon Project No. 82105032 Dear . Nguy: Terracon onsultants, Inc. (Terracon) is pleas - to present our Initial Geotechnical Engineering Report for th- •roposed 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, 0 tom rx�rr ` ,r Terracon Consultants, Inc. c ,,IA I. ��,� 4 `' iss; .< P Kristopher T. Hauck, P.E. ► --' oN j Office Manager ° L I 7. IIMIEVIM i ,...,._* ./...._ Thomas A. J1Snes, P.E. Eric J. Lim, P.E., G.E Principal Geotechnical Department Manager Terracon Consultants. Inc. 4 103 SE International Way, Suite 300 Portland, Oregon 97222 P 15031 659 3281 F (503J 659 1287 torracon.com Geotechnical • Environmental 8 Construction Materials • Facilities I 2106 PACIFIC AVENUE, SUITE 300 E ARCHITECTURE ENGINEERING B '' `` TACOMA WASHINGTON 98.402 NOIDSIGN J 253.627.4367 F 233.627.4393 INTERIOR DESIGN 1 ; 1 (� °I WWW.ARCHITECTSBCRA.COM LAND USE PLANNING 1 GRAPHIC DESIGN project Retail (Outlot) sheet no. location Tigard, OR date 3/6/2012 job no. 10053 by AC Snow Loads (IBC 2009 - ASCE 7 2005) Ground Snow Load Pg = 25 Per City of Tigard, OR Exposure = C Building Category = II Exposure Coefficient C = 1.00 (ASCE -7 Table 7 -2) Thermal Coefficient C = 1.00 (ASCE -7 Table 7 -3) Importance Factor I = 1.00 (ASCE -7 Table 7-4) Joist Bearing Elevation JBE h = ft Top of Parapet h = ft Distance JBE to Roof Elevation d = in N -S DIrc Lower Roof Length (Windward) l = , Upper Roof Length (Leeward) l„ = ft 25 ft min Snow Load pr = 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, / h = 3.31 > 0.2 Drift Loading Required Drift Height Leeward hd = 0.43 (1„r (pg +10) 1'4 - 1.5 = 1.6 ft Windward h = 0.75(0.43 (I„) (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 (h / h = ft 8 (h maximum = ft ' W and E 2106 PACIFIC AVENUE, SUITE 300 ARCHITECTURE B ENGINEERING C RA TACOMA WASHINGTON 98402 D INTERIOOR R 253.627.4367 F 253.627.4395 DESIGN 1 ; ; 1— `� WWW.ARCHITECTSBCRA.COM LAND USE PLANNING GRAPHIC DESIGN �- project Retail (Outlot) sheet no. Iocanon Tigard, OR date 3/6/2012 job no. 10053 by AC Snow Loads (IBC 2009 - ASCE 7 2005) DpF1 Ground Snow Load Pg = P er City of T - . i _. Exposure �� Building Category , 3 Exposure Coefficient C = ` t ' (ASCE -7 Table 7 -2) Thermal Coefficient C = + l° (ASCE -7 Table 7 -3) Importance Factor I = A _ u (ASCE -7 Table 7-4) Joist Bearing Elevation JBE h ft Top of Parapet h ft Distance JBE to Roof Elevation d = R Lower Roof Length (Windward) I„ = e t Upper Roof Length (Leeward) 1„ = .2r 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 h = 0.43 (1„) (p +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 "°°-44.114 • I TACOMA WASHINGTON 96102 ENGINEERING 253.627.4367 F 253 427 4395 INTERIOR DESIGN l WWW.ARCHITECTSRCRA.COM LAND USE PLANNING GRAPHIC DESIGN wood Retail (Outlot) sheet no. location Tigard, OR dote 3/6/2012 job no. 10053 by AC Snow Loads (IBC 2009 - ASCE 7 2005) 91/4F1 Ground Snow Load pg X5 Per City of ; I !Nov* tzlo Exposure Building Category = Exposure Coefficient C = (ASCE -7 Table 7 -2) Thermal Coefficient C5 = 4 ' (ASCE -7 Table 7 -3) Importance Factor 1 = (ASCE -7 Table 7 -4) Joist Bearing Elevation JBE h = y ft Top of Parapet h = ft DMGVat Distance JBE to Roof Elevation d = Lower Roof Length (Windward) = a ft Upper Roof Length (Leeward) l = 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 h = pt/if = 1.16 ft h / h = 3.31 > 0.2 Drift Loading Required Drift Height • Leeward h = 0.43 (I) +10) - 1.5 = 1.6 ft Windward h = 0.75(0.43 (l) +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 / Pc = ft 8 (h maximum = ft N and S 2106 PACIFIC AVENUE, SUITE 300 ARCHITECTURE TACOMA WASHINGTON 98402 EN 253.627.4367 F 253 627 4395 INTERIOR R DENIGG ; ; i 1 WWW.ARCHITECT58CRA.COM LAND USE PLANNING GRAPHIC C DESIGN ES B c project Retail (Outlot) sheet no. location Tigard, OR dare 3/6/2012 Job no. 10053 by AC Snow Loads (IBC 2009 - ASCE 7 2005) T) Ground Snow Load P Per City of Tigard, OR f Exposure = , Build Category = 1 l= Exposure Coefficient C = r , Y - (ASCE -7 Table 7 -2) Thermal Coefficient Cr = tp.,:,14- (A SCE -7 Table 7 -3) Importance Factor I = tt i I-; (ASCE -7 Table 7-4) r .. .T Joist Bearing Elevation JBE h = ft Top of Parapet h = , '.4;; , '.. ft Distance JBE to Roof Elevation d = ur `t Dl rLC 1 l Lower Roof Length (Windward) I = lip Upper Roof Length (Leeward) l = iV ..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 h = WY = 1.16 ft h / h = 7.63 > 0.2 Drift Loading Required Drift Height Leeward h = 0.43 (1„) (p +10) - 1.5 = 1.6 ft Windward h = 0.75(0.43 (l) +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 (N) maximum = ft N and S \ — 1 �f EM i if ig U ;1 - a a 0 0 0 0 T 0 0 0 0 t0 I I I I I I I I I 1 I 19B$ 29'$ 2P$ 2P$ � . 2P$ � 2V$ 20'$ 20'$ 211'$ ?$$ I I .I I I 1 1 I )I I i PS? 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' : • • ::: r i:•i .:.:•r'P. :O! •♦ ::• i:0':• : •:'. ❖:. 0 : :0::.yi :. ::.+ : • :.: •:.': � •• ;•:• ;"':• : ❖:' :':•:•:•::•: % : % : % :: % :;: J r•�•:•:Oy�•�•�•:.: �ii.i:: r :. ::•�'♦! • ♦• ♦� P•�•�• :�•�;.� ••�;;• •• "1 : ! r❖:. :3 +, ••• ♦❖♦•«:••.: , .. •::':•:•:•:! •: ❖: ;. ❖. ❖«.::OV.000 o:: �.:o :•..: ::• : % ❖ :•: ❖ : < •:•: •: •:: •: •: . 06ksf Sh+C,w •1 u,13'o Loads: SL - Snow Load BCRA 1 Roof Plan SK - 2 AC Retail Store Outlot Apr 4, 2012 at 10:59 AM 10053 � 10053.rfl X ta ' La Gravity erl Ez _., 1 D FTLI E3 1.Q ( 3 3.fi a 7.1 8 8.9 DR FTU �0. OTK 7T 0 20k W14 — r 121W12X181ok 12k W14X22 19 v 1 • allR18X3� —c-n�L " 1=31 W44X22 2k- -i 1OkW8X4811 Y DR r i I 1 - 30k-- -- .- UM48Xo0 •- 28 - 17kW444 4711- - 46kW1 - •984 - 48kW44 48k 4; 14 - -• 180 18kW14X2218k L17kV114X2217k 17kVJ14X2217k 35k IN18X50 " 0 r. i ; 1 7 DR FT + 11. 1_._. .__._ -_ . ___. L -- il 1 ° 19k i 8X3. 0 " - u ...... . 1 - 1 7 ,,,_1---- . vii9K 4 v '13K f0 �12XT 4 +_�--.. , 11NN42X'410k 11 ", .2X9 al: ' -- - _- ._.... _.. � JY �'19kV114X2113k 12kVJ12X1 1� ... _ -- -- - -- ' 'u „ 1: ■ 4 awl 5t /t S (MtN) 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 S 2106 PACIFIC AVENUE, SUITE 300 I ' S TACOMA WASHINGTON 98402 ; ; ; T 253 - 6274367 F 253.627.1395 WWW . BCRAENGINEERING. COM project Retail (Outlot) sheet no. location Tigard, OR date 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 CS13 (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 22.0 Mom+_iaz 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 Lateral LoX . II Gravity . • YLZ • FTLI1E3 •r.; c) HSS 1 7X5 1 , 3.9 i ) tii : 44 (7-5 k , H 1 X5 r-6) HSSIX X5 it— — ----0--- { f 7.1) ) • .\ 1:igtBkAi i'M DR • 8 1 % j HSB7X7X5 7---d 8.9) HS , 7X6 (FTL:1Nt — Ea(C0-1) • T H li 1 , , I 1 " I ! i I I 1 I I I : i DR Fr — — H , 1 I 1 i ___i_ , __, it _ ! . , 1 ; , , 1 1 t I 1 i 1 1 i 1 wa 5 I fiX55 HSS6X6X5 HSS6X6X4 HSSX6X4 HSS6X6X4 HSS6X6X4 HSS6X6X4 HSS6X6X4 HSSr6X5 0 -0 — II a — -1-1 .1 a a Tii 1 I , , i 1 1 , DR(FTLINE1 i l — ' . . I II 1 I I I i ii I , W18X55 FI RRiE4 4 W1iX55 W1fi)6 I 1 5 W1 i I . i 1 8X55 W1EIX55 W16)55 , (--- _ 4 H — HSS7X7X5 1WW 4---- F — I ntr -- — 155 COL 6 711;e5 Member Camber and Reactions Loads: DL PreComp - PreComposite Dead Load BCRA Roof Plan SK -4 AC Retail Store Outlot Apr 6, 2012 at 5:19 PM 10053 10053.rfl li i 4A dr..L t ., Lateral Gravity * 7 ( / ) DR T I • 4.f) 41,3),/ (( 5 ■ \ 2 .\ 7.1., Q 8.9 i FTLIN 4 '2 - 148 • i 9 . . ..___.../ f , 1 I 1 I I . . , I , I DR @E --I--- I I i i I I , 1 I _ H . 1 I , 1 1 i 1 , 1 1 I H m 1 ! . . , .0232 .643 .72 I:4_ .684 .652 1 .7N f rlii - 1 1 1 I 1 i H , 1 H 1 I 1 Ii 1 1 1 1 , ORO L _ L I , , , , ,_____ , • , , i , . 1 .2117 Ai 1 .051 I I 1 i .051 .2•4 .0511 1 i 6 .,,_i■ w- l'' 4 + 4 lliF ,72 ONt cl(viitrvei 0.1 Member Camber and Reactions & Column Shear Check Loads: DL PreComp - PreComposite Dead Load BCRA , Roof Plan SK -3 AC Retail Store Outlot Apr 6, 2012 at 5:19 PM 10053 10053.rfl 1 / 4 0 ) (_c) I Lateral YLZ 1 0 : 4.1 ‘t• ?. 11. z ? A -- ■°.° l 9,: lo . 9,, - , 11 -11'• IsA 54.%, . f 4 MN 5/ 4 tA,v," / 6 3 , 114. fr. i 3 _—, ( - ----- - N, ( - 7 --- \ /-------. /7-7N ( 1 ORTLI;41E3 (\ 3 ) t CD i 6 ' t ' 8 ' i ( 8 0 \ i') DR(FTLIJE4 10 \-_,—, ---___.-- ‘■,_} .../, i \ • , 1 4. I . H- —111 = --a - —14— , 1 .1. i 1 ' — 1 - --- ! I .1 1 L t ow H t..... - 1 4 i I fv■ A,. x : 41,-5 , , 14AA. 5 149 1 i i " I 4.; 141) 1,4" = I t ! 4, : JO 'tv, q- k, 1 ro 1 It' 1, 5 fikk,` 1/6.3 i £A AA : Cy,. 5K44 i 1 1 I 1 . tA 4/ 2 Vbs3 It- -c4 I i n 1 1: DR3IE2 i I i , ' .AIL.16 I I 1 ! , I ,-----. - I I i I I i i 1 ATV --a ____a____ ir-- 1— 1 i --13E-- -- tA : tc, k-44 1 1 1 1 I I ti\ 411i,--11- ivkh.. tlk \'-' i 1 i 1 . 1 11 i . DR @d 1E1 -I-- H i---' 9 . t'7,1 It P, . 1- '4. IT, to.i. R 4.(.14, : / it•I'd 4 4/ 1444 1 , A 1 IA, -5 Iv H tA": lir,.31‘41 m , A0- , , 1 n_i 1 1 1 1 1 , i i 1 1 , 14 44---L- , 1 — — 1 — I H H -- --a 1A0 4-1- 11,--44 9..." 11 , 9 k' 1.: I k . (0 t L. = 200-1711/14 M,...: ti,-t.t- - SA fAM 54v •S 11, MN,' TS.2)k.fl ?Ai/I:, 1:1710,5l‘wp,11. Pilfil I In NI Pe,/ be bl (A r-01;r1 vi NO Member Camber and Reactions (1.111l 4- I (9 \HA .65) Ic.rt, Loads: DL PreComp - PreComposite Dead Load l -Me BCRA Roof Plan SK - 4 oaes (-Jar CiOvefr4 ) AC Retail Store Outlot Apr 5, 2012 at 5:43 PM 10053 1 0053.rfl 2106 PACIFIC AVENUE, 24 300 B / -, ) /\ n - TACOMA WASHINGTON 2 O 3 N 98402 ■ \vI �`�"�J� /- \ \i L T 253.6274767 F 25J.6627.7.4395 W W W. BCRAENGINEERI NG. 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 -x Mu y -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 (0-3) 8.4 14.1 22.5 17.1 19.7 57 7x7x5/16 CS9 (0.1 -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 (0-10) 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 le 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 (0.1 -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 (0.1 -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 e TACOMA WASHINGTON 98402 �/ � 0 T 253.627.4367 F 253.627.4395 , , W W W. BCRAENGINEERING.COM project VAX? MOT sheet no. location U+' date aylz(it Job no. f oai'J by e)(404 OP £61: 001 1.4 W V ND ti0 cu r) laQ4O C- o SAMQLe C4t WIWI/AD ON (OL - n t INi . �� P Fs ZS Ur 13 .} (141-1 Q , I?_& X 20 = 2 250 twc - 7 F 7 0 , • 1 411 9 wt. M - 1. Y 3 ( ye). , --> CoeAv coR ZA M M 5Huw1J TIM- Lvt. �., Wtf1N OA PI of 2,0 . ' a core ^ k kAQE (t!5 '(►ZI $, LyX woof D 4 1 4 Chit t t 1--Ari '1 /11 0 • 2106 PACIFIC AVENUE, SUITE 300 a - - ' TACOMA WASHINGTON 98402 • • T 253.627.4367 F 253.627.4395 n ' WWW.SCRAENGINEERING.COM +e ' v �� Protect W MS bV(v4 sheet no. location 1 140 .11" date oY /Or' (f lob no. 10043 br A1i Mule [Gtr p /otv (4r►,g (y v i •v o (*iv G3 4 0 1 )91 (out U+INQ L040 al Late tAti,, wlNq = .yq 15 k - +4 (5e.c prey! by ) — I CUP Lv4O Al' Lot_ 1,h Ct('d0 1 k 5.5 y3 Yh Ol !o PsF V4. w L S '� P5f "y Ro k 6 k lor5F , L140 # 29f$F MOO Ji (t I�ZpI +. SS I•ZyULib co . hint w .539 it • •y • (1• /SIN q3 = 110 M >2� 5� ryl 5 ��°v k b :1;" Al to,wop{' / Er9 of (kW/ ' !,W Fr-to of (°r -orl va Ty PLBTM -36 or HSB ® -36 1,-11/ Z - 0 I I ill 0 1 0 ... 11/2" (38 mm) Deep Roof Deck • Primer Painted or Galvanized • a a ALLOWABLE UNIFORM LOADS (psf, N/m SPAN (ft -in., mm 4' -0" 5' -0" 5'-6" 6' -0" 6'-6" 7' -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 Z290 2,440 2,590 2,740 2,900 3,050 3,200 3,350 3,500 3,660 a STRESS 178 114 94 79 67 58 51 44 39 35 31 28 8,523 5,458 4,501 3,783 3,208 2,777 2,442 2,107 1,867 1,676 1,484 1,341 a 2 2 L/240 + ++ 92 69 53 42 34 27 22 19 16 13 11 4,405 3,304 2,538 2,011 1,628 1,293 1,053 910 766 622 527 a 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 Z346 2,107 1,915 1,724 1,532 1,436 1,293 1,197 20 L/240 222 113 85 66 52 41 34 28 23 19 17 14 12 11 9 8 / S1 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 a � Z STRESS 300 196 162 136 116 100 87 76 68 60 54 49 44 40 37 34 ♦ Q 14,364 9,385 7,757 6,512 5,554 4,788 4,166 3,639 3,256 2,873 2,586 2,346 2,107 1,915 1,772 1,628 1 v U240 ++4. 159 119 92 72 58 47 39 32 27 23 20 17 15 13 11 a 7,613 5,698 4,405 3,447 2,777 2,250 1,867 1,532 1,293 1,101 958 814 718 622 527 300 250 207 174 148 127 111 ' 98 86 77 69 62 57 52 47 43 S TRESS a 14,364 11,970 9,911 8,331 7,086 6,081 5,315 '4,692 4,118 3,687 3,304 Z969 2,729 2,490 2,250 2,059 16 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 Z825 2,298 1,915 1,628 1,389 1,197 1,005 910 766 670 STRESS 188 120 99 84 71 61 54 47 42 37 33 30 a 22 nn 9,001 5,746 4,740 4,022 3,399 2,921 2,586 2,250 2,011 1,772 1,580 1,436 U240 + ++ + ++ + ++ + ++ + ++ + ++ + ++ + ++ + ++ + ++ 32 28 1,532 1,341 a 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 J 47 40 34 29 26 22 20 0:1 U240 + ++ + ++ + ++ + ++ + ++ + ++ + ++ + ++ + ++ 2,250 1,915 1,628 1,389 1,245 1,053 958 i D 300 204 168 141 121 104 91 80 70 63 56 51 46 42 39 35 STRESS i Q 1 0 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 i v U240 + ++ + ++ + ++ + ++ + ++ + ++ + ++ + ++ + ++ + ++ 56 48 41 36 31 28 Z681 2,298 1,963 1,724 1,484 1,341 i STRESS 300 254 210 176 150 129 113 99 88 78 70 63 57 52 48 44 ♦ c 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 Z490 2,298 2,107 I 1 V 0240 + ++ + ++ + ++ + ++ + ++ + ++ + ++ + ++ + ++ + ++ 70 60 51 45 39 34 3,352 2,873 2,442 2,155 1,867 1,628 I STRESS 235 150 124 105 89 77 67 59 52 46 42 38 2 11,252 7,182 5,937 5,027 4,261 3,687 3,208 2,825 Z490 Z202 2,011 1,819 1 2 L U240 + ++ + +t + ++ 100 79 63 51 42 35 30 25 22 1 4,788 3,783 3016 Z442 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 1 W 20 14,125 9,001 7,469 6,272 363 4 4,022 3,543 3,112 Z777 2,490 2,250 2,059 1,867 1,724 1,580 I a 20 U240 + ++ + ++ + ++ 124 97 78 63 52 44 37 31 27 23 20 18 15 5,937 4, 3,016 2,490 2,107 1,772 1,484 1,293 1,101 958 862 718 I CC STRESS 300 255 210 177 151 130 113 99 88 79 71 64 58 53 48 44 I 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 Z107 U240 + ++ + +♦ ♦ +♦ 173 136 109 89 73 61 51 44 37 32 28 25 22 1 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 'ItV STRESS 300 300 262 220 188 162 141 124 110 98 88 79 72 65 60 55 1 c 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 Z873 Z633 V 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 B c RA T 253.627.4367 F 253.627.4395 , , , 2 I 2 / W W W. ECRAENGINEERING.COM �� Project Retail Store Outlot keel no. bcotion Tigard, OR dote 4/6/2012 job no 10053 • by. AC Beam Calculation Canopy Section ' C12X20.7 V E = 29000 ksi Span Type = simple L = 26 ft Loads Load Case DL S P = k a = ft P2 = k a = ft P 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 Awkx = 0.165 0.275 0.000 0.000 0.440 (in) = L/? 1892 1135 - - 709 Ultimate Load Check M. = 19.6 ft -k bd2t b/t = - V„ = 3.0 k h/t hit = - L = 26.0 ft Xp,ig,bend. = - Cb = 1 Xp.web,bend. = - F = 46 ksi ?r.*9.bend- = - Z = 25.6 in 3 Xr,web,bend. = - Z,, = 3.47 in' Sx = 21.5 in' S 1.72 in' Y b = 0.9 I = 129 in' roM = 88.3 ft -k I,= 3.86 in' rx = 4.61 in L = 2.94 ft r 9 = 0.797 in L = 10.06 ft A = 6.08 in` J = 0.369 in" I ;Ai = 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 •PN = #DIV /0! k LUNBRACED STRONG = 1.00 ft Pet = 256404.1 k ksTRoNG = 1 P = 0 k LUNBRACED WEAK = 1.00 ft B1 = 1.00 kwEAK = 1 M 19.6 ft -k Cm= 1 M 19.60ft -k a= 1 Interaction Ratio = #DIV /0! I C ' , IAA O u A LATERAL DESIGN N n K N O O P z 0 r Z x f O v 0 0 H W f • H W Z W 7 < u •o 0 n ► BC RA. ARCHITECTURE • CIVIL ENGINEERING • STRUCTURAL ENGINEERING • LAND USE PLANNING • INTERIOR DESIGN • GRAPHIC DESIGN -1 0 0 0 0 0 0 0 -o 0 CD 700 -C 3 ._ 4 .. 7.7.:;.. 0 00 0 0 0 0 1 ' ELEC. R0011 i Y 0.3 w VA KO «►Lw. I+mE , 1 it 1.0 M 1 b1. A/ n 2 Z' I 31-45 �1.a. i 4 b3.'�� /� J S t - 15•d M � _ _ IS.9� �, V 0 W k• rn SW . F10 i- 1.3 I 1 aircN • 1'3 Ic, �k 1 t , I = I �Y M�F1 \ • 63.5ky -- 2 - 1 ?,J'S9 XI Ka vnrc�'11�r1 2 -i1•k'S J VIrttAitur.1 '1.5 I rf J. 1.0 l ik O I\ 1.4 — i o A `. -�.. `. -,.. I �._,.. �._ -4. �' -/" 6 _ `._,.. ® �._ `._�.. �._�.- ` .� 4 .. �,�_ j ._�.- ` ._ 4 .. ` . -4 .. ` �_ 4 .. �._ +.. ��_ ` •� 4 .• _ - �._p. ` ._ 4 .. - ` ._ S . 71' -O" 4' C' li' -P I' p .. �._ ; p .. �._ �. p . K �_ p .. 4 C Y . -O' 4 O li .p• .- p' Ir -O 4 • gr. . 4 - O' 0 0 0 0 0 0 0 0 0 .p.,.,,,,... , , , . . . , 6 i - % 4 t w= - bar PsF V- 14 ?SF x 'too kbD X •203 / 1NO C5 ' • cS - O.3 k•lys V= Cs `^' h:tiq SeIS hic S Og To ?c£ L tihlr U. An I*m wt..� • 1.6U- IV 3 2 '2) x s.1, X 114 'sr = 4., k Wt COO, s tiff )`.1. x '1 k 1 PSF 4, ° v k- w- ..•, =I(32 21 ) + 2I' - z ►))1/ X WO X 2 - . 11'sF ` 1 1.1 w 7 Z = 23 -A- 1<, 0 0 0 0 0 0 0 0 0 10 sd-d• 20 -o 70' -IV 20•-0 ad -d• 2d -d• za -o^ m -c 24•.0- Meal• LL• -C li' -O" ti' -d' 24••C o a , Q. O O O O ,-,--- --,- O O �.. o LI 0 ELEC. 1 ROOM m 1- i? ......................... o ,. A z3 .� w (2, Q - t Li o 6s. z w k k k MI Al Pir • IV I I ..c-_,••• I I �� 0 = _ o LNI t.' -4" i' -4^ A' -4" i' -4" i' -4" i' -4" i'•4" 4• - 4•' , • - 4; 1V i'•4" i'•4" i' - 4" !' - 4" i'•4" _ _ 6' - 4" 3' - 4'� 6' - 4" 111' - 4" 1 6• - 4" V' - d' i'•4" * i'•f" 4•417' li' -O•• 4•0 " r' -d• • 4 �i 4•- " 6' -d * 4 • ' " Yr• -d• 4• €" li'- " • 4•" 11:-47' 4••€" :4'. V' , 0 0 o TONS 9 ►w li 0 0 0 0 0 (3 , A wI - 4„‘, j ( 200 - IZ z- ) X - z . x 1z 1- is (= • 2'3 •5 k• 2 W L +NP' 12 '} TSF wi. c�N'� �12� k 2i, X 101.2 p5F 4 1 ,4 1 k W1. t,UM1r., (91.2 r5V WI.' go,LA.. 14.I ?St WI' k ' (20C - 7,1; ) x (2 - 21) x V • PSF = V7, 'I,ot r A- 2 t k ('3)Z ' 21 k 2-4 • ?SF = q 'al la, h. ti' I : b5.2k w1" in ?ay. '0 h , , 3-3 X Z 3 4 Ut =95w 01,; 3 ooW 4 DV s.9 w 1 4 = �7 I/ 5: 9.2- 1.0 W 1 = b fps (No1 L '+) = It lops (, 4 - v., 7 I aU t, � WINO DOES Not elOveg4 .CRA SK -1 AC Retain Store Outlot Apr 4, 2012 at 12:45 PM 10053 moment frame longit.r3d 3 -(f T y ai X V W18X35 W18X35 W18X35 W18X35 3 10 11 9 W18X35 W18X35 2 e 9A X m m m � 3 3 1 7 411,6 Mt it ads: BLC 5, .CRA SK -1 AC Retain Store Outlot Apr 4, 2012 at 2:09 PM 10053 MF4.r3d 3 -5 12 13 12 14 N3 N10 6 11 9 36 38 494 uN114 PhtrDI w 1.1.01, 4 14 4 1 . 4.25 MFm Member Code Checks Displayed 'elution: Envelope JCRA SK -3 AC Retain Store Outlot Apr 4, 2012 at 3:43 PM 10053 MF4.r3d T y a.x V r �1 hi"; Ni^ PTV N N� 1 NI k N� Z 3k .9At, : ;Ai : v /5u Zt kit 6G 5.04 Z -5 • QM�1 Mf dCRA 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: MPy Joint Deflections (By Combination) l"e I'0t LC Joint Label X in Y in Z in X Rotation rad Y Rotation rad Z Ro ati • n 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: \... \...\...\... \Structural \OUTLOT BUILDINGS \ENGR \MF4.r3d] Page 2 3 - �. x � � q 15•4 1 *25 a 1.3 —1 4 3 4-°t. k, a3 4 _ X1,3 - 3 -5 U, 2 9l }Sl p(+ •11' y M.} -(-77,5E-4' S51, 5 49+ 30tH 04,11061 ,CRA 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:\.. . \... \...1...1Structural \OUTLOT BUILDINGS\ENGR\MF4.r3d] Page 1 2106 PACIFIC AVENUE, SUITE 300 TACOMA WASHINGTON 98402 I� T 253.627.4367 F 253.627.4395 W W W. BCRAENGINEERING.COM Project w M' OIVIGU1 sheet no. location T I (#10 0/ DP/ date 0//11 job no. (OU3 by frC AC UOlIwt1 heilL'IN Vt 4 • y t� q -5 vt- 3 �k cyJttl lrPN1r.el ( .le D } -7E') E It,k n d M01 tip k k 21 334 1V 4 X • 1 - 33t• k • 1 ° 23s k– P* p,c-s } OLcae. s 5- gwt32'6 1 .4-k 6 1.s t1 -= Iq.2 ►c• — Pt, run - 3 1 )lz, X �1u .1Su 4tcj >. 3c1.s ( X I x HN V nL - . S e t , . 3 S-2% M VATS ' x.24, k k y T41, k. - .E. J 2 • 41 h (3 tt-SF NET twA t ) cpe ce t...0"1") t■An a lP t V1piae.t, Lu /4 5 pCUVu ' etc r. - is WAttn.n MV1• 2 3s k -� }' c •`01. .�L) e4 Vt : 3S. ‘L • ''"/? 2-6S / (o.tesl - 131 > (u 1 -93 e ej c lmw), , ' PIA )c 04 ► ( , e / ) cot t) . of .Lk l°1.2s 11.5 k. - It 5 (� k y4 x ( I + lox lo .v? / Uu i � (o w5F L 3 1t-SF \/ PA.aPoNt, 1'0 ( UTFIEL 1Ua{j CA-SG (Ac Ppr 11- 517tG (J ' • 2}06 PACIFIC AVENUE, SUITE 300 TACOMA WASHINGTON 98402 �-•• T 253.627.4367 F 253.627.4395 BcRA I V 1 1 WWW.SCRAENGINEERING.COM , 7 � P.olect wM5 U 4 WI sheet no. location 11 L Q t 0 N dote °CO ( /' lob no. rtni S b by Mf4 Oe5It1rt (Goi. -1;) z-A-IDInL1 (.tonl. ) :}E• llk Ol FIu "561.S k, Ch,LiL: l.q.% n1 Soy ' •S k 3 u4 k .11, 4i k, Co t1. = k • le 4(7.02 k c ..e4c -- • .3 )c 1211. 7 1 1 k, TY ". 42 1, -x 4 g q DV 3-12% b . w r)t: 3 . g6w 1.0 Wt,= b w LN°t huJG•N) 4 > y c.)E lt e 0100 0 A . • (AWE NI ”'q 5 ,CRA SK - 1 AC Retain Store Outlot Apr 4, 2012 at 12:45 PM 10053 moment frame Iongit.r3d lLx • 1 1 � 8 W18X35 W18X35 W18X35 W18X35 3 10 11 9 W18X35 W18X35 2 8 9A N N q O b 3 3 1 ,. .. 7 5121✓ s MF5 JCRA SK - 4 AC Retain Store Outlot Apr 4, 2012 at 3:48 PM 10053 MF5.r3d LZ_LX .12 .13 .12 .14 3 10 6 11 9 .36 .38 2 8 9A m m N N N i 1'7 )hV' 1 PleN171Mt1 :2-P +� (,. 1.291 4 - -2.3 . + It Mrs Member Code Checks Displayed lotion: Envelope sCRA SK -5 AC Retain Store Outlot Apr 4, 2012 at 3:48 PM 10053 MF5.r3d _V 445 X I.0E 9tc• 3 10 6 11 9 2 8 98 ■ 1 4 7 N y V INN I 4 0 MYS outs for LC 1, E dCRA SK -6 AC Retain Store Outlot Apr 4, 2012 at 3:49 PM 10053 MF5.r3d Company : BCRA Apr 4, 2012 IA b Designer : AC 3:49 PM Job Number : 10053 Retain Store Outlot Checked By: (off K S Joint Deflections (By Combination) _ LC Joint Label X [in] Y [in] Z [in] X Rotation [rad] Y Rotation [rad]. Z Rotation Ir... 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.. .1...1...1...1StructurallOUTLOT BUILDINGS\ENGR\MF5.r3d] Page 1 141-x 3 10 9 2 • 9A 4. }o •1•1:7 3.5 - .1 -5-5 i1 1- 10 1 .12 f ki 3. 4 X .F 6•( . , 01.3 Io r (EtwE ' P D ) Mf5 'esults for LC 7, E ICRA SK -7 AC Retain Store Outlot Apr 4, 2012 at 3:49 PM 10053 MF5.r3d Company : BCRA Apr 4, 2012 y I j/ Designer : AC 3:49 PM Job Number : 10053 Retain Store Outlot Checked By: 9E p'. \ 0 E- t`—\.t LA. O Mr 5 Envelope Joint Reactions Joint X [k] LC Y [k] LC Z Lk]. LC MX Lk -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... \... \Structural \OUTLOT BUILDINGS \ENGR \MF5.r3d] Page 2 V06 PACIFIC AVENUE, SUITE 300 TACOMA WASHINGTON 98402 ��• T 253.627.4367 F 253.627.4395 I, t `� ( q WWW.BCRAENGINEERING.COM 7 project N M5 GAO/ sheet no. location 1111‘10 I or date y�°I ,obno. MP $ . ' I ' -fit oss heel rJ O C- 121L{Z- NI1rVI 0. -- . ) Mm ' 1(04- \. 21: '33C.. k- 4 > 3 : 2t5$ 1t-44 1 -'3 5 ‘t--- _k ✓ SEC •V- CA1 L- OP) Pry iNsPEcilud . Sri SLADII- = Ilk - 2,), 2 >, Li U Y . SO 3°1 QL suit. r k k U-I x .1SO - .°I (t. QL $ = 1-1 y 2 i. x Uta k .15u 7 3.1- �.. is L4.Z ALL `•••• ' _3k 1 1 0 -3 - 12 It 11 V f x y e- 1o.3w 41E } 1, k. ( b -S ' wt., WIM Cl0\J - 6 DNS 'it r A.7 01:13.5 Q kT, Di - = 1.4 y = iL"v y, 14 5' I.I 5 t o N i V IAA: % Wt'$.Sw .YE' Io.31 3E= 1o.'314. 9 ID ® —_ 5 MEI 3 10 5 24 1 . 22A 23 FA T MF2 MV 2- l M3 _,CRA SK -1 AC Retail Store Outlot Apr 4, 2012 at 4:16 PM 10053 MF2.r3d a.x A W1ax35 w18X W18X35 W1sx35 5 10 3 W18X35 to 5 to 26 22A .23 ti 2`4 3 BLC 5, dCRA SK -2 AC Retail Store Outlot Apr 4, 2012 at 4:31 PM 10053 MF2.r3d 3 .v'v Lo Y 1ZLX .36 .39 25 35 .38 40 3 NC 2 r 5 n 24 m 26 22A 3 U-' 1.2oc +(•t•s 1.2DL4 (E } ZS lot_ 1•1 lot. 4 11,5.E ‘ l -1 b( .• 1 t• w .t SSc. V10111 N911v(51 HFZ�3 Member Cods Cheeks Displayed ' lads: BLC 5, 'ution: Envelope ,sCRA SK -3 AC Retail Store Outlot Apr 4, 2012 at 4:31 PM 10053 MF2.r3d 3 • �. ti MOLX l .U µ13 b' 1. aec I. V41 So, % o 1'1I 4 Gly 1 n, rn1 = 1.353 5 10 2 5 24 1 23 I 3k ►.'3h � ' 1 4- °WI- � //5'), : 5.5v 7 4 1 1 ✓ 5� S' Tip N 1■4Zi/ oads, BLC 5. .suits for LC 1, E ac RA SK -4 AC Retail Store Outlot Apr 4, 2012 at 4:32 PM 10053 MF2.r3d Company : BCRA Apr 4, 2012 3"' Z Designer : AC 4:32 PM Job Number : 10053 Retail Store Outlot Checked By: l. DE 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 1.471 .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...1Structural \OUTLOT BUILDINGS\ENGR\MF2.r3d] Page 1 Company : BCRA Apr 5, 2012 "i25 Designer : AC 9:38 AM Job Number : 10053 Retail Store Outlot Checked By: (,0 WIND 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 1.214 .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 0 - 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:1. ..1...1...1...1StructuraROUTLOT BUILDINGSIENGR\MF2.r3d] Page 1 _ 3-1A° 5 10 3 2 5 24 26 ■ 2A 23 ---- -� > ---- -> ---) - •O t s -.Ole F.Oto . .b(e - .4.0 —GI. 0 c{ 0 IVS DL 4.1E 0(4 •S'L51'i ,uirv1 AC 'l/b ,J 4.0C 4 al 4 %.• ds: BLC 5, dCRA SK -5 AC Retail Store Outlot Apr 4, 2012 at 4:33 PM 10053 MF2.r3d Company : BCRA Apr 4, 2012 * ,-7, - 1" Designer : AC 4:34 PM Job Number : 10053 Retail Store Outlot Checked By: Envelope Joint Reactions Joint X [k] LC Y [k] LC Z [k] LC MX [k- ] LC MY [k -ft] LC MZ [k -ft] 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 _ RISA -3D Version 9.1.1 [X: \...\...\...\... \Structural \OUTLOT BUILDINGS \ENGR \MF2.r3d] Page 3 2106 PACIFIC AVENUE, SUITE 300 TACOMA WASHINGTON 98402 • • i 4� T 263.627.4367 F 253.627.4395 WWW.8CRAENGINEERING.COM project uJ M iffil U'( sheet no location vN date Vq / / /et Job na. J I. 7j by tr DVko 902 -9' f°°111- 06- SILir1 MP z' .• '.*L . 4.1.S w C' 1.1 f t $. b S bU'� 11 l� w l') (. 4 4-w) 2k� kt(fl - Z-51 k 711 J : Zoc{ k' M 1.c1 w k • Ll k flu = t k z ► x 3k 1 Y•lt = yJk ,t,: 24.3CQ w P,e) 244.16 k k 144. q14 k - 111 - 1o4.4 h - j4 J Kf- 2- 1 ai ( . t. V. + v) (3 QUO P5f rvet1 Dec I 11 N Nl F'L (oNtehtWlt. H1 INQtvuDi4v tug vYk.- IrSYLc.,itO'- e(cen'TMC 'LOU i< - 4 .b0L° 2'l•3vv w 9 7/ 4 : ' 7 L / : S (p(0 e 8/( q yP ( hi•r �L -t() = cot. Qt. or L ( ► �rvDv' yX (I0 /3 k3 1 )r ( r. .1(02 OF C a K.% ¶ 7 e (l rva CtH0 1t49 WIA- 01 !ps//ec4 fi hU ql N y (,69L, 4 Q,.S IA- - 1 IX DC [�,. ° 10 •to w t�l hc, '30•` Pt, S _ .5 X 3 X 3 LI k ,1ZV. {7•17.- • 51.r1), = 4 .'7 k 161 >• `' LI X .ISO Z,Q �'- = 5p.t L )(At = 1 7(0 k. V , .1 X - 7 u.SH' X 7E l03 L e• S .,,, ‘ T; 1.1/JvH 'b.`1 Pt=i1.3 tk= 6.1 Vt.- to 2.5 k -� 6 11 5 mi. ye = IQ. 2 5 • ■ t * 23 Mt ids: BLC 5, �CRA SK -1 AC Retail Store Outlot Apr 5, 2012 at 10:15 AM 10053 MF1.r3d mo . /17a w18x35 W18X35 W W18X35 25 W18X35 3 10 W18X35 x 5 m 26 3 3 23 5Iyes Mr ids: BLC 5, ..)CRA SK - 2 AC Retail Store Outlot Apr 5, 2012 at 10:15 AM 10053 MF1.r3d x .30 .31 43 .36 5 10 61 .53 v9 12 10A 13 11A 23 w' .0« ‘49 S t le4 2- 1.1 + I, CO S + > 1.2% a-1. } .551, Utvt "y P,eNniivI4 Elivveu Mfl 'Inter Code Cheeks Displayed than: Envelope oCRA SK -3 AC Retail Store Outlot Apr 5, 2012 at 10:40 AM 10053 MF1.r3d X = 1 - yz 25 10 3 9 12 10A 13 11A 1 * 23 (c� w 3k l • / 24-1)61- S.1 � 5. I ti � J • nwFl Mt-1 .ins for LC 1, E _,CRA SK -4 AC Retail Store Outlot Apr 5, 2012 at 10:41 AM 10053 MF1.r3d Company : BCRA Apr 5, 2012'i/, Designer : AC 10:41 AM Job Number : 10053 Retail Store Outlot Checked By: 1.0 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: \.. .\...\...\...\Structural \OUTLOT BUILDINGS \ENGR \MF1.r3d] Page 1 Company : BCRA Apr 5, 2012 47 e Designer : AC 10:41 AM Job Number : 10053 Retail Store Outlot Checked By: Lo w(, Joint Deflections (By Combination) LC Joint Label X [in] Y Vin] 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 N11A .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...1...1...IStructural \OUTLOT BUILDINGSIENGRIMF1.r3d] Page 2 Y ,3 � . X NS 10 ∎'9 N12 N 10.a N13 :V11A 1 23 + 4I• 4 1h,3 4-1)1•N �- 10 -S - 1Ai xtu3 o 0 b — 1I.b`t 015 ,9. c. 0( 4 •sae + X55 -( t •7� IDOL, w� DUIN'( ;i4.000 Mil suns for LC 9 W t3CRA SK - AC Retail Store Outlot Apr 5, 2012 at 10:41 AM 10053 MF1.r3d Company : BCRA Apr 9, 2012 3' /go Designer : AC 10:26 AM Job Number : 10053 Retail Store Outlot Checked By: Envelope Joint Reactions Joint X fkl LC Y [kJ LC Z fkl LC MX [k -ftL LC MY fk -ft) LC MZ [k -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 2 0 2 0 2 0 2 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 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: \... \... \... \... \Structural \OUTLOT BUILDINGS \ENGR \MF1.r3d] Page 1 2106 PACIFIC AVENUE, SUITE 300 TACOMA WASHINGTON 98402 BcRA - � T 253.627.4367 F 253.627.4395 , , W W W.ICRAENGINEERING.COM e� protect W M y O U1 kf sheet no. location - TRAWL Q t oo , dote oi fr Job no. 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(t/I (,U'( sheet no. / location T t(>IA'Nn) 0 P date /d/ /w job no. t by I 4H(r�mwMn, jH0 41 s.N 4a 4g.3 .( 4.1 1./Ni wl% IIA ,lf ' 22 'A- l ike/0 1/ coo: 1 - 24/ Vc ' . 3 C to <l_ - X Y x I, y . . sI 3 k(.1✓ 4° $ 10 cc," oC s-oht:s 1! • (OVS Kc ✓ OVw(✓R fV m nIL x 25 = 550 k.- 1A4V7 nc , 5.44_ 2 q 3 S I - 2q >V x 1 )r t'O X •1`7o it- t u 5 I Yt, = 21 k, tu5- 4-1 x - vol v 13,01-1 . t� e= M/ M P yyo k �� e = Syv (t . • ?.v. 3 T2 ((/ = foo (1, r W 3 Li3 -2 e) 4 X (• ( X 2,3 I P ik 'L ` ( (*-O _ 2 x Zo • ) .55(e k sF L '3 1 WF it.101 M7 on Pt't tIv7k- cTc0 1- - Dl 2 OF *(.ph 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 /SE! 7 -05 CODES SURE-BOARD® IAPMO ES ER -0126 / ICC ES ER -6151 4 WOOD • SURE - BOARD IAPMO ES ER-0126 • • Series 200W For Shear LARK #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 100 NAILS' STRUCTURAL PANELS ATTACHED TO LIGHT GAGE C -STUDS AT 16" O.C. WITH #10 SCREWS' FRAMING 10d (2,25 "min X.148) NAIL SPACING AT PANEL EDGES AND FIELD, INCHES ON CENTER' STEEL FRAMING 4110 SCREW SPACING AT PANEL EDGES AND FIELD 2/6, Stud 4/6 3/6 2/6 2/6 Teo Sided. INCHES ON CENTER' 2.4 stud grads OF Minimum Gage' VC"' Vasd " AVasd' bid It2sl: (PLO (PIG (Inch) 4x4 No I ads DF Vn Vasil AV.sd Vn Wad AVam Vn bald AVam Vn Vasa AVasd P , , , , a 18-Ga. (0.043 in.) 2,168 703 0.14 •4 x 6 Nu. 1 grade DF ) I (Pb (inch) I P1l (p6) (Inch) r (plf) (pip (Inca) 16-Ge )0.054 In.) 2,704 923 0.16 Sill and lop p 2 x4 Randwd 14-G.. (0.071 In.) 2,755 934 0.16 Scale 7F 1,453 583 0.18 2,357 950 0.23 4,884 1,827 0.24 14-06, (0.071 In.) 2 SLOW 5,091 1,922 0.29 For It t Inch - 25.4 mm, 1 pa ■ 0.0146 N/mm. F Si: I Mon - 25.4 mm, 1 p6 - 0.0146 N/mm. ' Ter. 50.500 N ha Mon Wm bed. Miele W Of e.Mquake These values us for short term bad. due to wind or earthquake • The 50 909 M 9 .era)ed 0 96066. 2.2.2 and Ner0Mad in accordance with Section 2.4 of IAPM0 ES ER-012e The nails a- described In Section 2.22 and ens Installed In accordance with Section 2.41n IAPMO ES ER -0120. 1.polS.d values are for pansy applad to one ow two sides of a wee NI panel edges must be blocked. Panels are Installed vertically or hodzont.ay. Fasteners must be epeced a miniman of 0 India on center along Meld framing members. ' For load and 1 .Nuance Moor d.Ngn 6AF01 loads, Cm tabulated Vn load 0011,0. must be muaipted by the ',Wigan. factor Far load end resistance factor design CLAM beds, the MGYmed On Mad yokes mum be multiplied by the r.el.Mnce factor 0 - 0.55 kr Seismic/ 0.80 for Wind. e - 0.55 for S0lemlc / 020 kr Wind. raouleted u•ua. are for panels applied to mettles and two .Ices of a well. • Section 2.2.1 In evaluation report IAPMO Ea ER -0129. della:k a mromun base maul thickness eesod.04 with gag... On = Nominal Strength. ' 41 panel edges mull be docked. Panels ere Instal. vertically or halzomady. Fasteners must be paced • minimum 016 Incha Vesd - ASD Deleon Load. on 10,110. Song Irlmmeelms hemp members. A Yam - Dentition at Wed design Load. ' On - Nominal strength. • Wad - ASO [resign Load. SURE- BOARD • STEEL► N ote'° - OeM00rn a tees demon Lose IAPMO ES ER -0126 / ICBO ES ER -5762 • Note: Series 200W may to installed on 24' 0.C. CIS framing. Refer to IAPMO ES ER -0126 Table 3 on page 7 Series 200 For Shear LARR #25461 / DSA PA132 /IR A -5 Framing in report, for requirements o1 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" O.C. WITH SCREWS (pounds per foot)' 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 C79 -97, also approved glassmat Gags' gypsum substrate ASTM C1177 and fiber reinforced gypsum panels ASTM C1278. Our Series 200W Is LW 1,n run 1,r Vn Vasa AVeaa Vn Vasa ANSO VII bud it And Vn Vad and fab ricated using non - combustible sheathing composite MDF, laminated with water soluble adhesive to P (pp (qt) png6) (p1) (11) (MN (MN nch) (p1 ( pu 9 9 or cost 1) (Yoh) 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 0Rl 1,730 892 0.24 1,915 788 0.28 is available In standard 8, 10, and 12 A (I ft. lengths. The Sure-Board' panel is identified with a label located on (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" 817 0.17 2,211" 886 0.22 2,488' 977 0.22 2,537" 908 0.18 special lengths upon request. 111 1 405 582 0 1,925' 770 0.23 2,821 1,128 0.25 2,989" 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 &Il- 1 1,897 878 0.25 2,306 922 0.25 2,957" 1,092 0.28 3,847" 1,253 0.28 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 (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 steel - framing member a minimum of three exposed threads. Fastener 14 (0.071 In) 2 - Sided `Fasteners 8" O.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 14-00. (0.071 in) 2 -Sided -18" O.C. Stud Framing 5,079 1,897 _ 0.28 fastened with "OD smooth ply nails, as tested. For SC 1 Inch ■ 25.4 mm, 1 IbNwr n ■ 0.0141 Mean. • N pew root an be blocked. Pnes can be Inebeed ymatl m y STEEL AND WOOD STUD SPECIFICATION ' Treee vaam n br Mat4erm bads due to wed or.rmguak.. horboO.Jy Fammrmn must be palm a nnwar.an of 12 inches on awes. Steel studs used for shear walls are C- shaped, with a minimum 1 5/8 -inch flange and 3/8 -inch return lip. ' The sawn am do0Eed In Section 2.2.2 and ere bailed In.000,dance aim Nang Inmmadlr'traming members, mapa a noted "tat r) In Table 1 above. Steel track shall have a minimum 1 1/4-inch flange. Steel studs are fabricated from 14 gauge (0.071 1, 18 Section 2.4 of IAPMO ES ER -012e. ' On - Nennt.l ugh. gauge (0.054') steel complying with ASTM C653 Grade 50. 18 gauge (0.043 ") and 20 gauge (0.033 ") steel • T.arMd Mu. me for panels applied to one side or two Pam of a wee. ' Need - ASD 0509Im. complying with ASTM C653 Grade 33. Wood studs are 2x4 stud grade D.F., end posts 4x4 / 4x8 #1 D.F., • F°M'd and r. ntw I.ta dearan II21F0) beds, the tw.Md on 0.11 "k. ' i( vow = Deeacsan at veal design toed as tested (actual shear well to be specifically engineered). east be multiplied by the r.eaten.w factor m - 0.55 for Selsnic / 11.80 for Wind. '• Nominal strength le based on double e-.tud collector to be ' Section 2.23 0IMMO ES ER-0129, deaalb.e minimum base metal designed using one gage thicker than the framing material used Full scale reverse cyclic testing demonstrates strengths well in excess of those achieved with plywood or thitm.es amodel.dwMt gages. In shear wall sheet metal only diaphragms, using Identical test assemblies. NOte: Sure - Board' Series 200 may be installed on Wood Framing. Refer to IAPMO ES ER - 0126 Evaluation Report. Table 5 on page a 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 (C E www.sureboard.com support @sureboard.com www.cemcosteel.com 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 S Cr Type PLBTM -36 x ,0 4, ■ 4 Weld Pattern at Supports • • G Sidelaps Connected with PunchLok® Tool G Primer Painted or Galvanized G Allowable Diaphragm Shear Values, q (plf, kN/m) and Flexibility Factors, F ((inJlb)x10 (mm/N)x10 G 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 2,130 2,440 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+41R F 78.2 +919R 93.6 +657R 115.3 +497R 129.6 +394R 151.9 +325R 165.6 +274R 187.9 +234R G 590 531 465 443 426 395 387 q 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 9.15 8.19 7.56 7.11 6.79 6.55 6.36 C VSC @ 12" F 12.2 +161 R 14.8 +115R 17.4 +87R 19.9 +69R 22.3 +57R 24.6 +48R 26.9+41R 22 69 +919R 84.5 +657R 99.4+497R 113.6 +394R 127.3 +325R 140.5+274R 153.6 +234R G G 691 636 582 561 531 522 503 10.08 9.28 8.49 8.19 175 7.62 7.34 G q VSC @ 8" F 11.4+161R 13.4 +115R 15.8 +87R 17.6 +69R 194 +57R 21.6+48R 23.7+41R G 65.1 +919R 76.5+657R 90.2+497R 100.5 +3948 113.6+325R 123.3+274R 135.3+234R 744 679 636 607 586 571 559 C m VSC 6" q 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 G , /s, 61.7 +919R 73.1 +657R 83.9+497R 94.2 +394R 103.9 +325R 113.6 +274R 123.3 +234R -' #. 833 769 727 699 679 665 654 •�" r� q 12.16 1122 10.61 10.20 9.91 9.70 9.54 fek� VSC @ 4" 9.9+161R 11.6 +115R 13.2 +87R 14.7 +69R 16.1 +57R 17.5 +48R 18.9+41R C F 56.5 +919R 66.2 +657R 75.4+497R 83.9 +394R 91.9+325R 99.9 +274R 107.9+234R q 802 722 628 598 544 532 496 492 466 VSC © 24" 11.70 10.54 9.16 8.73 7.94 7.76 7.24 7.18 6.80 G F 10.4+111R 12.6 +80R 15.6+61R 17.8 +48R 20.9 +39R 22.9 +33R 26.1 +28R 28.0 +24R 31.2+21R 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 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 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 +6348 66.2+457R 77.7+348R 89.6 +274R 101.1 +2238 111.9+188R 123.3+1608 134.2+137R 144.5 +1208 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 @ 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 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 1064 962 896 851 818 794 776 762 688 q 15.53 14.04 13.08 12.42 11.94 11.59 11.32 11.12 10.04 I VSC @ 6" F 8.4+111R 10.1 +80R 11.7+61R 13.2 +48R 14.7 +39R 16.1 +33R 17.5 +28R 18.9 +24R 20.2+21R 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 V 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 V 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 +1208 fie c VSC = Verco Sidelap Connection C C 42 • VERCO DECKING, INC. Catalog VR2„ 2106 PACIFIC AVENUE, SUITE 300 TACOMA WASHINGTON 96402 7 253.627.4367 F 253.627.4395 iii 5 WWW.6CRAENGINEERING.CCM1 I/ (4 project Retail (Outlot) sheet no location Tigard, OR dote 4/3/2012 job no. 10053 by AC Beam Calculation OAllAPEi LijWJ) Section 1 HSS8x6x5 /16 v E = 29000 ksi Span Type = simple INN, = II-p5F pr1= (it'l'- 1vt) ii, Loads Load Case WL P k a, = ft P2 = k a = ft P3 = k a ft w = 0.096 klf W = klf Svc Load Comb Factor = 1.0 Lilt Load Comb Factor = 1.6 . Deflection Check Svc Load Load Case WL - - - Comb AmAx = 1.293 0.000 0.000 0.000 1.293 (in) = U? 306 - - - 306 Ultimate Load Check M. = 20.9 ft-k b bit = 17.6 V. = 2.5 k h/t,„,, h/t = 24.5 Lb = 33.0 ft kp,tlg,bend. = 28.1 Cb = 1 kp.web,bend. = 60.8 F = 46 ksi Xr,ttg,bend. = 35.2 Z = 20.6 in 3 kr,web,bend. = 143.1 Z = 16.9 in COMPACT S = 17.1 in S 14.6 in' wb 0.9 Ix = 68.3 in :pMp = 71.1 ft-k l = 43.8 in rx= 3 in Lp= -ft r 2.4 in 4= -ft A = 7.59 in` J = 85.8 in' I ;Ain = 71.1 ft-k OK C = 0.3125 in r = 0.465 in _ h = 0.00 in Column /Interaction Check Pu = 0.0 k 4PN = 313.5 k LUNBRACED STRONG = 1.00 ft Pet = 135755.0 k kSTRONG = 1 P = 0 k LUNBRACED WEAK = 1.00 ft B = 1.00 kWEAK = 1 M = 20.9 ft -k Cm = 1 M„= M 20.91 ft-k a= 1 I Interaction Ratio = 0.29 2106 PACIFIC AVENUE, SUITE 300 �■ TACOMA WASHINGTON 98402 T 253.6274367 F 253.627.4395 Hi , W W W. BCRAENGINEERING.COM ' K 6 pro Retail (Outlot) sheet no location Tigard, OR dote 4/3/2012 job no. 10053 by AC Beam Calculation (pa(airJ hint) Section I HSS8X6X3 /16 V E = 29000 ksi Span Type = simple L= 22 ft (Ht, • 31 SCF pi . (IV IV ) Loads Load Case WL P = k a = 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 A = 0.399 0.000 0.000 0.000 0.399 (in) = U? 661 - - - 661 Ultimate Load Check M. = 9.3 ft -k b b/t = 31.5 V. = 1.7 k h/t,,,, hit = 43.0 Lb = 22.0 ft kp,8 = 28.1 Cb = 1 kp.web.bend. = 60.8 F = 46 ksi Xr,fig.bend. = 35.2 Z. = 13 in3 kr,we b,bend. = 143.1 Zr = 10.7 in NON- COMPACT S.= 10.9 in' S = 9.39 in' ``013 = 0.9 1, = 43.7 in ;oM 44.9 ft-k l = 28.2 in4 r = 3.06 in L. = - ft r = 2.46 in L _ - ft A = 4.67 in' J = 53.7 in I y'mn = 41.4 ft -k OK I C = 0.1875 in rte = 0.459 in h = 0.00 in Columnllnteraction Check Pu = 0.0 k 4tPN = 176.5 k LUNBRACED STRONG = 1.00 ft P = 86859.4 k ksTRONG = 1 R.= 0 k LUNBRACED WEAK = 1.00 ft B = 1.00 kwEAK = 1 M = 9.3 ft -k Cm = 1 M, = Mr = 9.29 ft -k a= 1 I Interaction Ratio = 0.221 2106 PACIFIC AVENUE, SUITE 300 TACOMA WASHINGTON 9$402 T 253.627.4367 F 253.6274393 , WWW.BCRAENGINEERING.COM , w project Retail (Outlot) sheet no. x location Tigard, OR date 4/3/2012 job no. 10053 b AC Beam Calculation (QALaPGt bllti' 1 Section HSS8X6X5/8 V E = 29000 ksi Span Type = simple L= 33 ft WL ` "YZ PS, h ('1'/2 12i) Loads Load Case WL P = k ai = ft P2 = k a = ft P k a = ft w = 0.176 klf W = klf Svc Load Comb Factor = 1.0 Ult Load Comb Factor = 1.6 Deflection Check Svc Load Load Case WL - - - Comb Di„iAX = 1.421 0.000 0.000 0.000 1.421 (in) = U? 279 - - - 279 Ultimate Load Check M. = 38.3 ft -k b b/t = 7.3 V„ = 4.6 k h/t„ y , h/t = 10.8 L = 33.0 ft k = 28.1 CI) = 1 Xp,web,bend. = 60.8 F = 46 ksi ?r.lq.bend. = 35.2 4 = 36.1 in' kr,web,bend. = 143.1 Z = 29.5 in' COMPACT S. = 28.5 in' S = 24.1 in' 'Fb = 0.9 I 114 fin' OM 124.5 ft -k l = 72.3 in' r 2.85 in Lp= - ft r 2.27 in Lr= - ft A= 14 in` J = 150 in' ( ga'An = 124.5 ft-k OK 1 C„,= 0.625 in r„ = 0.486 in h = 0.00 in Column /Interaction Check Pu = 0.0 k 4P = 578.4 k LUNBRACED STRONG = 1.00 ft P = 226589.7 k kw = 1 Pr = 0 k LUNBRACED wEAK = 1.00 ft BT = 1.00 k byEAK = 1 M = 38.3 ft-k Cm = 1 M.= M = 38.33 ft -k a= 1 I Interaction Ratio = 0.311 2106 PACIFIC AVENUE, SUITE 300 Nb. TACOMA WASHINGTON 98402 T 253.627.4367 F 253.627.4395 Hi i WWW. BCRAENGINEERING.COM ■811nnw.- 47, (.4 `J pralect Retail Store Outlot sheet �o. location Tigard, OR date 4/6/2012 job no. 10053 by AC Beam Calculation Girt (Mid Height) Section HSS8X8X5 /8 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 A mAx = 1.070 0.123 0.266 0.000 1.193 (in) = L/7 359 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 kp,flg,bend. = 28.1 Cb = 1 X p,web,bend. = 60.8 F = 46 ksi k�e = 35.2 Z = 44.7 ire Xr,web,bend. = 143.1 Z = 44.7 in COMPACT S = 36.5 in' S 36.5 in `G b 0.9 Ix = 146 in cPM = 154.2 ft -k l = 146 in' r 2.99 in Lp= - = 2.99 in L = - ft r A = 16.4 in` J = 244 in' I v%M9 = 154.2 ft-k OK I C W - = Oin rt6 = 0.000 in h = 0.00 in Column /Interaction Check Pu = 0.0 k OPN = 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 MM = 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 , 1 , WWW. FCRAENGINEERING.COM ,,' "q project Retail Store Outlot sheet no. y location Tigard, OR dote 4/6/2012 job no. 10053 by AC Beam Calculation Girt (Mid Height) Section I HSS8X8X1/4 : v E = 29000 ksi Span Type = simple L = 22 ft to pSf Loads Load Case WL DL S P = 0.400 0.840 k a = 3.00 3.00 ft P2 = 0.400 0.840 k a = 19.00 19.00 ft P3 = 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 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 bit = 31.3 V„ = 4.3 k h/t,„, h/t = 31.3 Lb = 22.0 ft Xp,11g,band, = 28.1 Cb = 1 Xp,web,bend. = 60.8 F = 46 ksi Xr.ng,bend. = 35.2 Z.= 20.5 in Xr,web,bend. = 143.1 Z = 20.5 in NON - COMPACT S = 17.7 in S 17.7 in 4%b 0.9 1 .= 70.7 in" yM = 70.7 ft -k l = 70.7 in' r"= 3.15 in Lp= -ft r 3.15 in L.= ft A= 7.1 irr J = 111 in I y = 66.4 ft -k OK C W- = O in rt. = 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 Pr = 0 k LUNBRACED wEAK = 1.00 ft B = 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 TACOMA WASHINGTON 98402 ��+ T 253.6274367 F 253.627.4395 Hi ' WWW.BCRAENGINEERING.COM ■� 3�10 project Retail Store Outlot sheer no. location Tigard, OR dote 4/6/2012 job no. 10053 by AC Beam Calculation Girt (Mid Height) Section 1 HSS8X8X1/4 1 V , E = 29000 ksi Span Type = simple L = 20 ft Vol 2c-t ?sr Loads Load Case WL DL S P = k a, = ft P2 = k a = ft P3 = k a = ft w = 0.300 klf W= klf Svc Load Comb Factor = 1.0 Ult Load Comb Factor = 1.6 Deflection Check Svc Load Load Case WL DL S - Comb 41x = 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 a.p,n = 28.1 Cb = 1 Ap web.bend. = 60.8 F = 46 ksi lr.tlg.bend = 35.2 Z = 20.5 in' Xr.web,bend. = 143.1 Z = 20.5 in' NON - COMPACT S.= 17.7 in' S 17.7 in' r b= 0.9 I = 70.7 in' rpM = 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 I Cw= 0 in' r„ = 0.000 in h = 0.00 in Column /Interaction Check Pu = 0.0 k +PN = 293.3 k LUNBRACED STRONG = 1.00 ft P = 140525.3 k kSTRONG = 1 P = 0 k LUNBRACEDwEAIC = 1.00 ft B = 1.00 k wEAK = 1 M 24.0 ft -k Cm = 1 M„ = M = 24.00 ft -k a= 1 1 Interaction Ratio = 0.361