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/04e/,,,ithe RECEIVED APR 1 1 2012 1 , 1 CITY OF TIGARD BUILDING DIVISION 0 Walmart Store No. 5935 Tigard OR O _ 0 I, Structural Calculations 0 U ° --BU -- BuP 2©c•z — City of Tigard Prepared For: Ap proved Plans Walmart = By D ate 2`3 Z t '�^ C � R U T U ` C 5� C Q ` .o P # o / /QPEE 9l OFFICE COPY � OREGON , � 41 Y 13 A, t c r soN 4C0 EXPIRES 3013 BCRA I I I I 1 ARCHITECTURE • CIVIL ENGINEERING • STRUCTURAL ENGINEERING • LAND USE PLANNING • INTERIOR DESIGN • GRAPHIC DESIGN qq 0 V � • 1 U 3 3 3 Walmart Store No. 5935, Tigard OR N O f 0 F 11. 0 Structural Calculations O Prepared For: h Walmart W z � �3G T UR co Ep PRO. 4 * /4oPEdP l OREGON , 4 1Y13 ) thif1P/J0 NK■S Xf'IRES11301_.W BCRA ARCHITECTURE • CIVIL ENGINEERING • STRUCTURAL ENGINEERING • LAND USE PLANNING • INTERIOR DESIGN • GRAPHIC DESIGN iii Table of Contents Design Criteria Pg. 1 -1 to Pg. 1 -6 Gravity Design Pg. 2 -1 to Pg. 2 -35 Lateral Design Pg. 3 -1 to Pg. 3 -58 I I Building Division T I G A h U Current Codes for the City of Tigard Building Design Information • Snow Load - OSSC 1608- 25 psf • Residential Prescriptive Seismic Site Class — D1 - ORSC R301.2.2 • Seismic Site Class - OSSC 1613.5.2 - D (Unless otherwise determined by Geotechnical report) • Wind Load - OSSC Figure 1609 - 95 mph - 3- second gust wind speed = OSSC Table 1609.3.1 - 80 mph fastest mile wind speed • Exposure Categories- OSSC 1609.4.3 2010 Oregon Structural Specialty Code (OSSC) is based on the 2009 International Building Code, and includes amendments that are Oregon - specific. The OSSC covers commercial construction, certain apartments, transient lodging such as hotels and motels, and certain residential structures that are subject to licensure by the Oregon Department of Human Services. 2010 Oregon Mechanical Specialty Code (OMSC) is based on the 2009 International Mechanical Code, and 2003 International Fuel Gas Code, and includes Oregon amendments. 20e8-Oregon Plumbing Specialty Code (OPSC) is based on the-2896-Edition of the Uniform Plumbing Code. 2011 109 Oregon Electrical Specialty Code (OESC) is based on the 2968- National Electrical Code. lof atikrsert 406 8-Oregon Residential Specialty Code (ORSC) is based on-2996 Edition of the International Residential Code. 2010 Oregon Fire Code (OFC) is based on 2009 Edition of the International Fire Code, and includes Oregon amendments. If you have any questions please call Dan Nelson at 503.718.2436. Appendix chapters and related documents are available on the State of Oregon Building Codes web page. www.cbs. state. onus /external /bcd/codeprograms I:\Buil ding \Forms \CurrentBuildingCodes,doc 2/9/07 MSRMaps: Print Page 1 of 1 Send To Printer Back To MSR Maps Change to 11x17 Print Size Remove Grid Lines Change to Landscape MUMS Portland, Oregon, United States 31 May 2002 122W 45' 53" 122W 45' 16" 122W 44' 39" ( ' L — 122 .76473 — 122.75450 -122.74427 51. 400.0 519 200.0 520,000.0 45N 26' 29 " -' • 5N 26' 28" 45.441 - ' 5.44124 5,032,000 ' • / ` — { 5,032,000.0 ` f s o t: lig nil 45N 26' 03 r' 5N 26' 03" 45A I.: - 5A3404 5,031,200.' , 5,031,200.0 9 a :sir i i .- . , I :: t 7 " a • , I 1, 45N 25' 37 45N 25' 37" 45 .42.: •. i # .,. . .. � "-• • 5.42684 5,030,400. • .. 5,030,400.0 r L OP 4 0 45N 25' 111122W 45' 53" 122W 45' 17" 45N 25' 11" 45.41960- 122.76482 — 122.75459 45.41963 5,029,600.0518,400.0 .519,200.0 .5,029,600.0 122W 44' 40" — 122.74437 520,000.0 t" I Y� ,. 400' 60 0 ' Image courtesy of the U.S. Geological Survey © 2010 Microsoft Corporation. Terms of Use Privacy Statement http:// msrmaps .com/printimage.aspx?T= 4 &S =12 &X= 649 &Y = 6288 &Z =10 &P= Portland %... 3/16/2012 Conterminous 48 States - 3 2005 ASCE 7 Standard Latitude = 45.43408000000001 Longitude = - 122.75450000000001 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B- Fa= 1.0,Fv =1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 0.950 (Ss, Site Class B) 1 0 (St, 5 /4r cuss 8) 2106 PACIFIC AVENUE, SUITE 200 WASHINGTON / TACOMA WASHIHINGTON 9844 02 T 253.6274367 F 253.627.4395 , , , W W W.6CRAENGINEERING.COM project Walmart sheet no. l - � location Tigard, OR dote 3/28/12 job no. 10053 by BJJ Seismic Loads (IBC 2009 - ASCE 7 -05) S = (2002 USGS Seismic Hazards Maps) S = fiY41,1 (2002 USGS Seismic Hazards Maps) R = y =?+ (ASCE 7 -Table 12.2 -1) Building Type Special Reinforced CMU shear S2 = s r (ASCE 7 -Table 12.2 -1) walls Occupancy Category Seismic Use Group Importance Factor 1.00 Soil Site Class Building Height (ft) `$ Structure Period T = C (h C = ,!, ; (ASCE 7 -Table 12.8 -2) x = s a _ (ASCE 7 -Table 12.8 -2) = 0.15 sec Sos = 2/3 Sms Sms = F * S F = _ ;1(l a F (ASCE 7 - Table 11.4 -1) .,. s = 1.07 = 0.71 SD1 = 2/3 S S = F„ * S F„ _ ; .1 (ASCE 7 - Table 11.4 -2) = 0.59 = 0.39 Seismic Design Category Base Shear V= C C = SDS / (R/I) (ASCE 7 - Eqn. 12.8 -2) = 0.142 CONTROLS Max C = SD1 / (R/I) * T (ASCE 7 - Eqn. 12.8 -3 for T < =T = 0.516 Min C = 0.01 (ASCE 7 - Eqn. 12.8 -5) = 0.010 Where S >= 0.6g Min C = 0.5 * S / (WI) (ASCE 7 - Eqn. 12.8 -6) = 0.034 2706 PACIFIC AVENUE, SUITE 300 / RA TACOMA WASHINGTON 98402 g ■■ \v, T 253.627.4367 F 253.627.4395 , / , WWW. BCRAENGINEERING.COM project Walmart sheet no. \ , S location Tigard, OR date 3/28/2012 job no. 10053 by BJJ 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 = 21.0.ft Parapet Height (ft) h = 2ft Exp. Coefficient @ h =21ft K = 0.91 (ASCE -7 Table 6 -3) Exp. Coefficient @ h =25ft K = 0.94 (ASCE -7 Table 6 -3) Topographic Coefficient K = 1.0 (ASCE -7 Figure 6-4) Directionality Coefficient K = 0.85 (ASCE -7 Table 6 -4) a = 0.4 *h = 8.4 ft Corner / Edge Zone = 27.5 ft = 0.1 *L = �� ft = .04 *L qh = 0.00256 K K K V I = 17.9 psf (ASCE Eq. 6 -15) q = 0.00256 K Ic K V I = 18.5 psf (ASCE Eq. 6 -15) Main Force Resisting System p = qh * [(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 10.4 psf Figure 6 -10 Roof 2 -0.69 ±0.18 -15.5 psf Leeward 4 ! -0.29 ±0.18 -8.4 psf Sidewall 5 & 6 -0.45 ±0.18 -11.3 psf Windward Corner 1E 0.61 ±0.18 14.1 psf Roof Corner 2E r` -1.07 ±0.18 -22.3 psf Leeward Corner 4E -0.43 ±0.18 -10.9 psf Windward + Leeward (Typ) 0.69 12.3 psf Windward + Leeward (Corner) 1.04 18.6 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 = 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 -19.3 psf Figure 6 -11A Roof Typical 1 0.20 ±0.18 6.8 psf Figure 6-11B Roof Edges 2 -1.10 ±0.18 -22.9 psf Based on 100 SF Wall Typical 4 -0.81 ±0.18 -17.7 psf Wall Corner (Neg) 5 -0.99 ±0.18 -20.9 psf Canopies (Typ) -1.70 -30.4 psf Canopy - From Overhang Canopies (@ Corner) -2.80 -50.0 psf values in Fig 6-11B Parapets 4 1.70 31.4 psf 5 1.70 31.4 psf project Walmart sheet no. k , 6 location Tigard, OR date 3/28/2012 job no. 10053 by BJJ Design Criteria Summary Dead Loads Roof (Typ) Metal Deck & Insulation 6 psf Joist 2 psf Joist Girder 1 psf Mechanical & Electrical 4 psf 13 psf (Beam DL) Roof (Shaded Area) Metal Deck & Insulation 6 psf Joist 2 psf Joist Girder 1 psf Mechanical & Electrical 8 psf 17 psf (Beam DL) Additional Superimposed at Specific Location Exhaust Hood 200 lb Pipe Drain 70 plf RTU Units See Schedule Joist Load (5 locations per joist) 250 lb Live Loads Roof Live Load 20 psf Additional Superimposed at Specific Location 10 psf Snow Loads Roof Live Load (snow + 5 psf rain) 30 psf Deflection Criteria Roof LL L/240 Roof DL + LL L/180 ITECTURE TACO PACT E'C AVE SUITE 300 A ENGI RCry NEERING fi R TACOMA WASHINGTON ATE 916402 INTERIOR DESIGN 255 6274367 K 253.627.4393 LAND USE PLANNING iii WWW. ARCHITECT3ICIA.COM GRAPHIC DESIGN . e..... e..... _ a pse Walmart Store #5935-00 sheaf no. 1 - iocoo Tigard. OR _ - 1 ass 4/9/2012 job n.. , 10053 I ' by LDJ WALMART Loading DL 13 psf DL = 17 psf LL 20 psf LL 10 psf (Colateral Load - see note 6/S3 SL 30 psf pr = 22.0 psf WL 10 psf Ponding 22 psf Typical Snow Loading Length Mario Size (ft) Spacing w (pit) w (pit) wit (pff) wsL (Of) W (Pff) S1 (plt) X (ft) J1 30K 55.7 5.73 74.5 114.6 189.1 171.9 246.4 504 19.7 J2 30K 55.7 6.00 78.0 120.0 198.0 180.0 258.0 528 19.7 J2A 30K 55.7 6.00 102.0 120.0 222.0 180.0 282.0 533 19.7 J3 30K 55.7 6.06 103.0 121.2 224.2 181.8 284.8 533 19.7 J5 30K 20.0 6.00 78.0 120.0 198.0 180.0 258.0 J5A 30K 20.0 6.00 102.0 120.0 222.0 180.0 282.0 J7 30K 9.7 6.17 104.9 123.4 228.3 185.1 290.0 506 18 4 J9 30K 60.0 6.00 78.0 120.0 198.0 180.0 258.0 J9A 30K 60.0 6.00 78.0 120.0 198.0 180.0 258.0 J9B 30K 60.0 6.00 102.0 120.0 222.0 180.0 282.0 J10 30K 60.0 6.12 104.0 122.4 226.4 183.6 287.6 238 8.7 J10A 30K 60.0 6.12 104.0 122.4 226.4 183.6 287.6 238 8.7 J11 30K 35.2 4.57 77.7 91.4 169.1 137.1 214.8 - 361 17.6 J12 30K 35.2 5.63 95.7 112.6 208.3 168.9 264.6 . 445 17.6 J12A 30K 35.2 5.63 95.7 112.6 208.3 168.9 264.6 445 17.6 J13 30K 30.0 5.73 74.5 114.6 189.1 171.9 246.4 344 13.3 J14 30K 60.0 6.00 78.0 120.0 198.0 180.0 258.0 J15 30K 60.0 6.12 104.0 122.4 226.4 183.6 287.6 J16 30K 60.0 5.63 95.7 112.6 208.3 168.9 264.6 J16C 30K 60.0 5.63 95.7 168.9 264.6 225.2 320.9 J17 30K 37.2 5.73 74.5 114.6 189.1 171.9 246.4 435 17.1 J19 30K _ 51.7 6.00 102.0 120.0 222.0 180.0 282.0 528 19.7 J19A 30K 51.7 5.92 77.0 118.4 195.4 177.6 254.6 521 19.7 J20 30K 51.7 6.12 104.0 122.4 226.4 183.6 287.6 - 539 21.0 J21 30K 51.7 5.63 95.7 112.6 208.3 168.9 264.6 495 21.0 J22 30K 51.7 5.63 95.7 112.6 208.3 168.9 264.6 529 29.7 J23 30K 51.7 2.25 29.3 45.0 74.3 67.5 96.8 193 19.7 J27 30K 30.0 2.25 29.3 45.0 74.3 67.5 96.8 135 13.3 J29 30K 25.0 2.87 37.3 57.4 94.7 86.1 123.4 63 4.9 J30 30K 13.8 2.87 37.3 57.4 94.7 86.1 123.4 218 17.1 J31 30K 55.7 3.03 51.5 60.6 112.1 90.9 142.4 267 19.7 J33 30K 9.7 3.09 52.5 61.8 114.3 92.7 145.2 253 18.4 J34 30K 24.8 3.09 52.5 61.8 114.3 92.7 145.2 _ 120 8.7 J35 30K 35.2 2.82 47.9 56.4 104.3 84.6 132.5 445 17.6 J39 30K 17.6 2.82 47.9 56.3 104.2 84.5 132.3 265 29.7 J42 30K 51.7 2.96 38.5 59.2 97.7 88.8 127.3 260 19.7 J43 30K _ 11.7 5.73 74.5 114.6 189.1 171.9 246.4 298 11.6 J43A 30K 11.7 5.73 74.5 114.6 189.1 171.9 246.4 298 11.6 J438 30 11.7 5.37 69.8 107.4 177.2 161.1 230.9 279 11.6 J44 30K 1t7 2.50 32.5 50.0 82.5 75.0 107.5 130 11.6 J45 30K 60.0 5.73 74.5 114.6 189.1 171.9 . 246.4 J47 30K 51.7 5.73 74.5 114.6 189.1 171.9 246.4 298 11.6 J47A 30K 51.7 5.73 74.5 114.6 189.1 171.9 246.4 298 1t6 J47B 30K 51.7 5.37 _ 69.8 107.4 177.2 161.1 230.9 279 11.6 J48 30K 51.7 2.50 32.5 50.0 82.5 75.0 107.5 130 11.6 • 2106 PACING AVENUE, SUITE 30C AICXITECTU RE -RA TACOMA WASX�NGTON 91101 ENGINEERING I� . 138627/367 �' 2!3.617.1'.95 INTERIOR U DESIGN M^MW.ARCXITEC?S6ClA.GOM LAND USE 'N PIAN NING �C GRAPHIC DESIGN protect Walmart Store *5935 -00 sheet no. - wc , Tigard, OR I dote 4/9/2012 t1e 1e. 10053 I by LDJ I Parallel Snow Drift Loading Mark I Size Length (ft) Spacing Mx (pit) wu (Pit) vin. (Pit) wsi. (pit) WTL (Pit) Pa (Psf) X (ft) J1 30K 55.7 5.73 74.5 114.6 189.1 409.2 483.7 75 16.8 J3 30K 55.7 6.06 103.0 121.2 224.2 423.9 526.9 75 16.8 J6 30K 20.0 6.06 103.0 121.2 224.2 423.9 526.9 75 16.8 J4 30K 20.0 5.73 74.5 114.6 189.1 424.4 498.9 76 18.2 J7 30K 9.7 6.17 104.9 123.4 228.3 435.5 540.4 76 17.1 J8 30K 60.0 5.73 74.5 114.6 189.1 444.1 518.6 81 18.2 J9A 30K 60.0 6.00 78.0 120.0 198.0 336.5 414.5 61 13.6 J9B 30K 60.0 6.00 102.0 120.0 222.0 336.5 438.5 61 13.6 J10A 30K 60.0 6.12 104.0 122.4 226.4 433.3 537.3 76 17.1 J12A 30K 35.2 5.63 95.7 112.6 208.3 438.8 534.5 81 18.2 J13 30K 30.0 5.73 74.5 114.6 189.1 444.1 518.6 81 18.2 J13A 30K 60.0 6.00 78.0 120.0 198.0 457.8 535.8 81 18.2 J14A 30K 60.0 5.92 77.0 118.4 195.4 430.1 507.1 77 17.3 J16A 30K 60.0 5.63 95.7 112.6 208.3 438.8 534.5 81 18.2 J16B 30K 60.0 5.63 95.7 . 168.9 264.6 495.1 590.8 81 18.2 J17 30K 37.2 5.73 74.5 114.6 189.1 444.1 518.6 81 18.2 J18 30K 50.0 5.92 77.0 118.4 195.4 430.1 507.1 _ 77 17.3 J19A 30K 51.7 5.92 77.0 118.4 195.4 430.1 507.1 L ___ 77 17.3 J22 30K 51.7 5.63 95.7 112.6 208.3 438.8 534.5 I 81 18.2 J23 30K 51.7 2.25 29.3 45.0 74.3 195.6 224.9 75 16.8 J24 30K 20.0 2.25 29.3 45.0 74.3 198.8 228.0 76 17.7 J25 30K _ 39.3 2.25 29.3 45.0 74.3 209.2 238.5 81 18.2 J26 30K 20.7 2.25 29.3 45.0 74.3 209.2 238.5 81 18.2 J27 30K 30.0 2.25 29.3 45.0 74.3 161.7 190.9 60 13.3 J28 30K 30.0 2.87 37.3 57.4 94.7 259.0 296.3 81 18.2 J29 30K 25.0 2.87 37.3 57.4 94.7 259.0 296.3 81 18.2 J30 30K 13.8 2.87 37.3 57.4 94.7 259.0 296.3 81 18.2 J31 30K 55.7 3.03 51.5 60.6 112.1 252.9 304.4 75 16.8 J32 30K 20.0 5.45 92.7 109.0 201.7 396.0 488.7 75 16.8 J33 30K 9.7 3.09 52.5 61.8 114.3 260.4 312.9 76 17.1 J34 30K 24.8 3.09 52.5 61.8 114.3 260.4 312.9 76 17.1 J35 30K 35.2 2.82 47.9 56.4 104.3 255.1 303.0 81 18.2 J36 30K 30.0 2.82 47.9 56.4 104.3 255.1 303.0 81 18.2 J37 30K 25.0 2.82 47.9 84.6 132.5 283.3 331.2 81 18.2 J38 30K 30.0 2.82 47.9 84.6 132.5 283.3 331.2 81 18.2 J39 I 30K 17.6 2.82 47.9 56.3 104.2 254.7 302.5 81 18.2 J40 30K 12.8 2.96 38.5 592 97.6 253.9 292.4 77 17.3 J41 30K 60.0 2.96 38.5 59.2 97.6 253.9 292.4 77 17.3 J42 30K 51.7 2.96 38.5 59.2 97.6 253.9 292.4 77 17.3 J43A 30K 11.7 5.73 74.5 114.6 189.1 148.7 223.2 30 6.6 J43B 30K _ 11.7 5.37 69.8 107.4 177.2 148.2 218.0 30 6.6 J44 30K 11.7 2.50 32.5 50.0 82.5 101.6 • 134.1 30 6.6 J45A 30K 60.0 5.73 74.5 114.6 189.1 148.7 223.2 30 6.6 J45B 30K 60.0 5.37 69.8 107.4 177.2 148.2 218.0 30 6.6 .146 30K 60.0 2.50 32.5 50.0 82.5 101.6 134.1 30 6.6 .147 30K 51.7 5.73 74.5 114.6 189.1 148.7 223.2 30 6.6 J47A 30K 51.7 5.73 74.5 114.6 189.1 148.7 223.2 30 6.6 J47B 30K 51.7 5.37 69.8 , 107.4 177.2 148.2 218.0 30 6.6 .148 30K 51.7 2.50 32.5 50.0 82.5 101.6 134.1 30 6.6 2106 PACIFIC AVENUE. SUITE 300 ARCHITECTURE ENGINEERING TACOMA WASHINGTON 98F 02 t 253.627 6367 P 253 627/795 INTERIOR DESIGN ■ WWW.ARCHITECTS►CRA.COM LANG USE fE GRAPHIC DESIG DESIGN N project Walmart Store #5935 -00 sheet no.1. • location Tigard, OR date 4/9/2012 job no. 10053 by LDJ WALMART Loading From Joist Loads Depth Length Mark (in) (ft) Joist 1 Joist 2 Joist 3 Joist 4 Joist 5 Joist 6 Joist 7 Joist 8 Joist 9 Joist 10 JG1 60 37.67 Joist Left J1 J1 J1 J1 J2 J2 P 2.07 2.07 2.07 2.07 3.37 3.37 P 3.19 3.19 3.19 3.19 3.34 3.34 Psi_ 11.39 11.39 11.39 11.39 5.62 5.62 P 13.46 13.46 13.46 13.46 8.99 8.99 Spacing from Near (ft) 4.50 9.00 14.73 20.46 26.19 31.92 Joist Right J4 J4 J4 J4 J5 J5 Poi_ 0.74 0.74 0.74 0.74 0.78 0.78 P 1.15 1.15 1.15 1.15 1.20 1.20 Psi_ 4.24 4.24 4.24 4.24 1.80 1.80 PTL 4.99 4.99 4.99 4.99 2.58 2.58 PTL (D + (Lr or S) + Lcolateral) 18.5 18.5 18.5 18.5 11.6 11.6 JG2 60 37.67 Joist Left J4 J4 J4 J4 J5 J5 P 0.74 0.74 0.74 0.74 0.78 0.78 P 1.15 1.15 1.15 1.15 1.20 1.20 Psi_ 4.24 4.24 4.24 4.24 1.80 1.80 P 4.99 4.99 4.99 4.99 2.58 2.58 Spacing from Near (ft) 4.50 9.00 14.73 20.47 26.20 31.94 Joist Right J8 J8 J8 J8 J9 J9 Poi_ 2.23 2.23 2.83 3.03 2.54 2.34 P 3.44 3.44 3.44 3.44 3.60 3.60 Ps 13.32 13.32 13.32 13.32 5.40 5.40 PT 15.56 15.56 16.16 16.36 7.94 7.74 PTL (D + (Lr or S) + Lcolateral) 20.5 20.5 21.1 21.3 10.5 10.32 JG3 60 37.67 Joist Left J8 J8 J8 J8 J9 J9 Poi_ 2.23 2.23 3.13 3.93 3.14 2.34 P 3.44 3.44 3.44 3.44 3.60 3.60 Psi_ 13.32 13.32 13.32 13.32 5.40 5.40 PTL 15.56 15.56 16.46 17.26 8.54 7.74 Spacing from Near (ft) 4.50 9.00 14.73 20.47 26.20 31.94 Joist Right J13 J13 J13A J13A J13A J13A Poi_ 1.12 1.12 3.54 3.54 2.34 2.34 P 1.72 1.72 3.60 3.60 3.60 3.60 Psi_ 6.66 6.66 13.73 13.73 13.73 13.73 P 7.78 7.78 17.27 17.27 16.07 16.07 PTL (D + (Lr or s) + Lcolateral) 23.3 23.3 33.7 34.53 24.61 23.81 2106 7AC/EK AVENUE. SUITE 200 ARCHITE TACOMA WASXINGTON 9N07 ENGINE T 255.6276567 252.627.4395 INTERIOR DESIGN WWW.ARCHIIECTSICRA.COM LAND USE C IG GRAPHIC D DESESIGN pro)ecr Walmart Store #5935 -00 it no. 7,- loci Tigard, OR al>f. 4/9/2012 )ob DO 10053 by LDJ WALMART Loading From Joist Loads Depth Length Mark (in) (ft) Joist 1 Joist 2 Joist 3 Joist 4 Joist 5 Joist 6 Joist 7 Joist 8 Joist 9 Joist 10 JG4 60 28.67 Joist Left J13A J13A J13A J13A P 3.14 3.14 2.74 2.34 P 3.60 3.60 3.60 3.60 Psi. 13.73 13.73 13.73 13.73 PTL 16.87 16.87 16.47 16.07 Spacing from Near (ft) 5.73 11.47 17.20 22.94 Joist Right J13A J13A J13A J13A P 2.34 3.14 3.14 2.34 PLL 3.60 3.60 3.60 3.60 Psi_ 13.73 13.73 13.73 13.73 PTL 16.07 16.87 16.87 16.07 PTL (D + (Lr or s) + LcGlateral) 32.9 33.7 33.3 32.15 JG5 60 47.33 Joist Left J2 J2 J2 J2 J2 J2 J2 PDL 2.17 2.17 2.17 2.17 2.17 2.17 2.17 P 3.34 3.34 3.34 3.34 3.34 3.34 3.34 PsL 5.62 5.62 5.62 5.62 5.62 5.62 5.62 PTL 7.79 7.79 7.79 7.79 7.79 7.79 7.79 Spacing from Near (ft) 5.92 11.83 17.75 23.67 29.58 35.50 41.41 Joist Right J5 J5 J5 J5 J5 J5 J5 Poi_ 0.78 0.78 0.78 0.78 0.78 0.78 0.78 P 1.20 1.20 1.20 1.20 1.20 1.20 1.20 P 1.80 1.80 1.80 1.80 1.80 1.80 1.80 Pm 2.58 2.58 2.58 2.58 2.58 2.58 2.58 PTL (D + (U or s) + Lcalaterol) 10.4 10.4 10.4 10.37 10.37 10.37 10.37 JG6 60 47.33 Joist Left J5 J5 J5 J5 J5 J5 J5 PDL 0.78 0.78 0.78 0.78 0.78 0.78 0.78 PLL 1.20 1.20 1.20 1.20 1.20 1.20 1.20 PSL 1.80 1.80 1.80 1.80 1.80 1.80 1.80 Pm 2.58 2.58 2.58 2.58 2.58 2.58 2.58 Spacing from Near (ft) 5.92 11.83 17.75 23.67 29.58 35.50 41.41 Joist Right J9 J9 J9 J9 J9 J9 J9 PDL 2.34 2.34 2.34 2.34 2.34 2.34 2.34 PLL 3.60 3.60 3.60 3.60 3.60 3.60 3.60 PsL 5.40 5.40 5.40 5.40 5.40 5.40 5.40 PR 7.74 7.74 7.74 7.74 7.74 7.74 7.74 P (D + (Lr or s) + LcDlateraI) 10.3 10.3 10.3 10.3 10.3 10.3 10.3 1106 ARCHITECTURE PACHK AVENUF. SURE ]00 I ^ ' j 723062 43 'G2 67 1 33 .419601 ENGINEERING B .�I / / L /I 1t.6t7.didf 507.4193 INTERIOR DESIGN T 1 FL- ( \�►j /}•� \1 KH1TEC75KlA.CON LAND USE IC WWW.A DESIGN , GRAPHIC DESIGN 1.0111<1 Walmart Store #5935 -00 sheet no. 2 -S location Tigard, OR aae 4/9/2012 job no. 10053 M LDJ WALMART Loading From Joist Loads Depth Length Mark (in) (ft) Joist 1 Joist 2 Joist 3 Joist 4 Joist 5 Joist 6 Joist 7 Joist 8 Joist 9 Joist 10 JG7 60 47.33 Joist Left J9 J9 J9 J9 J9 J9 J9 PDL 2.34 2.34 2.34 2.34 2.34 2.34 2.34 P LL 3.60 3.60 3.60 3.60 3.60 3.60 3.60 PsL 5.40 5.40 5.40 5.40 5.40 5.40 5.40 Pm 7.74 7.74 7.74 7.74 7.74 7.74 7.74 Spacing from Near (ft) 5.92 11.83 17.75 23.67 29.58 35.50 41.41 Joist Right J14 .114 .114 J14 J14 J14 J14 PDL 2.34 2.34 2.34 4.34 4.34 4.34 2.34 P . 3.60 3.60 3.60 3.60 3.60 3.60 3.60 PsL 5.40 5.40 5.40 5.40 5.40 5.40 5.40 Pm 7.74 7.74 7.74 9.74 9.74 9.74 7.74 PTL (D + (Lr or S) + Lcolateral) 15.5 15.5 15.5 17.5 17.5 17.5 15.5 JG8 60 47.33 Joist Left J14 .114 J14 .114 J14 J14 .114 P m_ 2.34 2.34 2.34 3.34 3.34 3.34 2.34 P 3.60 3.60 3.60 3.60 3.60 3.60 3.60 PSL 5.40 5.40 5.40 5.40 5.40 5.40 5.40 Pn 7.74 7.74 7.74 8.74 8.74 8.74 7.74 Spacing from Near (ft) 5.92 11.83 17.75 23.67 29.58 35.50 41.41 Joist Right J14 J14 J14 .114 J14 J14 J14 Poi. 2.34 2.34 2.34 2.34 2.84 2.84 2.84 PLL 3.60 3.60 3.60 3.60 3.60 3.60 3.60 P 5.40 5.40 5.40 5.40 5.40 5.40 5.40 P 7.74 7.74 7.74 7.74 8.24 8.24 8.24 PTL (D + (Lr or S) + Lcolateral) 15.5 15.5 15.5 16.5 17.0 17.0 16.0 JG8A 60 47.33 Joist Left .114 J14 J14 .114 J14 .114 J14 P 2.34 2.34 2.34 2.34 4.34 4.34 4.34 P a 3.60 3.60 3.60 3.60 3.60 3.60 3.60 PSL 5.40 5.40 5.40 5.40 5.40 5.40 5.40 PR 7.74 7.74 7.74 7.74 9.74 9.74 9.74 Spacing from Near (ft) 5.92 11.83 17.75 23.67 29.58 35.50 41.41 Joist Right J14 J14 J14 J14 J14 .114 J14 Pm 1.95 1.95 1.95 1.95 2.95 2.95 2.95 P 3.00 3.00 3.00 3.00 3.00 3.00 3.00 PsL 4.50 4.50 4.50 4.50 4.50 4.50 4.50 Pm 6.45 6.45 6.45 6.45 7.45 7.45 7.45 P (D + (Lr or s) + Lcoletera) 14.2 14.2 14.2 14.2 17.2 17.19 17.19 JG9 60 47.33 Joist Left J14 J14 J14 J14 .114 J14 J14 PDL 2.34 2.34 2.34 2.34 4.34 4.34 4.34 PLL 3.60 3.60 3.60 3.60 3.60 3.60 3.60 P 5.40 5.40 5.40 5.40 5.40 5.40 5.40 P 7.74 7.74 7.74 7.74 9.74 9.74 9.74 Spacing from Near (ft) 5.92 11.83 17.75 23.67 29.58 35.50 41.41 Joist Right J19 .119 .119 J19 J19 J19 J19 P 2.64 2.64 2.64 2.64 2.64 2.64 2.64 P 3.10 3.10 3.10 3.10 3.10 3.10 3.10 • P 9.19 9.19 9.19 9.19 9.19 9.19 9.19 2106 PLOW AVENUE, SUITE NV i 1 ° N 4 TACOMA WASHINGTON 911602 E T 253.627E367 F 253. 627.6395 INTERRIOR IOR DESIG DESIGN WWW.ARCNITECTSICRA.COM LAND 9C IG , GRAPHIC D DESESIGN po>M Walmart Store #5935 -00 .h..4 no. 2 -6 tocoDoN Tigard, OR aot. 4/9/2012 }pia no 10053 by LDJ WALMART Loading From Joist Loads Depth Length Mark (in) (ft) Joist 1 Joist 2 Joist 3 Joist 4 Joist 5 Joist 6 Joist 7 Joist 8 Joist 9 Joist 10 P 11.83 11.83 11.83 11.83 11.83 11.83 11.83 PTL (D + (Ix or S) + Lwlateral) 19.6 19.6 19.6 19.57 21.57 21.57 21.57 JG10 60 35.17 Joist Left J2 J2 J2 J2 J2 PDL 2.17 2.17 2.17 2.17 2.17 P 3.34 3.34 3.34 3.34 3.34 PsL 5.62 5.62 5.62 5.62 5.62 PTL 7.79 7.79 7.79 7.79 7.79 Spacing from Near (ft) 5.86 11.72 17.58 23.44 29.31 Joist Right J5 J5 J5 J5 J5 Pm_ 3.33 3.33 3.33 0.78 0.78 P 1.20 1.20 1.20 1.20 1.20 PsL 1.80 1.80 1.80 1.80 1.80 PTL 5.13 5.13 5.13 2.58 2.58 PTL (D + (Lr or s) + Lcolateral) 12.9 12.9 12.9 10.37 10.37 JG11 60 35.17 Joist Left J5 J5 J5 J5 J5 PD 3.33 3.33 3.33 0.78 0.78 P 1.20 1.20 1.20 1.20 1.20 PsL 1.80 1.80 1.80 1.80 1.80 PT 5.13 5.13 5.13 2.58 2.58 Spacing from Near (ft) 5.86 11.72 17.58 23.44 29.31 Joist Right J9 J9 J9 J9 J9 P 4.04 4.04 4.04 2.34 2.34 P 3.60 3.60 3.60 3.60 3.60 PsL 5.40 5.40 5.40 5.40 5.40 PTL 9.44 9.44 9.44 7.74 7.74 PTL (D + (Lr or s> + Lcolateral) 14.6 14.6 14.6 10.3 10.3 JG12 60 35.17 Joist Left J9 J9 J9 J9 J9 PDL 2.74 2.74 2.74 2.34 2.34 P 3.60 3.60 3.60 3.60 3.60 P 5.40 5.40 5.40 5.40 5.40 P 8.14 8.14 8.14 7.74 7.74 Spacing from Near (ft) 5.86 11.72 17.58 23.44 29.31 Joist Right J14 J14 J14 J14 J14 PoL 2.34 2.34 2.34 2.34 2.34 P 3.60 3.60 3.60 3.60 3.60 PsL 5.40 5.40 5.40 5.40 5.40 PTL 7.74 7.74 7.74 7.74 7.74 PTL (D + (Lr Of S) + Lcaateral) 15.9 15.9 15.9 15.5 15.5 2106 PACAAVENUE, K AVE SURE 700 ARCHITECTURE TACOMA WASHINGTON 111602 ENGINEERING INTERIOR DESIGN T 253 6274347 I 253 627.4395 LAND US! PLANNING • ' • WWW.ARCHITECTSSCRA.COM GRAPHIC DESIGN !� wo ct Walmart Store #5935 -00 .beet no. locallon Tigard, OR ade 4/9/2012 Job no. 10053 by LDJ WALMART Loading From Joist Loads Depth Length Mark (in) (ft) Joist 1 Joist 2 Joist 3 Joist 4 Joist 5 Joist 6 Joist 7 Joist 8 Joist 9 Joist 10 JG13 60 35.17 Joist Left J14 J14 J14 J14 J14 PDL 2.34 2.34 2.34 2.34 2.34 PLL 3.60 3.60 3.60 3.60 3.60 Psi_ 5.40 5.40 5.40 5.40 5.40 PTL 7.74 7.74 7.74 7.74 7.74 Spacing from Near (ft) 5.86 11.72 17.58 23.44 29.31 Joist Right J14 J14 J14 J14 J14 PDL 2.34 2.34 2.34 2.34 2.34 PLL 3.60 3.60 3.60 3.60 3.60 Psi_ 5.40 5.40 5.40 5.40 5.40 PTL 7.74 7.74 7.74 7.74 7.74 PTL (0 + (Lr or S) + Lcolateral) 15.5 15.5 15.5 15.5 15.5 JG13A 60 35.17 Joist Left J14 J14 J14 J14 J14 PoL 2.34 2.34 2.34 2.34 2.34 PLL 3.60 3.60 3.60 3.60 3.60 Psi. 5.40 5.40 5.40 5.40 5.40 PTL 7.74 7.74 7.74 7.74 7.74 Spacing from Near (ft) 5.86 11.72 17.58 23.44 29.31 Joist Right J14 J14 J14 J14 J14 Pot_ 1.95 1.95 1.95 1.95 1.95 I'LL 3.00 3.00 3.00 3.00 3.00 Psi_ 4.50 4.50 4.50 4.50 4.50 PTL 6.45 6.45 6.45 6.45 6.45 PTL (D + (Lr or S) + Lcolateral) 14.2 14.2 14.2 14.2 14.2 JG14 60 35.17 Joist Left J14 J14 J14 J14 J14 Poi_ 2.34 2.34 2.34 2.34 2.34 PLL 3.60 3.60 3.60 3.60 3.60 Psi_ 5.40 5.40 5.40 5.40 5.40 PTL 7.74 7.74 7.74 7.74 7.74 Spacing from Near (ft) 5.86 11.72 17.58 23.44 29.31 Joist Right J19 J19 J19 J19 J19 PDL 2.64 2.64 2.64 2.64 2.64 P 3.10 3.10 3.10 3.10 3.10 Psi_ 9.19 9.19 9.19 9.19 9.19 PTL 11.83 11.83 11.83 11.83 11.83 PTL (0 + (Lr or S) + Lcolateral) 19.6 19.6 19.6 19.57 19.57 JG15 60 42.00 Joist Left J2 J2 J2 J2 J2 J2 PDL 2.17 2.17 2.17 2.17 2.77 2.77 PLL 3.34 3.34 3.34 3.34 3.34 3.34 Psi_ 5.62 5.62 5.62 5.62 5.62 5.62 P 7.79 7.79 7.79 7.79 8.39 8.39 Spacing from Near (ft) 6.00 12.00 18.00 24.00 30.00 36.00 Joist Right J5 J5 J5 J5 J5 J5 Pot_ 0.78 0.78 0.78 0.78 0.78 0.78 P 1.20 1.20 1.20 1.20 1.20 1.20 Psi_ 1.80 1.80 1.80 1.80 1.80 1.80 71D6 PACIFIC AVENUE, SULTE 300 ARCHITECTURE 13 c TACOMA WASHINGTON 93407 INTERIOR CHI ENGINEERING DESIGN EERING T 733477 Uhf • 2S3 4274395 WWW.ARCHITECTSIICRA.COM LAND USE I C DES GRAPHIC DESIGN protect Walmart Store #5935-00 sheet no. 1 i location Tigard, OR date 4/9/2012 Job no. 10053 by LDJ WALMART Loading From Joist Loads Depth Length Mark (in) (ft) Joist 1 Joist 2 Joist 3 Joist 4 Joist 5 Joist 6 Joist 7 Joist 8 Joist 9 Joist 10 Pit 2.58 2.58 2.58 2.58 2.58 2.58 PTL (D + (Lr or s) + Lcotaterat) 10.4 10.4 10.4 10.37 10.97 10.97 JG16 60 42.00 Joist Left J5 J5 J5 J5 J5 J5 PDL 0.78 0.78 0.78 0.78 0.78 0.78 P 1.20 1.20 1.20 1.20 1.20 1.20 Psi_ 1.80 1.80 1.80 1.80 1.80 1.80 Pm 2.58 2.58 2.58 2.58 2.58 2.58 Spacing from Near (ft) 6.00 12.00 18.00 24.00 30.00 36.00 Joist Right J9 J9 J9 J9 J9 J9A PD 2.34 2.34 2.34 2.34 2.34 2.34 PLL 3.60 3.60 3.60 3.60 3.60 3.60 Psi_ 5.40 5.40 5.40 5.40 5.40 10.10 P 7.74 7.74 7.74 7.74 7.74 12.44 PTL (D + (tr or s) + Lcotaterap 10.3 10.3 10.3 10.3 10.3 15.0 JG17 60 42.00 Joist Left J9 J9 J9 J9 J9 J9A PDL 2.34 2.34 2.34 2.34 2.34 2.34 PLL 3.60 3.60 3.60 3.60 3.60 3.60 Psi_ 5.40 5.40 5.40 5.40 5.40 10.10 PTL 7.74 7.74 7.74 7.74 7.74 12.44 Spacing from Near (ft) 6.00 12.00 18.00 24.00 30.00 36.00 Joist Right J14 J14 J14 J14 J14 J14 P 2.34 2.34 2.34 2.34 2.34 2.34 P 3.60 3.60 3.60 3.60 3.60 3.60 Psi_ 5.40 5.40 5.40 5.40 5.40 5.40 Pm 7.74 7.74 7.74 7.74 7.74 7.74 PTL (D + (Lr or s) + Lcotateral) 15.5 15.5 15.5 15.5 15.5 20.2 JG18 60 42.00 Joist Left J14 J14 J14 J14 J14 J14 PDL 2.34 2.34 2.34 2.34 2.34 2.34 PLL 3.60 3.60 3.60 3.60 3.60 3.60 Psi_ 5.40 5.40 5.40 5.40 5.40 5.40 P 7.74 7.74 7.74 7.74 7.74 7.74 Spacing from Near (ft) 6.00 12.00 18.00 24.00 30.00 36.00 Joist Right J14 J14 J14 J14 J14 J14 PD 2.34 2.34 2.34 2.34 2.34 2.34 P 3.60 3.60 3.60 3.60 3.60 3.60 PsL 5.40 5.40 5.40 5.40 5.40 5.40 P 7.74 7.74 7.74 7.74 7.74 7.74 PTL (D + (Lr or s) + Lcotaterat) 15.5 15.5 15.5 15.5 15.5 15.5 2 PACIFIC AVENUE. SUITE 300 ARCHITECTURE TACOMA WASHINGTON 994 as ENGINEERING INTERIOR DESIGN T 253 6274347 F 253 627.4395 LAND USE PIANN:NG �1 M' WW.ARCHIUECTSICIA.COM GRAPHIC DESIGN Prok�r Walmart Store #5935-00 sheet no. 7, - °� loc anon Tigard, OR date 4/9/2012 WD no. 10053 by LDJ WALMART Loading From Joist Loads Depth Length Mark (in) (ft) Joist 1 Joist 2 Joist 3 Joist 4 Joist 5 Joist 6 Joist 7 Joist 8 Joist 9 Joist 10 JG18A 60 42.00 Joist Left J14 J14 J14 J14 J14 J14 P 2.34 2.34 2.34 2.34 2.34 2.34 P 3.60 3.60 3.60 3.60 3.60 3.60 Psi_ 5.40 5.40 5.40 5.40 5.40 5.40 P 7.74 7.74 7.74 7.74 7.74 7.74 Spacing from Near (ft) 6.00 12.00 18.00 24.00 30.00 36.00 Joist Right J14 J14 J14 J14 J14 J14 P 1.95 7.05 7.05 7.05 1.95 1.95 P 3.00 3.00 3.00 3.00 3.00 3.00 Psi_ 4.50 4.50 4.50 4.50 4.50 4.50 P 6.45 11.55 11.55 11.55 6.45 6.45 PTL (D + (Lr or S) + Lcolateral) 14.2 19.3 19.3 19.3 14.19 14.19 JG19 60 42.00 Joist Left J14 J14 J14 J14 J14 J14 PDL 2.34 4.89 4.89 4.89 2.34 2.34 P 3.60 3.60 3.60 3.60 3.60 3.60 Psi_ 5.40 5.40 5.40 5.40 5.40 5.40 PTL 7.74 10.29 10.29 10.29 7.74 7.74 Spacing from Near (ft) 6.00 12.00 18.00 24.00 30.00 36.00 Joist Right J19 J19 J19 J19 J19 J19 PDL 2.64 2.64 2.64 2.64 2.64 2.64 P 3.10 3.10 3.10 3.10 3.10 3.10 Psi_ 9.19 9.19 9.19 9.19 9.19 9.19 PTL 11.83 11.83 11.83 11.83 11.83 11.83 PTL (D+ (Lr or S) + Lcolateral) 19.6 22.1 22.1 22.12 19.57 19.57 JG20 60 57.75 Joist Left J2 J2 J2 J2 J2 J2 J2 J2 J2 P 2.17 2.17 2.17 2.17 2.17 2.17 2.17 2.17 2.17 P 3.34 3.34 3.34 3.34 3.34 3.34 3.34 3.34 3.34 P 5.62 5.62 5.62 5.62 5.62 5.62 5.62 5.62 5.62 PT 7.79 7.79 7.79 7.79 7.79 7.79 7.79 7.79 7.79 Spacing from Near (ft) 5.78 11.55 17.33 23.10 28.88 34.65 40.43 46.20 51.98 Joist Right J5 J5 J5 J5 J5 J5 J5 J5 J5 P 0.78 0.78 0.78 0.78 0.78 0.78 0.78 2.09 2.48 P 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20 Psi_ 1.80 1.80 1.80 1.80 1.80 1.80 1.80 1.80 1.80 PTL 2.58 2.58 2.58 2.58 2.58 2.58 2.58 3.89 4.28 PTL (D + (Lr or S) + Lcolateral) 10.4 10.4 10.4 10.4 10.4 10.4 10.4 11.69 12.07 JG21 60 57.75 Joist Left J5 J5 J5 J5 J5 J5 J5 J5 J5 P 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.78 4.18 P 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20 1.20 Psi_ 1.80 1.80 1.80 1.80 1.80 1.80 1.80 1.80 1.80 P 2.58 2.58 2.58 2.58 2.58 2.58 2.58 2.58 5.98 Spacing from Near (ft) 5.78 11.55 17.33 23.10 28.88 34.65 40.43 46.20 51.98 Joist Right J9A J9A J9A J9A J9A J9A J9A J9A J9A P 4.04 11.84 11.84 11.84 4.89 4.89 10.84 10.84 12.54 P 3.60 3.60 3.60 3.60 3.60 3.60 3.60 3.60 3.60 Psi_ 10.10 10.10 10.10 10.10 10.10 10.10 10.10 10.10 10.10 ARCHITECTURE 13 C 2196 PACING AVENUE, SUITE 300 ENGINEERING TACOMA WASHINGTON 98492 INTERIOR DESIGN 1 233.6211761 T 253.627.395 LAND USE ELANN:NG 1 , wWW.ARCHITECTSICRA.CO.M GR•PHIC DESIGN PTOkCt Walmart Store #5935 -00 sheet no. 1 -( O location Tigard, OR dote 4/9/2012 Job no. 10053 by LDJ WALMART Loading From Joist Loads Depth Length Mark (in) (ft) Joist 1 Joist 2 Joist 3 Joist 4 Joist 5 Joist 6 Joist 7 Joist 8 Joist 9 Joist 10 P 14.14 21.94 21.94 21.94 14.99 14.99 20.94 20.94 22.64 PTL (D + (Lr or s) + Lcolateral) 16.7 24.5 24.5 24.5 17.6 17.6 23.5 23.52 28.62 JG22 60 57.75 Joist Left J9A J9A J9A J9A J9A J9A J9A J9A J9A Poi_ 4.89 7.84 7.84 7.84 6.17 6.17 6.34 6.34 6.77 P 3.60 3.60 3.60 3.60 3.60 3.60 3.60 3.60 3.60 Psi_ 10.10 10.10 10.10 10.10 10.10 10.10 10.10 10.10 10.10 PTL 14.99 17.94 17.94 17.94 16.26 16.26 16.44 16.44 16.86 Spacing from Near (ft) 5.78 11.55 17.33 23.10 28.88 34.65 40.43 46.20 51.98 Joist Right J14 J14 J14 J14 J14 J14 J14 J14 J14 Poi_ 3.54 3.54 2.34 2.34 2.34 2.34 2.34 2.34 2.34 P 3.60 3.60 3.60 3.60 3.60 3.60 3.60 3.60 3.60 PS 5.40 5.40 5.40 5.40 5.40 5.40 5.40 5.40 5.40 Pm 8.94 8.94 7.74 7.74 7.74 7.74 7.74 7.74 7.74 PTL (D + (Lr or S) + Lcolateral) 23.9 26.9 25.7 25.7 24.0 24.0 24.2 24.18 24.60 JG23 60 57.75 Joist Left J14 J14 J14 J14 J14 J14 J14 J14 J14 Pot_ 2.94 2.94 2.34 2.34 2.34 2.34 2.34 2.34 2.34 P 3.60 3.60 3.60 3.60 3.60 3.60 3.60 3.60 3.60 Psi_ 5.40 5.40 5.40 5.40 5.40 5.40 5.40 5.40 5.40 P 8.34 8.34 7.74 7.74 7.74 7.74 7.74 7.74 7.74 Spacing from Near (ft) 5.78 11.55 17.33 23.10 28.88 34.65 40.43 46.20 51.98 Joist Right J14 J14 J14 J14 J14 J14 J14 J14 J14 Poi_ 2.34 2.34 2.34 2.34 2.34 2.34 2.34 2.64 2.64 PLL 3.60 3.60 3.60 3.60 3.60 3.60 3.60 3.60 3.60 Ps 5.40 5.40 5.40 5.40 5.40 5.40 5.40 5.40 5.40 PT 7.74 7.74 7.74 7.74 7.74 7.74 7.74 8.04 8.04 PTL (D+ (Lr or S) + Lcolateral) 16.1 16.1 15.5 15.5 15.5 15.5 15.5 15.78 15.78 JG23A 60 57.75 Joist Left J14 J14 J14 J14 J14 J14 J14 J14 J14 P 2.34 2.34 2.34 2.34 2.34 2.34 2.34 3.54 3.54 P 3.60 3.60 3.60 3.60 3.60 3.60 3.60 3.60 3.60 Psi_ 5.40 5.40 5.40 5.40 5.40 5.40 5.40 5.40 5.40 PTL 7.74 7.74 7.74 7.74 7.74 7.74 7.74 8.94 8.94 Spacing from Near (ft) 5.78 11.55 17.33 23.10 28.88 34.65 40.43 46.20 51.98 Joist Right J14 J14 J14 J14 J14 J14 J14 J14 J14 Poi_ 1.95 1.95 1.95 1.95 1.95 1.95 1.95 1.95 1.95 P 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 Psi_ 4.50 4.50 4.50 4.50 4.50 4.50 4.50 4.50 4.50 P 6.45 6.45 6.45 6.45 6.45 6.45 6.45 6.45 6.45 PTL (D + (Lr or S) + Lcolateral) 14.2 14.2 14.2 14.2 14.2 14.2 14.19 15.39 15.39 2106 PACIFIC AVENUE, SUITE 200 AR HI CTECTURE TACOMA WASHINGTON 9UO2 T 233 627 4347 i 25].627.6395 INTERRIOR IOR DESIGN DESIGN LAND USE AP PLANNING WWW. ARCNITECTSICRA.COM GRAPHIC DESIGN project Walmart Store #5935 -00 sterol no. . -II location Tigard, OR ed. 4/9/2012 Job.. 10053 by LDJ WALMART Loading From Joist Loads Depth Length Mark (in) (ft) Joist 1 Joist 2 Joist 3 Joist 4 Joist 5 Joist 6 Joist 7 Joist 8 Joist 9 Joist 10 JG24 60 57.75 Joist Left J14 J14 J14 J14 J14 J14 J14 J14 J14 PDL 2.34 2.34 2.34 2.34 2.34 2.34 2.34 2.34 2.34 PLL 3.60 3.60 3.60 3.60 3.60 3.60 3.60 3.60 3.60 Psi_ 5.40 5.40 5.40 5.40 5.40 5.40 5.40 5.40 5.40 PTL 7.74 7.74 7.74 7.74 7.74 7.74 7.74 7.74. 7.74 Spacing from Near (ft) 5.78 11.55 17.33 23.10 28.88 34.65 40.43 46.20 51.98 Joist Right J19 J19 J19 J19 J19 J19 J19 J19 J19 PDL 2.64 2.64 2.64 2.64 2.64 2.64 2.64 2.64 2.64 P 3.10 3.10 3.10 3.10 3.10 3.10 3.10 3.10 3.10 Psi_ 9.19 9.19 9.19 9.19 9.19 9.19 9.19 9.19 9.19 PTL 11.83 11.83 11.83 11.83 11.83 11.83 11.83 11.83 11.83 PTL (D + (Lr or S) + Lcolateral) 19.6 19.6 19.6 19.6 19.6 19.6 19.57 19.57 19.57 JG25 60 38.08 Joist Left J2A J2A J2A J2A J2A J2A P 3.24 2.84 2.84 2.84 2.84 2.84 PLL 3.34 3.34 3.34 3.34 3.34 3.34 Psi_ 5.63 5.63 5.63 5.63 5.63 5.63 PTL 8.87 8.47 8.47 8.47 8.47 8.47 Spacing from Near (ft) 5.44 10.88 16.32 21.76 27.20 32.64 Joist Right J5A J5A J5A J5A J5A J5A PDL 2.72 1.02 1.02 1.02 1.02 1.02 P 1.20 1.20 1.20 1.20 1.20 1.20 Psi_ 1.80 1.80 1.80 1.80 1.80 1.80 PTL 4.52 2.82 2.82 2.82 2.82 2.82 PTL (D + (Lr or S) + Lcdateral) 13.4 11.3 11.3 11.3 11.3 11.3 JG26 60 38.08 Joist Left J5A J5A J5A J5A J5A J5A Poi_ 4.42 1.02 1.02 1.02 1.02 1.02 P 1.20 1.20 1.20 1.20 1.20 1.20 Psi_ 1.80 1.80 1.80 1.80 1.80 1.80 PTL 6.22 2.82 2.82 2.82 2.82 2.82 Spacing from Near (ft) 5.44 10.88 16.32 21.76 27.20 32.64 Joist Right J9B J9B J9B J9B J9B J9B PDL 4.76 4.34 12.84 11.56 11.56 3.06 PLL 3.60 3.60 3.60 3.60 3.60 3.60 Psi_ 10.10 10.10 10.10 10.10 10.10 10.10 PTL 14.86 14.43 22.93 21.66 21.66 13.16 PTL (D + (Lr or S) + Lco ateral) 21.1 17.3 25.8 24.5 24.5 16.0 JG27 60 38.08 Joist Left J9B J9B J9B J9B J9B J9B PDL 3.49 8.16 12.16 7.06 7.06 3.06 PLL 3.60 3.60 3.60 3.60 3.60 3.60 Psi_ 10.10 10.10 10.10 10.10 10.10 10.10 PTL 13.58 18.26 22.26 17.16 17.16 13.16 Spacing from Near (ft) 5.44 10.88 16.32 21.76 27.20 32.64 Joist Right J16 J16 J16 J16 J16 J16 PDL 2.87 2.87 2.87 3.47 3.47 2.87 PLL 3.38 3.38 3.38 3.38 3.38 3.38 Psi. 5.07 5.07 5.07 5.07 5.07 5.07 2106 PACIFIC AVENUE, SURE 300 ARCHITECTUR TACOMA WASHINGTON 96607 ENGINDESIG INTERIOR DESIGN 7 233.6771367 . 253 6274395 WWW.ARCHITECTSIICRA.COM LAND 133E PLANNING �' GRAPHIC DESIGN po.cr Walmart Store #5935-00 is., DO. 2 - ti loco s.H Tigard, OR date 4/9/2012 10053 by LDJ WALMART Loading From Joist Loads Depth Length Mark (in) (ft) Joist 1 Joist 2 Joist 3 Joist 4 Joist 5 Joist 6 Joist 7 Joist 8 Joist 9 Joist 10 PTL 7.94 7.94 7.94 8.54 8.54 7.94 PTL (D + (Lr or s) . Lcolaterap 21.5 26.2 30.2 25.7 25.7 21.09 JG28 60 38.08 Joist Left J16 J16 J16 J16 J16 J16 PDL 2.87 2.87 2.87 4.07 4.07 2.87 PLL 3.38 3.38 3.38 3.38 3.38 3.38 PSL 5.07 5.07 5.07 5.07 5.07 5.07 PTL 7.94 7.94 7.94 9.14 9.14 7.94 Spacing from Near (ft) 5.44 10.88 16.32 21.76 27.20 32.64 Joist Right J16 J16 J16 J16 J16 J16 PDL 2.87 2.87 2.87 2.87 2.87 2.87 PLL 3.38 3.38 3.38 3.38 3.38 3.38 PsL 5.07 5.07 5.07 5.07 5.07 5.07 PTL 7.94 7.94 7.94 7.94 7.94 7.94 PTL (D + (Lr or S) + Lcolateral) 15.9 15.9 15.9 17.1 17.1 15.9 JG28A 60 38.08 Joist Left J16 J16 J16 J16 J16 J16 PDL 2.87 2.87 2.87 2.87 2.87 2.87 PLL 3.38 3.38 3.38 3.38 3.38 3.38 PsL 5.07 5.07 5.07 5.07 5.07 5.07 PTL 7.94 7.94 7.94 7.94 7.94 7.94 Spacing from Near (ft) 5.44 10.88 16.32 21.76 27.20 32.64 Joist Right J16 J16 J16 J16 J16 J16 PDL 2.39 2.39 2.39 3.39 3.39 2.39 PLL 2.81 2.81 2.81 2.81 2.81 2.81 PSL 4.22 4.22 4.22 4.22 4.22 4.22 PTL 6.61 6.61 6.61 7.61 7.61 6.61 PTL (D + (Lr or S) + Lcolateral) 14.6 14.6 14.6 15.6 15.6 14.6 JG29 60 38.08 Joist Left J16 J16 J16 J16 J16 J16 PDL 2.87 2.87 2.87 4.37 4.37 2.87 PLL 3.38 3.38 3.38 3.38 3.38 3.38 PsL 5.07 5.07 5.07 5.07 5.07 5.07 PTL 7.94 7.94 7.94 9.44 9.44 7.94 Spacing from Near (ft) 5.44 10.88 16.32 21.76 27.20 32.64 Joist Right J21 J21 J21 J21 J21 J21 PDL 2.47 2.47 2.47 2.47 2.47 2.47 PLL 2.91 2.91 2.91 2.91 2.91 2.91 PsL 8.86 8.86 8.86 8.86 8.86 8.86 PTL 11.33 11.33 11.33 11.33 11.33 11.33 PTL (D +(Lr ors) +Lcolatera0) 19.3 19.3 19.3 20.8 20.8 19.3 AtCHITECTURE 7106 PAC IFIC WASHINGTON AVENUE. SURE l00 lNCINlERING �� TACOMA 9407 INTERIOR DESIGN T 233.627.6367 F 233.627 LAND USE PLANNING v WWW.ARCHTTECTSKRA.COM GRAPHIC DESIGN wise Walmart Store #5935 -00 .hoot no. '), - locawll Tigard, OR edo 4/9/2012 )ob no. 10053 by LDJ WALMART Loading From Joist Loads Depth Length Mark (in) (ft) Joist 1 Joist 2 Joist 3 Joist 4 Joist 5 Joist 6 Joist 7 Joist 8 Joist 9 Joist 10 JG30 60 22.67 Joist Left J3 J3 J32 PDL 2.87 2.87 0.93 PLL 3.38 3.38 1.09 Psi_ 11.80 11.80 3.96 P 14.67 14.67 4.89 Spacing from Near (ft) 4.50 10.56 16.61 Joist Right J6 J6 J6 P 1.03 1.03 1.03 P 1.21 1.21 1.21 PSL 4.24 4.24 4.24 PTL 5.27 5.27 5.27 PTL (D + (Lr or S) + Lcolateral) 19.9 19.9 10.2 JG31 60 35.01 Joist Left J6 J6 J6 J32 J7 PDL 1.03 1.03 1.03 0.93 0.51 PLL 1.21 1.21 1.21 1.09 0.60 Psi_ 4.24 4.24 4.24 3.96 3.85 Pm 5.27 5.27 5.27 4.89 4.36 Spacing from Near (ft) 4.50 10.56 16.61 22.67 28.84 Joist Right J10 J10 J10A J10A J10A Pa 3.12 3.12 3.12 3.12 3.12 PLL 3.67 3.67 3.67 3.67 3.67 Psi. 5.56 5.56 13.00 13.00 13.00 PTL 8.68 8.68 16.12 16.12 16.12 PTL (o + (Lr or S) + Lcolateral) 13.9 13.9 21.4 21.0 20.5 JG32 60 32.34 Joist Left J10 J10 J10A J10A J10A PD 3.12 3.12 3.12 3.12 3.12 PLL 3.67 3.67 3.67 3.67 3.67 Psi_ 5.56 5.56 13.00 13.00 13.00 PT 8.68 8.68 16.12 16.12 16.12 Spacing from Near (ft) 4.50 10.56 16.61 22.67 28.84 Joist Right J15 J15 J15 J15 J15 P 3.12 3.12 3.12 3.12 3.12 PLL 3.67 3.67 3.67 3.67 3.67 • Ps 5.51 5.51 5.51 5.51 5.51 PTL 8.63 8.63 8.63 8.63 8.63 PTL (D + (Lr or S) + Lcolateral) 17.3 17.3 24.7 24.7 24.7 JG33 60 27.83 Joist Left J15 J15 J15 J15 P 3.12 3.12 3.12 3.12 P 3.67 3.67 3.67 3.67 Ps 5.51 5.51 5.51 5.51 P 8.63 8.63 8.63 8.63 Spacing from Near (ft) 6.06 12.11 18.17 24.33 Joist Right J15 J15 J15 J15 P 3.12 3.12 3.12 3.12 • PLL 3.67 3.67 3.67 3.67 • PsL 5.51 5.51 5.51 5.51 ARCHITECTURE 210a ►ACHIC AVENUE. SUITE 300 ENGINEERING TACOMA WASHINGTON 95607 INTERIOR DESIGN T 233 627.4347 T 253 427.4395 LAND USE PLANNING 1 WWW.ARCHITECISRCRA.CON GRAPHIC DESIGN project Walmart Store #5935-00 .h..f Do. 2 -14 location Tigard, OR dd. 4/9/2012 Job eo. 10053 by LDJ WALMART Loading From Joist Loads Depth Length Mark (in) (ft) Joist 1 Joist 2 Joist 3 Joist 4 Joist 5 Joist 6 Joist 7 Joist 8 Joist 9 Joist 10 Pn 8.63 8.63 8.63 8.63 PTL (D + (Lr or S) + Lcolateral) 17.3 17.3 17.3 17.3 JG33A 60 27.83 Joist Left J15 J15 J15 J15 PDL 3.12 3.12 3.12 3.12 PLL 3.67 3.67 3.67 3.67 Psi_ 5.51 5.51 5.51 5.51 Pn 8.63 8.63 8.63 8.63 Spacing from Near (ft) 6.06 12.11 18.17 24.33 Joist Right J15 J15 J15 J15 PDL 2.60 2.60 2.60 2.60 P 3.06 3.06 3.06 3.06 Psi_ 4.59 4.59 4.59 4.59 P 7.19 7.19 7.19 7.19 PTL (D + (Lr or S) . Lcolateral) 15.8 15.8 15.8 15.8 JG34 60 27.83 Joist Left J15 J15 J15 J15 PDL 3.12 3.12 3.12 3.12 PLL 3.67 3.67 3.67 3.67 P 5.51 5.51 5.51 5.51 Pn 8.63 8.63 8.63 8.63 Spacing from Near (ft) 6.06 12.11 18.17 24.33 Joist Right J20 J20 J20 J20 PDL 2.69 2.69 2.69 2.69 PLL 3.16 3.16 3.16 3.16 Psi. 9.63 9.63 9.63 9.63 Pn 12.32 12.32 12.32 12.32 PTL (D + (Lr or S) + Lcolateral) 20.9 20.9 20.9 20.9 JG35 60 50.67 Joist Left J11 J12 J12 J12 J12 J12A J12A J12A J12A PDL 1.37 1.68 1.68 1.68 2.68 2.68 2.68 1.68 1.68 P 1.61 1.98 1.98 1.98 1.98 1.98 1.98 1.98 1.98 Psi_ 2.94 3.62 3.62 3.62 3.62 7.72 7.72 7.72 7.72 Pn 4.31 5.31 5.31 5.31 6.31 10.40 10.40 9.40 9.40 Spacing from Near (ft) 2.67 5.63 11.26 16.89 22.52 28.15 33.78 39.41 45.04 Joist Right J16 J16 J16 J16 J16A J16A J16A J16A PDL 2.87 2.87 2.87 2.87 2.87 2.87 2.87 2.87 PLL 3.38 3.38 3.38 3.38 3.38 3.38 3.38 3.38 PsL 5.07 5.07 5.07 5.07 13.16 13.16 13.16 13.16 P 7.94 7.94 7.94 7.94 16.04 16.04 16.04 16.04 PTL (D + (Lr or S) + Lcolateral) 4.3 13.2 13.2 13.24 14.24 26.44 26.44 25.44 25.44 • ARCHITECTURE 2I06 PACIFIC AVENUE, SUITE 300 ENGINEERING TACOMA WASHINGTON P3602 INTERIOR DESIGN Bc RA • •• T 253 6276767 a 253 6276795 LAND USE PLANNING , If WWW.ARCHITECTSRCRA. CON GRAPHIC DESIGN project Walmart Store #5935 -00 sheet no. i - ( j location Tigard, OR dale 4/9/2012 job no. 10053 by LDJ WALMART Loading From Joist Loads Depth Length Mark (in) (ft) Joist 1 Joist 2 Joist 3 Joist 4 Joist 5 Joist 6 Joist 7 Joist 8 Joist 9 Joist 10 JG36 60 50.67 Joist Left J16 J16 J16 J16 J16A J16A J16A J16A PDL 2.87 2.87 2.87 2.87 2.87 2.87 2.87 2.87 P 3.38 3.38 3.38 3.38 3.38 3.38 3.38 3.38 Psi_ 5.07 5.07 5.07 5.07 13.16 13.16 13.16 13.16 PTL 7.94 7.94 7.94 7.94 16.04 16.04 16.04 16.04 Spacing from Near (ft) 5.63 11.26 16.89 22.52 28.15 33.78 39.41 45.04 Joist Right J16C J16C J16C J16C J16B J16B J16B J168 P 2.87 2.87 2.87 2.87 3.77 3.77 2.87 2.87 P 5.07 5.07 5.07 5.07 5.07 5.07 5.07 5.07 Psi_ 6.76 6.76 6.76 6.76 14.85 14.85 14.85 14.85 PTL 9.63 9.63 9.63 9.63 18.62 18.62 17.72 17.72 PTL (D + (Lr or S) + Lcolateral) 17.6 17.6 17.6 17.6 34.7 34.66 33.76 33.76 JG36A 60 50.67 Joist Left J16C J16C J16C J16C J16B J168 J16B J16B PDL 2.87 2.87 2.87 2.87 3.47 3.47 2.87 2.87 PLL 5.07 5.07 5.07 5.07 5.07 5.07 5.07 5.07 Psi_ 6.76 6.76 6.76 6.76 14.85 14.85 14.85 14.85 PTL 9.63 9.63 9.63 9.63 18.32 18.32 17.72 17.72 Spacing from Near (ft) 5.63 11.26 16.89 22.52 28.15 33.78 39.41 45.04 Joist Right J16C J16C J16C J16C J16B J16B J16B J16B P 2.39 2.39 2.39 2.39 2.39 2.79 2.79 2.39 P 4.22 4.22 4.22 4.22 4.22 4.22 4.22 4.22 Psi_ 5.63 5.63 5.63 5.63 12.37 12.37 12.37 12.37 PTL 8.02 8.02 8.02 8.02 14.76 15.16 15.16 14.76 PTL (D + (Lr or S) + Lcolateral) 17.6 17.6 17.6 17.6 33.1 33.5 32.9 32.5 JG37 60 50.67 Joist Left J16C J16C J16C J16C J16B J16B J16B J16B PD 2.87 2.87 2.87 2.87 2.87 3.47 3.47 2.87 P 5.07 5.07 5.07 5.07 5.07 5.07 5.07 5.07 Psi_ 6.76 6.76 6.76 6.76 14.85 14.85 14.85 14.85 PTL 9.63 9.63 9.63 9.63 17.72 18.32 18.32 17.72 Spacing from Near (ft) 5.63 11.26 16.89 22.52 28.15 33.78 39.41 45.04 Joist Right J22 J22 J22 J22 J22 J22 J22 J22 PD 3.07 3.67 3.67 2.47 2.47 2.47 2.47 2.47 PL 2.91 2.91 2.91 2.91 2.91 2.91 2.91 2.91 Psi_ 11.34 11.34 11.34 11.34 11.34 11.34 11.34 11.34 P 14.42 15.02 15.02 13.82 13.82 13.82 13.82 13.82 PTL (D + (Lr ors) • Lcolateral) 24.0 24.6 24.6 23.4 31.54 32.14 32.14 31.54 JG38 60 28.67 Joist Left J17 J17 J17 J17 PD 1.38 1.38 1.38 1.38 P 2.13 2.13 2.13 2.13 P 8.25 8.25 8.25 8.25 PrL 9.64 9.64 9.64 9.64 Spacing from Near (ft) 5.73 11.47 17.20 22.94 Joist Right PDL PLL PSL R 2106 PACIFIC ARC AVENUE, SUITE 300 ENGNIN!lRING ECTURE TACOMA WASHINGTON 911402 INTERIOR DESIGN 233.6274567 P 253.427 LAND US! PLANNING WWW.ARCNITECTSRCRA.COM GRAPHIC DESIGN wol•c$ Walmart Store #5935-00 shoot no. Z - Ib ;monde Tigard, OR ad. 4/9/2012 job no. 10053 by LDJ WALMART Loading From Joist Loads Depth Length Mark (in) (ft) Joist 1 Joist 2 Joist 3 Joist 4 Joist 5 Joist 6 Joist 7 Joist 8 Joist 9 Joist 10 PTL PTL (D + (Lr or S) + Lcolateral) 9.6 9.6 9.6 9.64 JG39 60 37.81 Joist Left J43B J43B J43 J43 J43A J43A PDL 0.41 0.41 0.43 0.43 0.44 0.44 PLL 0.63 0.63 0.67 0.67 0.67 0.67 PSL 1.48 1.48 1.58 1.58 1.58 1.58 P 1.89 1.89 2.01 2.01 2.01 2.01 Spacing from Near (ft) 5.00 10.00 15.73 21.47 27.20 32.94 Joist Right J45B J45B J45 J45 J45A J45A PDL 2.09 2.69 2.83 2.23 2.23 2.23 PLL 3.22 3.22 3.44 3.44 3.44 3.44 P 4.44 4.44 5.16 5.16 4.46 4.46 PTL 6.54 7.14 7.99 7.39 6.70 6.70 PTL +(Lr orS) +LCOlateral) 8.4 9.0 10.0 9.4 8.7 8.71 JG40 60 37.81 Joist Left J458 J45B J45 J45 J45A J45A PDL 2.09 2.49 2.63 2.23 2.23 2.23 P 3.22 3.22 3.44 3.44 3.44 3.44 P 4.44 4.44 5.16 5.16 4.46 4.46 Pm 6.54 6.94 7.79 7.39 6.70 6.70 Spacing from Near (ft) 5.00 10.00 15.73 21.47 27.20 32.94 Joist Right J47B J47B J47 J47 J47A J47A PDL 1.80 1.80 1.92 1.92 1.92 1.92 P 2.77 2.77 2.96 2.96 2.96 2.96 PSL 5.66 5.66 6.04 6.04 6.04 6.04 Pit 7.46 7.46 7.96 7.96 7.96 7.96 PTL (D + (Lr or S) + Lcolateral) 14.0 14.4 15.8 15.4 14.7 14.66 JG41 60 28.67 Joist Left J13A J13A J13A J13A PDL 2.34 2.34 2.34 2.34 PLL 3.60 3.60 3.60 3.60 PsL 13.73 13.73 13.73 13.73 PTL 16.07 16.07 16.07 16.07 Spacing from Near (ft) 5.73 11.47 17.20 22.94 Joist Right J17 J17 J17 J17 PDL 1.38 1.38 1.38 1.38 PLL 2.13 2.13 2.13 2.13 P 8.25 8.25 8.25 8.25 • PTL 9.64 9.64 9.64 9.64 PTL (D + (Lr or S) + Lcolateral) 25.7 25.7 25.7 25.7 JG42 60 48.00 Joist Left PDL PLL PSL PTL Spacing from Near (ft) 2.96 8.58 14.21 19.83 25.46 31.08 36.71 42.33 • Joist Right J12 J12 J12 J12 J12A J12A J12A J12A PDL 1.68 1.68 1.68 1.68 1.68 1.68 1.68 1.68 ECURE TACO PACIFIC WA AVENUE, SUITE 300 ENGINLERTING TACOMA WASHINGTON P0602 INTERIOR DESIGN T 233.62)I36) 233.427.439S LAND USE PLANNING WWW.ARCNITECTSECRA.COM GRAPHIC DESIGN proj.cl Walmart Store #5935-00 ab..f no. 1 - 11 location Tigard, OR ad. 4/9/2012 ob Ro. 10053 by LDJ WALMART Loading From Joist Loads Depth Length Mark (in) (ft) Joist 1 Joist 2 Joist 3 Joist 4 Joist 5 Joist 6 Joist 7 Joist 8 Joist 9 Joist 10 P 1.98 1.98 1.98 1.98 1.98 1.98 1.98 1.98 P 3.62 3.62 3.62 3.62 7.72 7.72 7.72 7.72 P 5.31 5.31 5.31 5.31 9.40 9.40 9.40 9.40 • woied Waimea Store #5935 -00 I I ,h.<< no. Z' (1j ago c,.. 4/9/2012 job no. 10053 - bY - - LDJ WALMART _i_ I Column Design I Column Joist Location Column P "l m Bearing Bearing Column en mi mk Interaction Grid Grid Type Type (k) (ft-k) (ft-k) Elevation Elevation Size (k) (ft-k) (ft -k) Equation 2 B I Cl 118.9 7.3 1.5 98.67 118.65 HSS8X8X1 /4 188.0 68.4 66.4 0.75 2 C I Cl 148.0 12.2 1.5 98.67 118.65 HSS8X8X1/4 188.0 66.4 66.4 0.97 2 D I Cl 124.7 5.4 1.5 98.67 118.65 HSS8X8X1 /4 186.0 66.4 66.4 0.75 2 E I Cl 132.7 7.5 1.5 98.67 118.85 HSS8X8X1 /4 188.0 66.4 66.4 0.83 _ 2 F I Cl 140.7 6.9 1.6 98.67 118.65 HSS8X8X1/4 188.0 66.4 66.4 0.86 2 F.8 I Cl 111.1 6.1 1.6 98.67 118.65 HSS8X8X1 14 188.0 66.4 66.4 0.69 2 G.8 E Cl 51.9 10.5 1.0 98.67 118.85 HSS8X8X1 /4 188.0 66.4 66.4 0.43 3 B I C2 147.9 17.0 1.4 98.67 119.11 HSS8X8X5/18 226.6 86.6 86.6 0.84 3 C I Cl 147.9 12.2 1.4 98.67 119.11 HSS8X8X1 14 184.8 66.4 66.4 0.98 3 D I Cl 124.8 12.2 1.4 98.67 119.11 HSS8X8X1 /4 184.6 66.4 66.4 0.86 3 E I C2 212.8 5.3 1.4 98.67 119.11 HSS8X8X916 226.6 86.6 86.6 1.01 3 F I C4 282.4 28.5 2.8 98.67 119.11 HSS8X8X1/2 340.7 129.4 129.4 0.99 3 F.8 I C3 181.5 18.1 2.9 98.67 119.11 HSS8X8X98 266.9 101.4 101.4 0.86 3 H.1 E Cl 80.2 8.3 2.9 98.67 119.11 HSS8X8X1 /4 184.6 66.4 66.4 0.58 3.4 H.1 E Cl 56.4 23.6 0.5 98.67 119.70 HSS8X8X1 /4 180.3 66.4 [ 66.4 I 0.84 3.4 J E Cl 56.6 22.0 0.7 98.67 119.70 HSS8X8X1 /4 180.3 66.4 66.4 0.62 4 A.2 E Cl 95.6 8.4 1.6 98.67 120.53 HSS8X8X1 /4 174.1 66.4 66.4 0.68 4 B I C2 152.0 29.1 0.1 98.67 120.53 HSS8X8X5/16 213.5 86.6 86.6 1.01 4 C _ I C2 155.5 15.9 0.0 98.67 120.53 HSS8X8X5/16 213.5 86.6 86.6 0.89 4 D I C2 155.4 12.2 0.0 98.67 120.53 HSS8X8X5/16 213.5 86.6 86.6 0.85 4 E I C4 268.5 6.4 0.0 98.67 120.53 HSS8X8X1/2 319.9 129.4 129.4 0.88 4 F I C5 301.1 29.3 1.4 98.67 120.53 HSS8X8X5/8 382.1 154.2 154.2 0.96 4 F.8 I C4 210.9 17.1 1.6 98.67 120.53 HSS8X8X1/2 319.9 129.4 129.4 0.79 4 H I C3 208.2 12.0 1.6 98.67 120.53 HSS8X8X3/8 251.2 101.4 101.4 0.95 4 J E C3 151.3 34.9 2.2 98.67 120.53 HSS8X8X98 251.2 101.4 101.4 0.93 4.5 A.2 E C2 4.4 68.9 5.0 98.67 121.24 HSS8X8X5/16 207.0 86.6 86.6 0.86 4.5 A.3 E Cl 18.9 22.3 7.1 98.67 121.24 HSS8X8X1/4 168.8 68.4 66.4 0.50 4.5 J E Cl 18.5 44.7 1.2 98.87 121.24 HSS8X8X1 /4 168.8 66.4 66.4 0.75 5 A.3 E C2 54.5 55.7 0.0 98.67 121.95 HSS8X8X5/16 200.4 86.6 86.6 0.84 5 B I Cl 103.3 2.5 0.0 98.67 121.95 HSS8X8X1 /4 163.6 66.4 66.4 0.66 5 C I C2 155.5 12.2 0.0 98.67 121.95 HSS8X8X5/16 200.4 86.6 86.6 0.90 5 D I Cl 154.3 6.4 OA 98.67 121.95 HSS8X8X1 /4 163.6 66.4 66.4 1.03 5 E I C3 195.9 11.9 0.0 98.67 121.95 HSS8X80(3/8 235.5 101.4 101.4 0.94 5 F I C3 197.3 11.2 0.0 98.67 121.95 HSS8X8X98 235.5 101.4 101.4 0.94 5 G I Cl 142.0 8.5 0.0 98.67 121.95 HSS8X8X1 /4 163.6 66.4 66.4 0.98 5 H I C4 213.4 26.0 0.5 98.67 121.95 HSS8X8X12 • 299.1 129.4 129.4 0.90 5 J E C5 194.1 84.5 0.1 98.67 121.95 HSS8X8X5/8 356.4 154.2 154.2 1.03 5.5 A.3 E Cl 13.8 45.2 0.0 98.67 121.32 HSS8X8X1 /4 168.2 66.4 66.4 0.72 5.5 J E Cl 15.3 45.2 0.0 98.67 121.32 HSS8X8X1/4 168.2 66.4 66.4 0.73 6 A.3 E C2 91.9 47.9 0.2 98.67 120.70 HSS8X8X5/16 212.0 86.6 1 86.6 1 0.93 6 B I C2 169.6 12.9 0.0 98.67 120.70 HSS8X8X5/16 212.0 86.6 86.6 0.93 6 C I C2 155.5 12.2 0.0 98.67 120.70 HSS8X8X5/16 212.0 86.8 86.6 0.86 6 D I Cl 159.1 8.5 0.0 98.67 120.70 HSS8X8X1 /4 172.9 66.4 66.4 1.03 6 E I C2 188.6 8.0 0.0 98.67 120.70 H8S8X8X5/16 212.0 86.6 86.6 0.97 6 F I C2 184.4 10.8 0.0 98.67 120.70 HSS8X8X5/16 212.0 86.8 86.8 0.98 6 ' G I Cl 132.1 7.7 0.0 98.67 120.70 HSS8X8X1 /4 172.9 66.4 1 66.4 I 0.87 6 H I C4 210.4 27.2 0.0 98.67 120.70 HSS8X8X1/2 317.4 129.4 129.4 0.85 6 J E C5 188.7 77.0 0.2 98.67 120.70 HSS8X8X5/8 379.0 154.2 154.2 0.94 6.5 A.3 E Cl 8.9 23.2 0.5 98.67 120.18 HSS8X8X1 /4 176.7 66.4 66.4 0.38 6.5 J E Cl 12.8 31.2 0.0 98.67 120.18 HSS8X8X114 176.7 66.4 66.4 0.51 7 C I Cl 155.5 12.2 0.0 98.67 119.66 HSS8X8X1 /4 180.6 66.4 66.4 1.02 7 D I Cl 159.1 8.5 0.0 98.67 119.66 HSS8X8X1/4 180.6 66.4 66.4 0.99 7 E I C2 1918 8.0 0.0 98.67 119.66 HSS8X8X5/16 221.6 86.6 86.6 0.93 7 F I C2 184.4 10.8 0.0 98.67 119.66 HSS8X8X916 221.6 86.6 86.6 0.94 7 G I Cl 132.1 7.7 0.0 98.67 119.66 HSS8X8X1 /4 180.6 66.4 66.4 0.84 7 H I C4 210.4 27.2 0.0 98.87 119.66 HSS8X8X1/2 332.6 129.4 1 129.4 1 0.82 7 J E C5 188.7 73.8 0.2 98.87 119.66 HSS8X8X98 397.8 154.2 154.2 0.90 7.5 J E Cl 15.3 29.6 0.0 98.67 119.03 HSS8X8X1/4 185.2 66.4 66.4 0.49 8 C I Cl 155.7 12.2 0.2 98.67 118.41 HSS8X8X1 /4 189.8 66.4 66.4 0.99 8 D I C2 179.0 10.2 0.2 98.67 118.41 HSS8X8X5/16 233.0 86.6 86.6 0.87 8 E I C3 246.9 13.3 0.2 98.67 118.41 HSS8X8X98 274.6 101.4 101.4 1.02 8 F I C3 241.9 14.8 0.2 98.67 118.41 HSS8X8X3/8 _ 274.6 101.4 101.4 1.01 8 G I Cl 169.8 10.5 0.3 98.87 118.41 HSS8X8X1 /4 189.8 66.4 66.4 1.04 8 H I C4 252.3 30.3 0.7 98.67 , 118.41 • HSS8X8X1/2 350.9 129.4 • 129.4 0.93 • 8 J E Cl 528 19.6 0.5 98.67 118.41 HSS8XBX1/4 189.8 66.4 66.4 0.55 v !. Walmart Store #5935 -00 *wet no. 2 - ( I Me,, ■ Median w. 4/9/2012 peno 10053 M LDJ WALMART _ Column Design 6.8 B E C1 47.5 9.9 2.2 98.67 119.93 HSS8X8X1 /4 178.6 86.4 66.4 0.43 7 B E C1 57.2 13.6 2.0 98.67 119.66 HSS8X8X1 /4 180.6 66.4 66.4 0.53 8 B E Cl 66.0 13.6 0.4 98.67 118.41 HSS8X8X1 /4 _ 189.8 66.4 66.4 0.53 6.8 B E C1 47.5 9.9 2.2 98.67 119.93 HSS8X8X1/4 178.6 68.4 66.4 0.43 7 B E C6 57.2 13.6 2.0 98.67 119.66 HSS12X8x3/8 346.3 182.9 182.9 0.17 8 B E C6 66.0 13.6 0.4 98.67 118.41 HSS12X8x3/8 362.6 182.9 182.9 0.17 6 9 A 9 E Cl 0.0 0.0 0.0 98.67 0.00 HSS8X8X1 /4 0.0 66.4 66.4 0.00 7 A.9 I C1 0.0 0.0 0.0 98.67 0.00 HSS8X8X1 /4 0.0 66.4 66.4 0.00 7.5 A.9 I C1 0.0 0.0 0.0 98.67 0.00 HSS8X8X1 /4 0.0 66.4 66.4 0.00 8 A.9 I C1 0.0 0.0 0.0 98.67 0.00 HSS8X8X1 /4 0.0 66.4 66.4 0.00 8.5 A.9 I C1 0.0 0.0 0.0 98.67 0.00 HSS8X8X114 0.0 66.4 66.4 0.00 9 A.9 I C1 0.0 0.0 0.0 98.67 0.00 HSS8X8X1 /4 0.0 66.4 66.4 0.00 6 8 A.3 E C1 32.9 9.9 0.6 98.67 119.93 HSS8X8X1 /4 178.6 66.4 66.4 0.25 6.9 A.3 E Cl 0.0 7.2 0.0 98.67 0.00 HSS8X8X1 /4 0.0 66.4 66.4 0.11 7 A E C1 47.8 13.5 0.9 98.67 117.74 HSS8X8X1 /4 194.6 66.4 66.4 0.44 8 A E C1 77.5 22.1 0.2 98.67 116.45 HSS8X3X1 /4 203.9 68.4 66.4 0.68 7.6 A.0 E C1 0.0 0.0 0.0 98.67 0.00 HSS8X8X1 /4 0.0 68.4 66.4 0.00 7.7 A.0 E C1 0.0 0.0 0.0 98.67 0.00 HSS8X8X1 /4 0.0 66.4 66.4 0.00 7.8 A.0 E C1 0.0 0.0 0.0 98.67 0.00 HSS8X8X1 /4 0.0 66.4 66.4 0.00 8.1 A.0 E C1 0.0 0.0 0.0 98.67 0.00 HSS8X8X1 /4 0.0 66.4 66.4 0.00 8.2 A.0 E C1 0.0 0.0 0.0 I 98.67 0.00 HSS8X8X1 /4 I 0.0 66.4 66.4 0.00 2 Al E C1 97.1 28.2 1.0 98.67 118.65 HSS8X8X1 /4 188.0 66.4 66.4 0.91 3 A.1 E C1 104.0 31.1 0.7 98.67 119.11 HSS8X8X1 /4 184.6 68.4 66.4 0.99 3.7 A.2 E C1 11.1 0.0 0.6 98.67 120.04 HSS8X8X1 /4 177.8 68.4 66.4 0.04 3 A.0 E C1 0.0 0.0 0.0 98.87 0.00 HSS8X8X1 /4 0.0 66.4 66.4 0.00 3.3 A.0 E C1 0.0 0.0 0.0 98.67 0.00 HSS8X8X1 /4 0.0 66.4 66.4 0.00 3.7 . A.0 _ E C1 0.0 0.0 0.0 98.67 0.00 HSS8X8X1 /4 0.0 66.4 66.4 0.00 2106 PACIFIC AVENUE, SUITE 300 TACOMA WASHINGTON 91402 T 253 627 4367 = 253.627.4395 f , W W W. BCRAENGINEERING.COM �- Walmart Store #5935 -00 IeCMM. Tigard, OR I _ dd. 4/9/2012 ob.., 100531 I by LDJ Girt Design w wind ty = 17.7 psf ww:1d. 030WS = 20.9 psf Seis Fact = 0.28 psf Wall Start End Girt Length Tub. Width Weight w w Mu Member MM„ Interaction Grid Grid Grid Type Type (ft) (ft) (psf) (kif) (kif) (ft-k) Size (ft Ratio 3.4 4 C G4 35.2 10.9 78 0.23 0.24 56.5 HSS12X8X1/2 234.1 0.24 4 4.5 E G3 30.0 11.3 78 0.20 0.25 36.0 HSS12X8X5/16 154.7 0.23 4.5 5 E G3 30.0 11.6 78 0.21 0.26 37.1 HSS12X8X5/16 154.7 0.24 5 5.5 E G3 30.0 11.6 78 0.21 0.26 37.1 HSS12X8X5/16 154.7 0.24 5.5 6 E G3 30.0 11.3 78 0.20 0.25 36.1 HSS12X8X5/16 154.7 0.23 6 6.5 E G2 25.0 11.0 78 0.19 0.24 24.4 HSS12X6X3/16 68.0 0.36 6.5 7 E G2 25.0 10.8 78 0.19 0.24 23.8 HSS12X6X3/16 68.0 0.35 7 7.5 E G3 30.0 10.5 78 0.19 0.23 33.4 HSS12X8X5/16 154.7 0.22 7.5 8 E G2 30.0 10.2 78 0.18 0.23 32.4 HSS12X6X3/16 68.0 0.48 4.5 5 E G3 30.0 11.6 78 0.21 0.26 37.1 HSS12X8X5/16 154.7 0.24 5 5.5 E G3 30.0 11.6 78 0.21 0.26 37.1 HSS12X8X5/16 154.7 0.24 5.5 6 E G3 30.0 11.3 78 0.20 0.25 36.1 HSS12X8X5 /16 154.7 0.23 6 6.5 E G2 25.0 11.0 78 0.19 0.24 24.4 HSS12X6X3/16 68.0 0.36 6.5 6.8 E G1 12.2 10.8 78 0.19 0.24 5.6 HSS8X4X3 /16 35.2 0.16 to A.2 A3 C G1 9.0 11.3 78 0.24 0.25 3.8 HSS8X4X3/16 35.2 0.11 2106 PACIFIC AVENUE, SUITE 300 TACOMA WASHINGTON 98.102 BcR T 253.627.1367 F 253.627.4395 , ` , W W W. BCRAENGINEERIVG. COMA Poled Walmart Store #5935 -00 sheet no. 1 -1.1 location dale 4/5/2012 Job no. 10053 by LDJ COLUMN BASEPLATE DESIGN Column C1 Section HSS8X8X1 /4 • A = 7.1 in E = 29000 ksi rmin = 3.15 In` Fy = 46 ksi b = 8 in 4 = 23.33 ft d = 8 in K = 1 t = 0.233 in $= 0.85 A`= 1.13 F, = 27.0 ksi Pu = $P n = 163 k f'c = 3000 psi n = 3.12 in AMAIN = 107 in` m = 3.12 in B= 14 in X= 0.54 N= 14 in x= 0.88 A 196 in` An' = 1.76 in A2 = 196 in` I = 3.12 in 4 = 0.6 F = 36 ksi e = 300 k OK t,min = 0.71 in It = 3/4 in I 2106 PACIFIC AVENUE, SUITE 300 WASHINGTON 98402 • . • T 253.627.4367 F 253.627.4395 , W W W. BCRAENGINEEIUNG.COM project Walmart Store #5935 -00 sheet no. '1 -1,1.. location date 4/5/2012 Job no. 10053 by LDJ COLUMN BASEPLATE DESIGN Column C2 Section j HSS8X8X5 /16 . A = 8.76 in` E = 29000 ksi rmin = 3.13 in` F = 46 ksi b = 8 in Lc = 23.33 ft d = 8 in K= 1 t= 0.291 in $= 0.85 A 1.13 F = 26.9 ksi P„ = $P = 200 k f'c = 3000 psi n = 3.15 in A1,MIN = 131 in m = 3.15 in B= 14 in X= 0.67 N= 14 in X= 1.00 Al= 196 in` Am' = 2.00 in A2 = 196 in` I = 3.15 in $ = 0.6 Fy,BASEPLATE = 36 ksi (I = 300 k OK t,min = 0.79 in It = 7/8 in I 2106 PACIFIC AVENUE, SUITE 300 TACOMA WASHINGTON 98102 BCRA T 253.627.4367 F 253.627.4395 W W W. BCRAENGINEERING.COM project Waimea Store #5935 -00 sheet no. z -2 location date 4/5/2012 job no. 10053 by LDJ COLUMN BASEPLATE DESIGN Column C3 Section HSS8X8X3 /8 v A = 10.4 in` E = 29000 ksi rmin = 3.1 in` F = 46 ksi b = 8 in L = 23.33 ft d = 8 in K = 1 t = 0.349 in $= 0.85 A 1.14 F = 26.6 ksi P = 41P = 235 k f'c = 3000 psi n = 3.17 in At MIN = 154 in` m = 3.17 in B= 14 in X= 0.78 N= 14 in A.= 1.00 A 196 in' fin' = 2.00 in A2 = 196 in` I = 3.17 in (1)= 0.6 F y ,BASEPUATE = 36 ksi (P = 300 k OK t,min = 0.86 in It = 7/8 in I 2106 PACIFIC AVENUE, SUITE 300 TACOMA WASHINGTON 98402 iii T 253.627.4367 F 253.627.4395 W W W. BCRAENGINEERING.COM project Walmart Store #5935 -00 sheet no. 2..1y location date 4/5/2012 job no. 10053 by LDJ COLUMN BASEPLATE DESIGN Column C4 Section HSS8X8X1 /2 . A = 13.5 in` E = 29000 ksi r min = 3.04 in` Fy = 46 ksi b = 8 in L = 23.33 ft d = 8 in K = 1 t = 0.465 in $= 0.85 A 1.17 F = 26.0 ksi P„ =(l)P„= 298 k f'c = 3000 psi n = 3.23 in A1,MIN = 195 in` m = 3.23 in B= 14 in X= 0.99 N= 14 in a.= 1.00 A = 196 in` Xn' = 2.00 in A2 = 196 in` I = 3.23 in W = 0.6 F y,BASEPLATE = 36 ksi e = 300 k OK t,min = 0.99 in It = 1 in 2106 PACIFIC AVENUE, SUITE 300 TACOMA WASHINGTON 98402 . • T 253.627.4367 F 253-627.4395 , r , W W W. BCRAENGINEERING.COM Protect W almart Store #5935 -00 sheet no. t- LS location date 4/5/2012 Job no. 10053 by LDJ COLUMN BASEPLATE DESIGN Column C5 Section 1 HSS8X8X5 /8 v A = 16.4 in` E = 29000 ksi r min = 2.99 in` F = 46 ksi b = 8 in 4 = 23.33 ft d = 8 in K= 1 t= 0.581 in 0= 0.85 A 1.19 F = 25.5 ksi Pu =en= 356 f'c = 3000 psi n = 3.29 in A1,MIN = 232 in` m = 3.29 in B= 14 in X= 1.19 N= 14 in x= 1.00 A = 196 in` Xn' = 2.00 in A2 = 196 in I = 3.29 in ( = 0.6 Fy,BASEPLATE = 36 ksi e = 300 k No Good t,min = 1.10 in It = 1 1/8 in I 2106 PACIFIC AVENUE, SUITE 300 TACOMA WASHINGTON 98402 BCRA T 253.627.4367 F 253.627.4395 W W W. BCRAENGINEERING.COM poled Walmart Store #5935 -00 sheet no. 1 -U location date 4/5/2012 job no. 10053 by LDJ COLUMN BASEPLATE DESIGN Column C6 Section HSS12X8X3 /8 1 V A = 13.2 in` E = 29000 ksi r = 3.27 in` F = 46 ksi b = 8 in L = 23.33 ft d = 12 in K = 1 t = 0.349 in $ = 0.85 A, = 1.09 F = 28.1 ksi P _ e = 315 k f'c = 3000 psi n = 3.17 in Al ,MIN = 206 in` m = 3.17 in B= 14 in X= 0.78 N= 18 in X= 1.00 Al= 252 in` Xn' = 2.45 in A2 = 252 in` 1= 3.17 in 4 0.6 F y,BASEPLATE = 36 ksi e = 386 k OK t,min = 0.88 in It = 1 in I 2106 PACIFIC AVENUE, SUITE 300 , /� TACOMA WASHINGTON 98402 T 253.627.4367 F 253.627.4395 iii WWW.BCRAENGINEERING.COM Prot Walmart Store #5935 -00 sheet no. 2.7,'1 location date 4/5/2012 Job no. 10053 by LDJ COLUMN BASEPLATE DESIGN Column C7 Section HSS12X8X3 /8 . A = 13.2 in` E = 29000 ksi r m in = 3.27 in` F = 46 ksi b = 8 in L = 23.33 ft d = 12 in K = 1 t = 0.349 in $= 0.85 A0= 1.09 F = 28.1 ksi Pu =$Pn= 315 k f'c = 3000 psi n = 3.17 in At ,MIN = 206 in` m = 3.17 in B= 14 in X= 0.78 N= 18 in X= 1.00 Al= 252 in` Xn' = 2.45 in A2 = 252 in` I = 3.17 in $ = 0.6 Fy,BASEPLATE = 36 ksi e = 386 k OK t,min = 0.88 in It = 1 in 2106 PACIFIC AVENUE, SUITE 300 ' TACOMA WASH'. NGTON 98402 BcRA 1 253.627 4367 F 253 627 4395 , , W W W. ECRAENGINE ERING.COM poled Walmart Store #5935 -00 sh.« n.. 1-14 bedlam Tigard, OR dd. } 4/9/2012 ,, �... 100531 T 1 by f LW WALMART 1 Allowable wable Bearing Pressure = 3000 psf _ Foundation Loads GEN. Location PDL Pm PsL PDL.FrG Ftg Size PSERVICE Min Ftg AREA Grid Grid Type Footing Type (k) (k) (k) (k) (ft) (k) , Size 2 B I F3A 20.11 25.52 59.21 4.5 5.5 83.9 5.5 OK 2 C I F4 18.83 25.83 78.39 6.3 6.0 103.5 6.0 OK 2 D I F3A 22.11 30.77 61.36 4.5 5.5 88.0 5.5 OK 2 E I F4 26.46 38.59 63.10 6.3 6.0 95.9 6.0 OK 2 F I F4 33.10 38.60 63.14 6.3 6.0 102.5 6.0 OK 2 F.8 I F3A 21.47 24.91 53.34 4.5 5.5 79.4 5.5 OK 2 G.8 E F1A 6.39 7.51 27.67 1.8 3.5 35.9 3.5 OK 3 B I F4 28.44 33.27 71.09 6.3 6.0 105.8 6.0 OK 3 C I F4 19.00 26.09 78.17 6.3 6.0 103.5 6.0 OK 3 D I F3A 22.53 31.81 61.13 4.5 5.5 88.2 5.5 OK 3 E I F5A 55.91 40.80 , 91.05 12.7 7.5 159.6 7.5 OK 3 1 F 11 , F6A 83.81 40.80 101.12 16.3 8.5 201.2 8.5 OK 3 F.8 I F5 43.30 31.87 80.97 11.0 7.0 135.3 7.0 OK 3 H.1 E F2A 10.27 12.08 42.41 3.0 4.5 55.7 4.5 OK 3.4 H.1 E F2 9.13 10.74 28.41 2.4 4.0 39.9 4.0 OK 3.4 J E F2 7.20 8.47 29.99 2.4 4.0 39.6 4.0 OK 4 A.2 E F3 17.84 20.00 46.37 3.8 5.0 68.0 5.0 OK 4 1 B I F4A 29.75 34.43 72.70 8.5 6.5 110.9 6.5 OK 4 C I F4A 20.56 28.49 _ 81.77 8.5 6.5 110.8 6.5 OK 4 D I F4A 28.77 41.41 75.53 8.5 6.5 112.7 6.5 OK 4 E I F6A 61.55 61.20 121.65 16.3 8.5 199.5 8.5 OK 4 F I F7 77.03 60.31 130.38 18.2 9.0 225.6 9.0 OK 4 F.8 I F5A 50.21 45.74 94.17 12.7 7.5 157.0 7.5 OK 4 H I F5A 39.77 45.22 100.29 12.7 7.5 152.7 7.5 OK 4 J E F4 21.52 23.35 78.45 6.3 6.0 106.3 6.0 OK 4.5 A.2 E F1 0.44 0.68 2.42 1.4 3.0 4.2 1.5 OK 4.5 A.3 E Fl 1.68 2.58 10.55 1.4 3.0 13.6 2.5 OK 4.5 J E F1 3.59 4.22 8.89 1.4 3.0 13.8 2.5 OK 5 A.3 E F2 8.23 , 10.09 27.89 2.4 4.0 38.5 4.0 OK 5 B I F3 20.07 27.67 49.50 3.8 5.0 73.3 5.0 OK 5 C I F4A 20.56 28.49 81.77 8.5 6.5 110.8 6.5 OK in 5 D I F4A 28.77 41.41 74.86 8.5 6.5 112.1 6.5 OK ? 5 E I F5 40.89 61.20 91.80 11.0 7.0 143.7 7.0 OK Q 5 F I F5 45.58 59.42 89.14 11.0 7.0 145.7 7.0 OK 5 G I F4 36.37 40.98 61.47 6.3 6.0 104.1 6.0 OK 5 H 1 I F5A _ 43.02 58.23 101.12 12.7 7.5 156.8 7.5 OK 5 J E F5 25.51 35.90 102.15 11.0 7.0 138.7 7.0 OK 5.5 A.3 E F1 1.12 1.72 7.77 1.4 3.0 10.2 2.0 OK 5.5 J E F1 1.44 2.54 8.50 1.4 3.0 11.3 2.0 OK 6 A.3 E F3 8.47 13.04 51.09 3.8 5.0 63.3 5.0 OK 6 B I F4A 19.24 27.03 91.56 8.5 6.5 119.3 6.5 OK 6 C I F4A 20.56 28.49 81.77 8.5 6.5 110.8 6.5 OK 6 D I F4A 36.34 39.60 72.16 8.5 6.5 116.9 6.5 OK 6 E I F5 43.77 56.69 85.04 11.0 7.0 139.8 7.0 OK 6 F I F5 43.59 55.03 82.54 11.0 7.0 137.2 7.0 OK 6 G I F4 33.73 38.17 57.26 6.3 6.0 97.3 6.0 OK 6 H I F5A 39.96 61.96 101.55 12.7 7.5 154.2 7.5 OK 6 J E F5 23.68 39.48 100.20 11.0 7.0 134.9 7.0 OK 6.5 A.3 E F1 0.72 1.11 5.02 1.4 3.0 7.1 2.0 OK 6.5 J E F1 1.20 2.12 7.08 1.4 3.0 9.6 2.0 OK 7 C I F4A 20.56 28.49 81.77 8.5 6.5 110.8 6.5 OK 7 D I F4A 36.34 _ 39.60 72.16 - 8.5 6.5 116.9 • 6.5 OK 7 E I F5 43.77 56.69 85.04 11.0 7.0 139.8 7.0 OK 2106 PACIFIC AVENUE, SUITE 300 TACOMA WASHINGTON 98402 T 253.627 4367 F 253.627.4395 ' i , W W W. BCRAENGINEERING.COM !� ,Iola Walmart Store #5935 -00 _ Fheet no. 11 W c.lsor Tigard, OR ... _ _ _ .. dale - -- 4/9/2012 Jab ••. 100531 'b 1.13J -. - s . WALMART ' Allowable Bearing Pressure = 3000 psf Foundation Loads GEN. Location P ck. P Pm Pa„io Ftg Size PSERvicE Min Ftg AREA Grid Grid Type Footing Type (k) (k) (k) (k) (ft) (k) Size 7 F I F5 43.59 55.03 82.54 11.0 7.0 137.2 7.0 OK 7 G I F4 33.73 38.17 57.26 6.3 6.0 97.3 6.0 OK 7 H I F5A 39.96 61.96 101.55 12.7 7.5 154.2 7.5 OK 7 J E F5 23.68 39.48 100.20 11.0 7.0 134.9 7.0 OK 7.5 J E F1 1.44 2.54 8.50 1.4 3.0 11.3 2.0 OK 8 C I I F4A 20.86 27.99 81.68 8.5 6.5 111.0 6.5 OK 8 D I F5 34.32 39.41 86.14 11.0 7.0 131.5 7.0 OK 8 E I F6 45.57 56.95 120.14 14.4 8.0 180.1 8.0 OK 8 F I F6 44.84 55.30 117.57 14.4 8.0 176.8 8.0 OK 8 G I F4A 34.34 38.13 80.36 8.5 6.5 123.1 6.5 OK 8 H I F6 41.99 54.78 126.22 14.4 8.0 182.6 8.0 OK 8 J E F2 9.41 13.87 25.79 2.4 4.0 37.6 4.0 OK 6.8 B E F2 4.40 6.77 26.39 2.4 4.0 33.2 3.5 OK 7 B E F2 8.51 10.52 29.37 2.4 4.0 40.3 4.0 OK 8 B E F2 9.26 11.67 34.30 2.4 4.0 46.0 4.0 OK 6.9 A.9 E F1 0.00 0.00 0.00 1.4 3.0 1.4 1.0 OK 7 A.9 I F1 0.00 0.00 0.00 1.4 3.0 1.4 1.0 OK 7.5 1 A.9 I F1 - 0.00 0.00 0.00 1.4 3.0 1.4 1.0 OK to 8 A.9 I F1 0.00 0.00 0.00 1.4 3.0 1.4 1.0 OK w 8.5 A.9 I F1 0.00 0.00 0.00 1.4 3.0 1.4 1.0 OK m 9 A.9 I F1 0.00 0.00 0.00 1.4 3.0 1.4 1.0 OK F 6.8 A.3 _ E Fl 3.03 4.66 18.29 1.4 3.0 22.7 3.0 OK w 6.9 A.3 E F1 0.00 0.00 0.00 1.4 3.0 1.4 1.0 OK > 7 A E F 1 A 9.78 13.82 22.55 1.8 3.5 34.2 3.5 OK 8 A E F2A 14.52 21.53 37.55 3.0 4.5 55.1 4.5 OK 7.6 A.0 _ E F1 0.00 0.00 0.00 1.4 3.0 1.4 1.0 OK 7.7 A.0 E F1 0.00 0.00 0.00 1.4 3.0 1.4 1.0 OK 7.8 A.0 E , F1 0.00 0.00 0.00 1.4 3.0 1.4 1.0 OK 8.1 A.0 E F1 0.00 0.00 0.00 1.4 3.0 1.4 1.0 OK 8.2 A.0 E F1 0.00 0.00 0.00 1.4 3.0 1.4 1.0 OK 2 A.1 E F3 10.58 15.43 52.77 3.8 5.0 67.1 5.0 OK w 3 A.1 E F3 _ 20.16 21.44 49.87 3.8 5.0 73.8 5.0 OK D 3.7 A.2 E F1 0.88 1.35 6.28 1.4 3.0 8.5 2.0 OK m 3 A.0 © F1 0.00 0.00 0.00 1.4 3.0 1.4 1.0 OK F= w 3.3 A.0 E F1 0.00 0.00 0.00 1.4 3.0 1.4 1.0 OK > 3.7 A.0 E F1 0.00 0.00 0.00 1.4 3.0 1.4 1.0 OK 2106 PACIFIC AVENUE, SURE 300 �' TACOMA WASHINGTON 911402 T 253.627.4367 F 253.627.4395 (I W Vf W. DOME N GIN F ERNS . COM � project Walmart sheet no. 2 -3D location Tigard, OR date 2/24/2012 job no. 10053 by BJJ Beam Calculation Section W24X68 I V Main Entry Steel CMU Lintel: Grid A E = 29000 ksi Span Type = simple L= 26 ft Loads Load Case DL LL WL P = 0.000 0.000 0.000 0.00 k a = 0.00 0.00 0.00 0.00 ft P2 = 0.000 0.000 0.000 0.00 k a = 0.00 0.00 0.00 0.00 ft P3 = 0.000 0.000 0.000 0.00 k a = 0.00 0.00 0.00 0.00 ft w = 1.559 0.175 0.000 0.000 klf W = 0.00 0.00 0.00 0.00 klf Svc Load Comb Factor = 1.0 1.0 1.00 0.0 Ult Load Comb Factor = 1.2 1.6 1.6 0.0 Deflection Check Svc Load Load Case DL LL WL - Comb NAM = 0.302 0.034 0.000 0.000 0.336 (in) = U? 1033 9202 - - 929 Ultimate Load Check M. = 181.7 ft -k b b/t = 7.7 V. = 28.0 k h/t h/t = 52.0 Lb = 2.0 ft X g bend. = 9.2 Cb = 1 A.p,web,bend. = 90.6 F = 50 ksi ?r.ty,bend. = 24.1 Z = 177 in' ^r,web,bend. = 137.3 Z = 24.5 in' COMPACT S. = 154 jn' S = 15.7 in' 5'12 = 0.9 I = 1830 in' y Mp = 663.8 ft -k l = 70.4 in' rx = 9.55 in L = 6.61 ft F Y = 1.87 in L, = 18.86 ft A = 20.1 in J = 1.67 fin' I 'r%Mn = 663.8 ft-k OK C = 9430 in r = 2.300 in h = 23.12 in Column/Interaction Check Pu = 0.0 k +PN = 730.6 k LUNBRACED STRONG = 26.00 ft P = 5380.7 k kSTRONG = 1 Pr = 0 k LUNBRACEO WEAK = 6.00 ft B = 1.00 k wEAK = 1 M = 181.7 ft -k Cm = 1 M„= M 181.74 ft-k a= 1 Interaction Ratio = 0.271 2106 PACIFIC AVENUE, SUITE 30D /' TACOMA WASHINGTON 98402 T 233- 627.4367 P 253.6274393 ... VAVW.BCRAENGINEERING.COM project Briggs Village Grocery sheet no. -31 location Olympia, WA dose 2/24/2012 job no. 08787 by BJJ Beam Calculation Section ■ w16X31 v Main Entry Steel CMU Lintel: Grid A E = 29000 ksi Span Type = simple L= 19ft Loads Load Case DL LL WL P., = 0.000 0.000 0.000 0.00 k a = 0.00 0.00 0.00 0.00 ft P2 = 0.000 0.000 0.000 0.00 k a2 = 0.00 0.00 0.00 0.00 ft P3 = 0.000 0.000 0.000 0.00 k a = 0.00 0.00 0.00 0.00 ft w = 0.840 1.200 0.000 0.000 klf W = 0.00 0.00 0.00 0.00 klf Svc Load Comb Factor = 1.0 1.0 1.00 0.0 Ult Load Comb Factor = 1.2 1.6 1.6 0.0 Deflection Check Svc Load Load Case DL LL WL - Comb Annnx = 0.226 0.324 0.000 0.000 0.550 (in) =1../? 1007 705 - - 415 Ultimate Load Check M = 132.1 ft -k bat b/t = 6.3 V„ = 27.8 k hit., h/t = 51.6 Lb = 2.0 ft Xp.Bg.b•nd. = 9.2 Cb = 1 Xp.web.bend. = 90.6 F = 50 ksi kr,eg,bend. = 24.1 Z. = 54 in' 2, r.web.bend. = 137.3 Z = 7.03 in COMPACT S. = 47.2 in' S = 4.49 in" cab = 0.9 ix = 375 in cpM = 202.5 ft -k l = 12.4 in' rx= 6.41 in Lp= 4.13 ft r 9 = 1.17 in 4= 11.87ft A = 9.13 in J = 0.461 in I On = 202.5 ft -k OK I C = 739 in r = 1.424 in h = 15.46 in Column/Interaction Check Pu = 0.0 k OPN = 286.8 k LUNBRACED STRONG = 19.00 ft P = 2064.7 k ksTRONG = 1 P = 0 k LUNBRACeD WEAK = 6.00 ft B1= 1.00 kwEAK = 1 MM = 132.1 ft -k Cm = 1 M = M = 132.13 ft -k a= 1 1 Interaction Ratio = 0.651 7106 PACIFIC AVENUE, SMITE 303 B-_,A TACOMA WASHINGTON 98.402 ; ., T 253 627.6367 F 253.627.1395 WWW BCRAENGINEERING.COM cd project Walmart sheet no. 2 -31 Coco nor, Tigard, OR date 3/28/2012 rob no 10053 by BJJ Beam Calculation Section W27X84 V CMU Lintel Grid B E = 29000 ksi Span Type = simple L= 30 ft Loads Load Case DL LL WL P = 0.000 0.000 0.000 0.00 k a = 0.00 0.00 0.00 0.00 ft P2 0.000 0.000 0.000 0.00 k a2 = 0.00 0.00 0.00 0.00 ft P3 = 0.000 0.000 0.000 0.00 k a = 0.00 0.00 0.00 0.00 ft w = 0.762 0.300 0.000 0.000 klf W = 0.00 0.00 0.00 0.00 klf Svc Load Comb Factor = 1 0 1.0 1.00 0.0 Ult Load Comb Factor = 1.2 1.6 1.6 0.0 Deflection Check Svc Load Load Case DL LL WL - Comb A mAx = 0.168 0.066 0.000 0.000 0.234 (in) = U? 2143 5442 - - 1537 Ultimate Load Check M„ = 156.9 ft -k b b/t = 7.8 V„ = 20.9 k h /t h/t = 52.7 Lb = 4.0 ft x p,flg.bend. = 9.2 Cb = 1 ?cp.web,bend. = 90.6 F = 50 ksi ?r.flg.bend. = 24.1 Z = 244 in' X r.web.bend = 137.3 Z = 33.2 in' COMPACT S = 213 in° S 21.2 in' s b= 0.9 I = 2850 in : M = 915.0 ft -k l = 106 In- rx = 10.7 in L = 7.31 ft ry = 2.07 in Lr = 20.78 ft A = 24.8 In ..I = 2.81 in' I );Mn = 915.0 ft-k OK I C = 17900 in r15 = 2.543 in h = 26.06 in Column /Interaction Check Pu= 10.0 k 4P 912.3 k LUNBRACED STRONG = 30.00 ft P = 6294.2 k kSTRONG = 1 P = 10 k LUNBRACED WEAK = 6.00 ft B = 1.00 kwEAK = 1 M = 156.9 ft -k Cm= 1 M „ =M 157.12 ft -k a= 1 I Interaction Ratio = 0.181 2106 PACIFIC AVENUE, SUFE 300 �' TACOMA WASHINGTON 90402 T 253.627.4367 F 233.627.4395 , i , WWW ICRAENGINEERING. CON goloct Walmart sheet no. Z. ;f location Tigard, OR dote 3/28/2012 Job r,o• 10053 by BJJ Beam Calculation Section W24X55 I v CMU Lintel Grid B E = 29000 ksi Span Type = simple L = 26 ft Loads Load Case DL LL WL P1 = 0.000 0.000 0.000 0.00 k a, = 0.00 0.00 0.00 0.00 ft P2 = 0.000 0.000 0.000 0.00 k a = 0.00 0.00 0.00 0.00 ft P3 = 0.000 0.000 0.000 0.00 k a3 = 0.00 0.00 0.00 0.00 ft w = 0.762 0.300 0.000 0.000 klf W = 0.00 0.00 0.00 0.00 klf Svc Load Comb Factor = 1.0 1.0 1.00 0.0 Ult Load Comb Factor = 1.2 1.6 1.6 0.0 Deflection Check Svc Load Load Case DL LL WL - Comb x = 0.200 0.079 0.000 0.000 0.279 (in) = L/? 1559 3960 - - 1119 Ultimate Load Check M. = 117.8 ft-k b,/2t b/t = 6.9 V„ = 18.1 k hit„,, h/t = 54.6 it = 4.0 ft Xp.RG.berld. = 9.2 Cb = 1 4,web.bend. = 90.6 F = 50 ksi Xr,tq,bend. = 24.1 Z. = 134 in' ? r,web,bend. = 137.3 Z = 13.3 in' COMPACT S.= 114 in' S = 8.3 in' Vb = 0.9 I = 1350 in' SoMp = 502.5 ft -k l = 29.1 in' r " = 9.11 in Lp = 4.73 ft T = 1.34 in I-r = 13.90 ft A = 16.2 In` J = 1.18 In' I r' M„ = 502.5 ft-k OK , C = 3870 in r„ = 1.716 in h = 23.10 in Column/Interaction Check Pu = 10.0 k $P = 519.1 k LUNBRACED STRONG = 26.00 ft P = 3969.4 k ksTRONG = 1 P = 10 k LUNBRACED WEAK = 6.00 ft B1 = 1.00 kwEAK = 1 Mm = 117.8 ft -k Cm = 1 M„ = M = 118.12 ft-k a= 1 Interaction Ratio = 0.241 2106 PACIFIC AVENUE, SUITE 300 TACOMA WASHINGTON 93402 T 253.62714367 F 253.627.6395 Hi , • WW BCRAENGINEERING COM project Walmart sheet no. -L _ N q location Tigard, OR dote 3/28/2012 iob no. 10053 by BJJ Beam Calculation Section W16X26 v] CMU Lintel Grid B E = 29000 ksi Span Type = simple L= 12 ft Loads Load Case DL LL WL P = 0.000 0.000 0.000 0.00 k a = 0.00 0.00 0.00 0.00 ft P2 = 0.000 0.000 0.000 0.00 k a = 0.00 0.00 0.00 0.00 ft P3 = 0.000 0.000 0.000 0.00 k a3 = 0.00 0.00 0.00 0.00 ft w = 0.762 0.300 0.000 0.000 klf W = 0.00 0.00 0.00 0.00 klf Svc Load Comb Factor = 1.0 1.0 1.00 0.0 Ult Load Comb Factor = 1.2 1.6 1.6 0.0 Deflection Check Svc Load Load Case DL LL WL - Comb A = 0.041 0.016 0.000 0.000 0.057 (in) = L/? 3536 8980 - - 2537 Ultimate Load Check M = 25.1 ft -k b b/t = 8.0 V„ = 8.4 k h /t h/t = 56.8 Lb = 4.0 ft Ap,flg,bend = 9.2 Cb = 1 Xp,web,bend. = 90.6 F = 50 ksi Xr,flg,bend. = 24.1 Z = 44.2 in' 2 - r,web, bend. = 137.3 Z = 5.48 in' COMPACT S = 38.4 in' S = 3.49 1 n� ;;ID = 0.9 ix = 301 in" , 4A. = 165.8 ft -k l = 9.59 in rx = 6.26 in L. = 3.96 ft r = 1.12 in L.= 11.21 ft A = 7.68 i n J = 0.262 in-( YMn = 165.4 ft -k OK l C,., = 565 in i = 1.385 in h = 15.36 in Column /Interaction Check Pu = 10.0 k QP = 229.1 k LUNBRACED STRONG = 12.00 ft P = 4154.7 k kSTRONG = 1 Pr = 10 k LUNBRACEO WEAK = 6.00 ft B = 1.00 kwEAK = 1 M = 25.1 ft -k Cm = 1 M = M = 25.16 ft -k a= 1 Interaction Ratio = 0.171 T PACIFIC 59 300 !- �� TACOMA WASHINGTON WASHINHINGTOTO N 98164 02 � ; ; i 253.627.4367 F 233.627.4393 BcRA WWW BCRAENGINEERING COM Project Walmart sheet 1-3S location Tigard, OR dote 3/28/2012 iob no. 10053 by BJJ Beam Calculation Section W24X68 v CMU Lintel Grid 6.8 E = 29000 ksi Span Type = simple L = 28 ft Loads Load Case DL LL WL P1= 0.000 0.000 0.000 0.00 k a = 0.00 0.00 0.00 0.00 ft P2 = 0.000 0.000 0.000 0.00 k a2 = 0.00 0.00 0.00 0.00 ft P3 = 0.000 0.000 0.000 0.00 k a3 = 0.00 0.00 0.00 0.00 ft w = 0.762 0.300 0.000 0.000 klf W = 0.00 0.00 0.00 0.00 klf Svc Load Comb Factor = 1.0 1.0 1.00 0.0 Ult Load Comb Factor = 1.2 1.6 1.6 0.0 Deflection Check Svc Load Load Case DL LL WL - Comb :1N = 0.199 0.078 0.000 0.000 0.277 (in) = U? 1692 4298 - - 1214 Ultimate Load Check M. = 136.7 ft -k b b/t = 7.7 V„ = 19.5 k h /t„, h/t = 52.0 Lb = 4.0 ft ) `p.flg. bend = 9.2 Co = 1 Xp.web.bend. = 90.6 F = 50 ksi kr,flg,bend = 24.1 Z = 177 i 113 X•r,web,bend = 137.3 Z = 24.5 in' COMPACT Sx = 154 in' S 15.7 In' yb 0.9 I = 1830 in' ; M = 663.8 ft-k l = 70.4 In rx = 9.55 in Lp = 6.61 ft = 1.87 in Lr = 18.86 ft r A = 20.1 In` J = 1.87 in I Y M = 663.8 ft -k OK C = 9430 in' r = 2.300 in h = 23.12 in Column /Interaction Check Pu = 10.0 k 4IPN = 730.6 k LUNBRACED STRONG = 28.00 ft P = 4639.5 k kSTRONG = 1 Pr = 10 k LUNBRACED WEAK = 6.00 ft B = 1.00 kwEAK = 1 M = 136.7 ft -k Cm = 1 M„ = M = 136.95 ft -k cy = 1 I Interaction Ratio = 0.211 2106 PACIFIC AVENUE, SUITE 300 BcRA TACOMA WASHINGTON 98402 ; T 253 627.4367 F 253.627 4395 WWW BCRAENGINEERING. COM !_ project Walmart sheet no. 3 - location Tigard, OR date 4/9/12 job no. 10053 by BJJ w 18.6 Corner Wind wW2 12.3 Typical Wind Ap 27.7 Typical Parapet Cs = 0.142 Shear Wall Loads ROOF AR A wa „ AW1 AW2 AP W VEQ Vw Controlled Wall ID ft ft ft ft ft kips kips kips A 71994 5629 238 1254 1377 1629 231 58 Seismic J 65740 5515 238 1254 1262 1515 215 55 Seismic 1 67173 7540 270 1785 1966 1685 239 81 Seismic 9 70511 6651 270 1785 1216 1678 238 61 Seismic 2106 PACIFIC AVENUE, SUITE 300 Bc-RA TACOMA WASHINGTON 98402 T 253.627.4367 F 253.6274395 , , / W W W. BCRAENGINEERING. COM !_ project Walmart sheet no. 3. L location Tigard, OR date 4/9/2012 job no. 10053 by BJJ ROOF Wall ID LR VR_w VR -EQ VEQWaII V1Ot v h Vert Bar Spcg Bar Size ft kips kips kips kips klf ft in Al 29.34 8 32 5 37 1.277 18.0 24 5 A2 21.34 4 17 4 21 0.987 18.5 32 5 A3 21.34 4 17 4 21 0.987 18.5 32 5 A4 47.34 14 55 15 70 1.476 20.5 24 6 A5 26.67 5 19 6 25 0.929 22.0 32 5 A6 34 7 29 8 37 1.087 22.0 32 5 A7 40 10 41 9 50 1.243 21.0 24 5 A8 26 5 21 5 27 1.030 20.0 32 5 J1 35.34 8 32 7 39 1.109 20.5 32 5 J2 34.67 8 30 7 37 1.069 21.0 32 5 J3 30 5 21 7 28 0.932 22.0 32 5 J4 30 5 21 7 28 0.932 22.0 32 5 J5 30 6 23 6 30 0.984 21.0 32 5 J6 23.34 4 14 5 19 0.827 21.0 40 5 J7 18.67 3 10 4 14 0.733 20.0 40 5 J8 28 6 22 6 28 1.000 20.0 32 5 J9 26 5 21 5 26 1.016 19.0 32 5 J10 24.67 5 20 5 25 1.015 18.5 32 5 1A 27.34 7 22 5 27 0.971 17.3 24 5 1B 27.34 7 22 5 27 0.971 17.3 24 5 1C 44 15 44 8 52 1.187 17.3 32 5 1D 24 6 17 4 22 0.896 17.3 32 5 1E 40 13 39 7 46 1.152 17.3 32 5 1F 31.34 9 27 6 33 1.043 17.3 32 5 1G 32 10 28 6 34 1.053 17.3 32 5 1H 30.67 9 26 5 32 1.032 17.3 32 5 1J 21.34 5 14 4 18 0.825 17.3 32 5 9A 34.67 7 29 6 35 1.016 17.3 32 5 9B 34 7 28 6 34 1.008 17.3 32 5 9C 34 7 28 6 34 1.008 17.3 32 5 9D 34 7 28 6 34 1.008 17.3 32 5 9E 39.34 9 35 7 42 1.066 17.3 32 5 9F 24 4 16 4 20 0.837 17.3 32 5 9G 32 7 26 6 31 0.981 17.3 32 5 9H 30 6 23 5 29 0.951 17.3 32 5 9J 20 3 11 4 15 0.736 17.3 32 5 9K 22 3 13 4 17 0.789 17.3 32 5 2106 PACIFIC AVENUE, SUITE 300 TACOMA WASHINGTON 98402 i 253 627 4367 F 253 627 4395 WWW BCRAENGINEERING. COM project Walmart sheet no. location Tigard, OR date 4/9/12 job no. 10053 by BJJ Shear Wall Calculations - Low Roof between Grids 6.8 and 9 and A to B w 18.6 Corner Wind WW2 12.3 Typical Wind Ap 27.7 Typical Parapet Cs = 0.142 Shear Wall Loads ROOF AR A AW1 AW2 Ap W VEQ Vw Controlled Wall ID ft ft ft ft ft kips kips kips A 696 144.4 47 25 20.1 2.9 1.6 Seismic A.3 4136 472 247 225 91.9 13.0 10.8 Seismic 6.8 259 84.01 55 22 9.7 1.4 1.3 Seismic Cols Grid B 7 1376 466 294 172 52.8 7.5 8.4 Wind 8 2224 721.7 470 252 83.1 11.8 12.8 Wind 2106 PACIFIC AVENUE, SUITE 200 TACOMA WASHINGTON 98402 B CRA T 253 627 F 253.627.4395 , / 1 W wWW BCRAENGINEERING.COM WNW. project Walmart sheet no. 3 - L{ location Tigard, OR date 4/9/2012 job no. 10053 by BJJ ROOF Wall ID LR VR -W VR -EQ VEQWaII Vtot V h ft kips kips kips kips klf ft A9 32 0.4 0.8 6 7 0.209 18.0 A10 30 0.4 0.7 6 6 0.212 18.0 All 30 0.4 0.7 6 6 0.212 17.0 Al2 32 0.4 0.7 6 7 0.221 16.0 A8 26 10.8 13.0 5 18 0.711 21.0 2106 PACiFiC AVENUE, 527 A WASHINGTON 98402 4 95 TACOMA T 253 6 WASH F 253.627 www. BC RA ENGINEERING COM project Walmart sheet no. 3 _ S location Tigard, OR date 4/9/2012 job no. 10053 by BJJ Reinforced Masonry Shear Wall Wall ID: A4 V= 50.00 k P= 182 k h= 21 ft Iw = 568 in bw = 12.625 in As = 3.52 inA2 #6 @ 32" OC Vert Grout Spcg = 32 in db = 0.625 in d = 426.06 in Hor Bar Spcg = 48 in max shear spacing is the lesser of 48 ", d /2, h/3 or lw/3 fm 2000 psi fs 24,000 psi Es 29000000 psi Em 1800000 psi n = 16.11 47.34 ft p = 0.0007 pn = 0.0105 k = 0.1350 jd = 406.88 in kd = 57.54 in Flexure 21 ft M req = 1050.00 k -ft Stress Increase = 1.33 fs = 32000 psi fm = 2667 psi Fa = 216 psi Not to Scale fa = 64 psi Fb = 889 psi Fb -fa = 825 psi Let fb + fa < Fb Fb(1- fa /Fa) = 627 psi Let fa /Fa + fb /Fb < 1 fb Controlling = 627 psi Masonry Controlled Mm = fm /6 *(bw *j *k *d ^2) = 7724.41 k - ft OK Steel Controlled Ms = As *fs *j *d = 3819.24 k - ft OK (Allowable Moment = 3819.24 k -ft I Min. bar lap = .002 *db *Fs 30 in 2700 PACIFIC AVENUE, SUITE 300 BC RA TACOMA WASHINGTON 98402 627.1367 MEW.- 253 0207 F IS 7.0271393 WWW.BCRAENGINEERING CON, rr project Walmart sheet no. location Tigard, OR date 4/9/2012 job no. 10053 by BJJ Reinforced Masonry Shear Wall Wall ID: A4 Shear Shear increased by factor of 1.5 per TMS402- 08 /ACI 530 -08 /ASCE 5 -08 section 1.17.3.2.6.1.2 MNd = 0.39 Fv = 1/3 *(4- MNd) *(fm) = 53.75 psi MNd < 1 Fv = (fm) ^1/2 = 44.72 psi MNd > 1 Fv Cont. (MNd > or < 1) = 53.75 psi Fv < 35.00 psi Fv = 35.00 psi fv = V /bwjd = 58.40 psi NO, must use reinforcement below V cap = fv *bw *j *d = 44.95 k IMin shear Rein. = 0.42 in "2 I @ 48 in O.C. Shear (carried by Steel alone) Fv = 1/2 *(4- MNd) *(fm) ^1 /2 = 80.63 psi Fv = 1.5 *(fm)"1 /2 = 67.08 psi Fv Cont. (MNd > or < 1) = 80.63 psi Fv < 75.00 psi Fv = 75.00 psi OK (Av = Vs /Fsd = 0.26 in ^2 I @ 48 in O.C. (Vertical Rein. = Av /3 = 3.13 in ^2 10K Deflection AT = AF + AS = V /(bw *Em)(4(h /Iw)"3 + 3(h/lw)) = 0.004 in OK Aall = .007 *h = 1.764 in 2106 ?ACIFIC AVENUE, SUITE 300 TACOMA WASHINGTON 98402 T 233 627.4367 F 233.627 4393 BcRA WWW.FCRAENGINEE RING COM project Walmart sheet no. location Tigard, OR date 4/9/2012 Job no. 10053 by BJJ Reinforced Masonry Shear Wall Wall ID: Al V= 26.43 k P= 56 k h= 18ft Iw = 352 in bw = 7.625 in As = 2.17 inA2 #5 @ 24" OC Vert Grout Spcg = 24 in db = 0.625 in d = 264.06 in Hor Bar Spcg = 48 in max shear spacing is the lesser of 48 ", d /2, h/3 or lw/3 fm 2000 psi fs 24,000 psi Es 29000000 psi Em 1800000 psi n = 16.11 29.34 ft p = 0.0011 pn = 0.0174 k = 0.1698 jd = 249.11 in kd = 44.84 in Flexure 18 ft M req = 475.71 k -ft Stress Increase = 1.33 fs = 32000 psi 77/////// / /// fm = 2667 psi Fa = 204 psi Not to Scale fa = 38 psi Fb = 889 psi Fb -fa = 851 psi Let fb + fa < Fb Fb(1- fa /Fa) = 724 psi Let fa /Fa + fb /Fb < 1 fb Controlling = 724 psi Masonry Controlled Mm = fm /6 *(bw *j *k *dA2) = 2570.70 k -ft OK Steel Controlled Ms = As *fs *j *d = 1441.54 k -ft OK (Allowable Moment = 1441.54 k -ft I Min. bar lap = .002 *db *Fs 30 in T 25 P 627. 3 7 F 2 E. 527E 300 BCRA TACOMA WASHINGTON 90402 T WAS F2 4 902 W W W. ECRAENGINE ERING.COM !� project Walmart sheet no 3 -$ location Tigard, OR date 4/9/2012 job no. 10053 by BJJ Reinforced Masonry Shear Wall Wall ID: Al Shear Shear increased by factor of 1.5 per TMS402- 08 /ACI 530 -08 /ASCE 5 -08 section 1.17.3.2.6.1.2 MNd = 0.55 Fv = 1/3 *(4- MNd) *(fm) = 51.50 psi MNd < 1 Fv = (fm)^1 /2 = 44.72 psi MNd > 1 Fv Cont. (MNd > or < 1 ) = 51.50 psi Fv < 35.00 psi Fv = 35.00 psi fv = V /bwjd = 62.61 psi NO, must use reinforcement below V cap = fv *bw *j *d = 22.16 k 'Min shear Rein. = 0.26 in ^2 I @ 48 in O.C. Shear (carried by Steel alone) Fv = 1/2 *(4- MNd) *(fm)^1 /2 = 77.25 psi Fv = 1.5 *(fm) ^1/2 = 67.08 psi Fv Cont. (MNd > or < 1) = 77.25 psi Fv < 75.00 psi Fv = 75.00 psi OK (Av = Vs /Fsd = 0.23 in ^2 I @ 48 in O.C. 'Vertical Rein. = Av /3 = 1.65 inA2 10K Deflection AT = AF + AS = V /(bw *Em)(4(h/lw)^3 + 3(h /Iw)) = 0.005 in OK fall = .007 *h = 1.512 in T7 06 ? 2 .FlC AVENUE, SUITE 9S BCRA T ACOMA WASHINGTON 90102 WWW. SCRAENGINEERING COM project Walmart sheet no. 3 - location Tigard, OR awe 4/9/2012 job no. 10053 by BJJ Reinforced Masonry Shear Wall Wall ID: A6 V = 26.43 k P = 56 k h = 22 ft Iw = 408 in bw = 7.625 in As = 1.86 in ^2 #5 @ 32" OC Vert Grout Spcg = 32 in db = 0.625 in d = 306 in Hor Bar Spcg = 48 in max shear spacing is the lesser of 48 ", d /2, h/3 or lw/3 fm 2000 psi fs 24,000 psi Es 29000000 psi Em 1800000 psi n = 16.11 34.00 ft p = 0.0008 pn = 0.0128 k = 0.1479 jd = 290.91 in kd = 45.27 in Flexure 22 ft M req = 581.43 k -ft Stress Increase = 1.33 fs = 32000 psi / / /// / / fm = 2667 psi Fa = 121 psi Not to Scale fa = 36 psi Fb = 889 psi Fb -fa = 853 psi Let fb + fa < Fb Fb(1- fa /Fa) = 622 psi Let fa /Fa + fb /Fb < 1 fb Controlling = 622 psi Masonry Controlled Mm = fm /6 *(bw *j *k *d ^2) = 2604.23 k -ft OK Steel Controlled Ms = As *fs *j *d = 1442.91 k -ft OK (Allowable Moment = 1442.91 k -ft I Min. bar lap = .002 *db *Fs 30 in 2106 ? AVENUE, 527E B C RM ft TACOMA WASHINGTON 9 8102 237627627173 67 F237621 aJ95 wwW.BCRAENGINEERING CON. project Walmart sheet no -3 - (a location Tigard, OR dote 4/9/2012 job no. 10053 by BJJ Reinforced Masonry Shear Wall Wall ID: A6 Shear Shear increased by factor of 1.5 per TMS402- 08 /ACI 530 -08 /ASCE 5 -08 section 1.17.3.2.6.1.2 MNd = 0.58 Fv = 1/3 *(4- MNd) *(fm) = 51.05 psi MNd < 1 Fv = (fm) ^1/2 = 44.72 psi MNd > 1 Fv Cont. (MNd > or < 1) = 51.05 psi Fv < 35.00 psi Fv = 35.00 psi fv = V /bwjd = 71.49 psi NO, must use reinforcement below V cap = fv *bw *j`d = 19.41 k (Min shear Rein. = 0.26 inA2 I @ 48 in O.C. Shear (carried by Steel alone) Fv = 1/2 *(4- MNd) *(fm) ^1 /2 = 76.58 psi Fv = 1.5 *(fm) ^1/2 = 67.08 psi Fv Cont. (MNd > or < 1) = 76.58 psi Fv < 75.00 psi Fv = 75.00 psi OK lAv = Vs /Fsd = 0.19 inA2 I @ 48 in O.C. Vertical Rein. = Av /3 = 1.65 inA2 10K Deflection AT = OF + AS = V /(bw *Em)(4(h /Iw) ^3 + 3(h/lw)) = 0.006 in OK Aall = .007 *h = 1.848 in 2106 ?ACIFIC AVENUE, SUITE 300 TACOMA WASHINGTON 96402 T 233 627 6767 F 237.627.043 BcRA WWW.BCRAENGINEERING COM project Walmart sheet no. 3 - locatton Tigard, OR dote 4/9/2012 job no. 10053 by BJJ Reinforced Masonry Shear Wall Wall ID: J1 V = 27.86 k P= 65 k h = 20.5 ft lw = 424 in bw = 7.625 in As = 1.86 inA2 #5 @ 32" OC Vert Grout Spcg = 32 in db = 0.625 in d = 318.06 in Hor Bar Spcg = 48 in max shear spacing is the lesser of 48 ", d /2, h/3 or lw/3 fm 2000 psi fs 24,000 psi Es 29000000 psi Em 1800000 psi n = 16.11 35.34 ft p = 0.0008 pn = 0.0124 k = 0.1453 jd = 302.65 in kd = 46.22 in Flexure 20.5 ft M req = 571.07 k -ft Stress Increase = 1.33 fs = 32000 psi T /// /// fm = 2667 psi Fa = 139 psi Not to Scale fa = 41 psi Fb = 889 psi Fb -fa = 848 psi Let fb + fa < Fb Fb(1- fa /Fa) = 630 psi Let fa /Fa + fb /Fb < 1 fb Controlling = 630 psi Masonry Controlled Mm = fm /6 *(bw *j *k *d ^2) = 2799.37 k -ft OK Steel Controlled Ms = As *fs *j *d = 1501.15 k -ft OK Allowable Moment = 1501.15 k -ft Min. bar lap = .002 *db *Fs 30 in 2106 PACIFIC AVENUE, SUITE 300 TACOMA WASHINGTON 9E402 T 233 6271)67 F 15).6271395 JrJ =, W W W. RCRAENGINEERING. COM pgoject Walmart sheet no. location Tigard, OR date 4/9/2012 job no. 10053 by BJJ Reinforced Masonry Shear Wall Wall ID: J1 Shear Shear increased by factor of 1.5 per TMS402- 08 /ACI 530 -08 /ASCE 5 -08 section 1.17.3.2.6.1.2 MNd = 0.52 Fv = 1/3 *(4- MNd) *(fm) = 51.94 psi MNd < 1 Fv = (fm) ^1/2 = 44.72 psi MNd > 1 Fv Cont. (MNd > or < 1) = 51.94 psi Fv < 35.00 psi Fv = 35.00 psi fv = V /bwjd = 72.43 psi NO, must use reinforcement below V cap = fv *bw *j *d = 20.19 k 'Min shear Rein. = 0.26 inA2 I @ 48 in O.C. Shear (carried by Steel alone) Fv = 1/2 *(4- MNd) *(fm) ^1 /2 = 77.91 psi Fv = 1.5 *(fm) ^1/2 = 67.08 psi Fv Cont. (MNd > or < 1) = 77.91 psi Fv < 75.00 psi Fv = 75.00 psi OK 'Av = Vs /Fsd = 0.20 in ^2 I @ 48 in O.C. 'Vertical Rein. = Ay/3 = 1.74 inA2 10K Deflection AT = OF + AS = V /(bw *Em)(4(h /Iw) ^3 + 3(h/lw)) = 0.005 in OK Aall = .007 *h = 1.722 in 2106 PACIFIC AVENUE. SUITE 300 TACOMA WASHINGTON 9e402 BcRA 233 627.4367 f 353.627439S 4M44.44- , WWW.BCRAENGINEE RING CGM project Walmart :neetoa. 3 -13 location Tigard, OR date 4/9/2012 job no. 10053 by BJJ Reinforced Masonry Shear Wall Wall ID: J2 V= 26.43 k P = 65 k h= 21 ft Iw = 416 in bw = 7.625 in As = 1.86 inA2 #5 @ 32" OC Vert Grout Spcg = 32 in db = 0.625 in d = 312.03 in Hor Bar Spcg = 48 in max shear spacing is the lesser of 48 ", d /2, h/3 or lw /3 f m 2000 psi fs 24,000 psi Es 29000000 psi Em 1800000 psi n = 16.11 34.67 ft p = 0.0008 pn = 0.0126 k = 0.1466 jd = 296.78 in kd = 45.75 in Flexure 21 ft M req = 555.00 k -ft Stress Increase = 1.33 fs = 32000 psi fm = 2667 psi Fa = 133 psi Not to Scale fa = 41 psi Fb = 889 psi Fb -fa = 848 psi Let fb + fa < Fb Fb(1- fa /Fa) = 612 psi Let fa /Fa + fb /Fb < 1 fb Controlling = 612 psi Masonry Controlled Mm = fm /6 *(bw *j *k *d ^2) = 2640.59 k -ft OK Steel Controlled Ms = As *fs *j *d = 1472.03 k -ft OK Allowable Moment = 1472.03 k -ft I Min. bar lap = .002 *db *Fs 30 in 4106 PA WA AVENUE. SUITE 300 BCRA TACOMA WASHINGTON 91404 203 627 4367 F 203.6274395 1 wwW.BCRAENCi1NEERING COM project Walmart sheet no. location Tigard, OR date 4/9/2012 job no. 10053 by BJJ Reinforced Masonry Shear Wall Wall ID: J2 Shear Shear increased by factor of 1.5 per TMS402- 08 /ACI 530 -08 /ASCE 5 -08 section 1.17.3.2.6.1.2 MNd = 0.54 Fv = 1/3 *(4- MNd) *(fm) = 51.60 psi MNd < 1 Fv = (fm) ^1/2 = 44.72 psi MNd > 1 Fv Cont. (MNd > or < 1 ) = 51.60 psi Fv < 35.00 psi Fv = 35.00 psi fv = V /bwjd = 70.07 psi NO, must use reinforcement below V cap = fv *bwj *d= 19.80 k (Min shear Rein. = 0.26 inA2 I @ 48 in O.C. Shear (carried by Steel alone) Fv = 1/2 *(4- MNd) *(fm) ^1 /2 = 77.40 psi Fv = 1.5 *(fm) ^1/2 = 67.08 psi Fv Cont. (MNd > or < 1) = 77.40 psi Fv < 75.00 psi Fv = 75.00 psi OK IAv = Vs /Fsd = 0.19 in ^2 I @ 48 in O.C. (Vertical Rein. = Av /3 = 1.65 inA2 1OK Deflection AT = AF + AS = V /(bw *Em)(4(h /Iw) ^3 + 3(h/lw)) = 0.005 in OK fall = .007 *h = 1.764 in 21 PACIFIC 627 43 AVENUE, SUITE 0 BcRA TACOMA WASHINGTON 96/07 25 T 133 617./367 F 133.617/399 3 •• WWW BCRAENGINEERING. COM project Walmart sheet no. 3- l S location Tigard, OR date 4/9/2012 job no. 10053 by BJJ Reinforced Masonry Shear Wall Wall ID: A8 V = 19.29 k P= 48 k h= 20ft Iw= 312 in bw = 7.625 in As = 1.24 inA2 #5 @ 32" OC Vert Grout Spcg = 32 in db = 0.625 in d= 234 in Hor Bar Spcg = 48 in max shear spacing is the lesser of 48 ", d /2, h/3 or lw/3 fm 2000 psi fs 24,000 psi Es 29000000 psi Em 1800000 psi n = 16.11 26.00 ft p = 0.0007 pn = 0.0112 k = 0.1389 jd = 223.17 in kd = 32.49 in Flexure 20 ft M req = 385.71 k -ft Stress Increase = 1.33 fs = 32000 psi T / fm = 2667 psi Fa = 145 psi Not to Scale fa = 41 psi Fb = 889 psi Fb -fa = 848 psi Let fb + fa < Fb Fb(1- fa /Fa) = 640 psi Let fa /Fa + fb /Fb < 1 fb Controlling = 640 psi Masonry Controlled Mm = fm /6 *(bw *j *k *d ^2) = 1474.09 k -ft OK Steel Controlled Ms = As *fs *j *d = 737.94 k -ft OK !Allowable Moment = 737.94 k -ft ! Min. bar lap = .002 *db *Fs 30 in 2106 PACIFIC 02763 AVENUE. SUITE 300 BCRA TACOMA WASHINGTON 98402 T 253 627 4367 F 253.6I71395 5 WWW. PCRAENGINE FRING. COM project Walmart sheet no. (12 location Tigard, OR date 4/9/2012 job no. 10053 by BJJ Reinforced Masonry Shear Wall Wall ID: A8 Shear Shear increased by factor of 1.5 per TMS402- 08 /ACI 530 -08 /ASCE 5 -08 section 1.17.3.2.6.1.2 MNd = 0.68 Fv = 1 /3 *(4- MNd) *(fm) = 49.44 psi MNd < 1 Fv = (fm) ^112 = 44.72 psi MNd > 1 Fv Cont. (MNd > or < 1) = 49.44 psi Fv < 35.00 psi Fv = 35.00 psi fv = V /bwjd = 68.00 psi NO, must use reinforcement below V cap = fv *bwj d= 14.89 k 'Min shear Rein. = 0.26 inA2 48 in O.C. Shear (carried by Steel alone) Fv = 1/2 *(4- MNd) *(fm) ^1 /2 = 74.15 psi Fv = 1.5 *(fm) ^1/2 = 67.08 psi Fv Cont. (MNd > or < 1) = 74.15 psi Fv < 75.00 psi Fv = 74.15 psi OK IAv = Vs /Fsd = 0.19 inA2 I @ 48 in O.C. 'Vertical Rein. = Ay/3 = 1.21 inA2 IOK Deflection AT = AF + AS = V /(bw *Em)(4(h /lw) ^3 + 3(h /lw)) = 0.006 in OK Aall = .007 *h = 1.68 in 2106 PA WA AVENUE, SUITE 300 BcRA TACOMA WASHINGTON 95402 T 253 627.4367 F 253.6274395 !' WWW.SCRAENGINEERING COM project Walmart sheet no. location Tigard, OR dote 4/9/2012 Job no. 10053 by BJJ Reinforced Masonry Shear Wall Wall ID: J9 V = 18.57 k P = 48 k h= 19ft lw = 312 in bw = 7.625 in As = 1.24 in ^2 #5 @ 32" OC Vert Grout Spcg = 32 in db = 0.625 in d= 234 in Hor Bar Spcg = 48 in max shear spacing is the lesser of 48 ", d /2, h/3 or lw/3 I'm 2000 psi fs 24,000 psi Es 29000000 psi Em 1800000 psi n = 16.11 26.00 ft p = 0.0007 pn = 0.0112 k = 0.1389 jd = 223.17 in kd = 32.49 in Flexure 19 ft M req = 352.86 k -ft Stress Increase = 1.33 fs = 32000 psi T / / // // fm = 2667 psi Fa = 161 psi Not to Scale fa = 41 psi Fb = 889 psi Fb -fa = 848 psi Let fb + fa < Fb Fb(1- fa /Fa) = 664 psi Let fa /Fa + fb /Fb < 1 fb Controlling = 664 psi Masonry Controlled Mm = fm /6 *(bwyk *d ^2) = 1530.04 k -ft OK Steel Controlled Ms = As*fs *j *d = 737.94 k -ft OK Allowable Moment = 737.94 k -ft I Min. bar lap = .002 *db "Fs 30 in 2106 PACIFIC AVENUE, SUITE 300 TACOMA WASHINGTON 98402 BcRA T 253 627.4367 F 253.627.4305 :� WWW.BCRAENGINEERING COM prOJect Walmart sheet no. ( location Tigard, OR date 4/9/2012 Job no. 10053 by BJJ Reinforced Masonry Shear Wall Wall ID: J9 Shear Shear increased by factor of 1.5 per TMS402- 08 /ACI 530 -08 /ASCE 5 -08 section 1.17.3.2.6.1.2 MNd = 0.65 Fv = 1/3 *(4- MNd) *(fm) = 49.95 psi MNd < 1 Fv = (fm) ^112 = 44.72 psi MNd > 1 Fv Cont. (MNd > or < 1) = 49.95 psi Fv < 35.00 psi Fv = 35.00 psi fv = V /bwjd = 65.48 psi NO, must use reinforcement below V cap = fv *bw *j *d = 14.89 k (Min shear Rein. = 0.26 inA2 I @ 48 in O.C. Shear (carried by Steel alone) Fv = 1/2 *(4- MNd) *(fm) ^1 /2 = 74.92 psi Fv = 1.5 *(fm) ^1/2 = 67.08 psi Fv Cont. (MNd > or < 1) = 74.92 psi Fv < 75.00 psi Fv = 74.92 psi OK lAy = Vs /Fsd = 0.18 inA2 I @ 48 in O.C. [Vertical Rein. = Ay/3 = 1.16 inA2 10K Deflection AT = AF + AS = V /(bw *Em)(4(h /lw) ^3 + 3(h /Iw)) = 0.005 in OK Aall = .007 *h = 1.596 in 2106 BcRA PACIFIC 7VENUE. 300 TACOMA WASHINGTON 98402 23 6274 137627.6)67 F 1$7,bI7 x393 WWW.BCRAENGINEERING COM project Walmart sheet no. 3 -(1 Ioc0Non Tigard, OR date 4/9/2012 Job no. 10053 by BJJ Reinforced Masonry Shear Wall Wall ID: J8 V= 20.00 k P = 48 k h = 20 ft Iw = 336 in bw = 7.625 in As = 1.55 in ^2 #5 @ 32" OC Vert Grout Spcg = 32 in db = 0.625 in d = 252 in Hor Bar Spcg = 48 in max shear spacing is the lesser of 48 ", d /2, h/3 or Iw /3 fm 2000 psi fs 24,000 psi Es 29000000 psi Em 1800000 psi n = 16.11 28.00 ft p = 0.0008 pn = 0.0130 k = 0.1487 jd = 239.51 in kd = 37.48 in Flexure 20 ft M req = 400.00 k -ft Stress Increase = 1.33 fs = 32000 psi fm = 2667 psi Fa = 147 psi Not to Scale fa = 38 psi Fb = 889 psi Fb -fa = 851 psi Let fb + fa < Fb Fb(1- fa /Fa) = 660 psi Let fa /Fa + fb /Fb < 1 fb Controlling = 660 psi Masonry Controlled Mm = fm /6 *(bw *j *k *d ^2) = 1882.14 k -ft OK Steel Controlled Ms = As *fs *j *d = 989.95 k -ft OK (Allowable Moment = 989.95 k -ft I Min. bar lap = .002 *db *Fs 30 in 2106 PACIFIC AVENUE. SUITE 300 / A WASHINGTON p TACOMA 99401 627 63 B RA T 757 6 WAS F 253.627 96402 /395 www. E CRAE NG iNE EN MiG . COM w oo,/ Walmart sheet no. 3 -Lo location Tigard, OR dal. 4/9/2012 Job no. 10053 by BJJ Reinforced Masonry Shear Wall Wall ID: J8 Shear Shear increased by factor of 1.5 per TMS402- 08 /ACI 530 -08 /ASCE 5 -08 section 1.17.3.2.6.1.2 MNd = 0.63 Fv = 1/3 *(4- MNd) *(fm) = 50.16 psi MNd < 1 Fv = (fm) ^1/2 = 44.72 psi MNd > 1 Fv Cont. (MNd > or < 1) = 50.16 psi Fv < 35.00 psi Fv = 35.00 psi fv = V/bwjd = 65.71 psi NO, must use reinforcement below V cap = fv *bw *j *d = 15.98 k 'Min shear Rein. = 0.26 inA2 1 @ 48 in O.C. Shear (carried by Steel alone) Fv = 1 /2 *(4- MNd) *(f m) "1 /2 = 75.25 psi Fv = 1.5 *(fm) ^1/2 = 67.08 psi Fv Cont. (MNd > or < 1) = 75.25 psi Fv < 75.00 psi Fv = 75.00 psi OK IAv = Vs /Fsd = 0.18 inA2 I @ 48 in O.C. Vertical Rein. = Av /3 = 1.25 inA2 10K Deflection AT = OF + AS = V /(bw *Em)(4(h/Iw) ^3 + 3(h/lw)) = 0.005 in OK Aall = .007 *h = 1.68 in 2106 PACIFIC AVENUE. SUITE 95 233 TA M HINGTO 0 BCRA COA WASN 984] CO 6 27 WAS F 233 956 2 !' WWW.PCRAENGINEERING CON project Walmart sheet no. location Tigard, OR date 4/9/2012 job no. 10053 by BJJ Reinforced Masonry Shear Wall Wall ID: A2 V = 15.00 k P= 48 k h = 18.5 ft Iw = 256 in bw = 7.625 in As = 1.24 inA2 #5 @ 32" OC Vert Grout Spcg = 32 in db = 0.625 in d= 192.06 in Hor Bar Spcg = 48 in max shear spacing is the lesser of 48 ", d /2, h/3 or lw/3 fm 2000 psi fs 24,000 psi Es 29000000 psi Em 1800000 psi n = 16.11 21.34 ft P = 0.0008 pn = 0.0136 k = 0.1521 jd = 182.32 in kd = 29.21 in Flexure 18.5 ft M req = 277.50 k -ft Stress Increase = 1.33 fs = 32000 psi /// / / / /// / / / /// fm = 2667 psi Fa = 172 psi Not to Scale fa = 50 psi Fb = 889 psi Fb -fa = 839 psi Let fb + fa < Fb Fb(1- fa /Fa) = 633 psi Let fa /Fa + fb /Fb < 1 fb Controlling = 633 psi Masonry Controlled Mm = fm /6 *(bw *j *k *d ^ 2) = 1070.56 k -ft OK Steel Controlled Ms = As *fs *j *d = 602.88 k -ft OK (Allowable Moment = 602.88 k -ft I Min. bar lap = .002 *db *Fs 30 in T1 ?62743 AVENUE, SUITE 300 BC TACOMA WASHINGTON 98402 T 235 7 627. 4J67 F 237.627 4 .393 - www.8 CRAE NGINEE RING. COM project Walmart sheet no. � - Ll' ocoiton Tigard, OR date 4/9/2012 job no. 10053 by BJJ Reinforced Masonry Shear Wall Wall ID: A2 Shear Shear increased by factor of 1.5 per TMS402- 08 /ACI 530 -08 /ASCE 5 -08 section 1.17.3.2.6.1.2 MNd = 0.77 Fv = 1/3 *(4- MNd) *(fm) = 48.14 psi MNd < 1 Fv = (fm) ^1/2 = 44.72 psi MNd > 1 Fv Cont. (MNd > or < 1) = 48.14 psi Fv < 35.00 psi Fv = 35.00 psi fv = V /bwjd = 64.74 psi NO, must use reinforcement below V cap = fv *bw *j *d = 12.16 k 'Min shear Rein. = 0.26 inA2 I @ 48 in O.C. Shear (carried by Steel alone) Fv = 1/2 *(4- MNd) *(fm) ^1 /2 = 72.21 psi Fv = 1.5 *(fm) ^1/2 = 67.08 psi Fv Cont. (MNd > or < 1) = 72.21 psi Fv < 75,00 psi Fv = 72.21 psi OK (Av = Vs /Fsd = 0.18 inA2 I @ 48 in O.C. (Vertical Rein. = Av /3 = 0.94 inA2 (OK Deflection AT = AF + AS = V /(bw *Em)(4(h /Iw) ^3 + 3(h/lw)) = 0.006 in OK all = .007 *h = 1.554 in 71 P . WASHAVENUE. SUITE 300 9e107 BCR 253 627.4367 TACOMA 733 A WASHINGTON ASH F 253 90402 , 1 WWW. SCRAENGiNEERING COM project Walmart sheet no. ) -L3 locauen Tigard, OR date 4/9/2012 Job no. 10053 by BJJ Reinforced Masonry Shear Wall Wall ID: J5 V = 21.43 k P = 55 k h= 21 ft Iw = 360 in bw = 7.625 in As = 1.55 in ^2 #5 @ 32" OC Vert Grout Spcg = 32 in db = 0.625 in d = 270 in Hor Bar Spcg = 48 in max shear spacing is the lesser of 48 ", d /2, h/3 or lw/3 fm 2000 psi fs 24,000 psi Es 29000000 psi Em 1800000 psi n = 16.11 30.00 ft p = 0.0008 pn = 0.0121 k = 0.1441 jd = 257.03 in kd = 38.91 in Flexure 21 ft M req = 450.00 k -ft Stress Increase = 1.33 fs = 32000 psi T / fm = 2667 psi Fa = 132 psi Not to Scale fa = 40 psi Fb = 889 psi Fb -fa = 848 psi Let fb + fa < Fb Fb(1- fa /Fa) = 618 psi Let fa /Fa + fb /Fb < 1 fb Controlling = 618 psi Masonry Controlled Mm = fm /6 *(bwi *k *d "2) = 1962.11 k -ft OK Steel Controlled Ms = As *fs *j *d = 1062.39 k -ft OK !Allowable Moment = 1062.39 k -ft I Min. bar lap = .002 *db *Fs 30 in VA AVENUE, SUITE 300 y,./ _�' TACOMA WA TACOMA WASHINGTON 98402 T 233 6274367 F 233.627.4393 WWW. RCRAENGINEERING COW protect Walmart sheet no. 3 -L`f location Tigard, OR date 4/9/2012 Job no. 10053 by BJJ Reinforced Masonry Shear Wall Wall ID: J5 Shear Shear increased by factor of 1.5 per TMS402- 08 /ACI 530 -08 /ASCE 5 -08 section 1.17.3.2.6.1.2 MNd = 0.62 Fv = 1/3 *(4- MNd) *(fm) = 50.35 psi MNd < 1 Fv = (fm) ^1/2 = 44.72 psi MNd > 1 Fv Cont. (MNd > or < 1) = 50.35 psi Fv < 35.00 psi Fv = 35.00 psi fv = V /bwjd = 65.60 psi NO, must use reinforcement below V cap = fv *bw *j *d = 17.15 k (Min shear Rein. = 0.26 inA2 48 in O.C. Shear (carried by Steel alone) Fv = 1/2 *(4- MNd) *(fm) ^1 /2 = 75.53 psi Fv = 1.5 *(fm) ^1/2 = 67.08 psi Fv Cont. (MNd > or < 1) = 75.53 psi Fv < 75.00 psi Fv = 75.00 psi OK IAv = Vs /Fsd = 0.18 inA2 I 48 in O.C. (Vertical Rein. = Ay/3 = 1.34 inA2 (OK Deflection AT = AF + AS = V /(bw *Em)(4(h /lw)A3 + 3(h /Iw)) = 0.005 in OK all = .007 *h = 1.764 in 2106 PACIFIC AVENUE, SURE 300 BCRA i TACOMA WASHINGTON 98102 ? 233 6271367 F 233.627.093 W W W. RCRAENGINEERING COM project Walmart sheet ,, 3 -15 iocotion Tigard, OR date 4/9/2012 Job no. 10053 by BJJ Reinforced Masonry Shear Wall Wall ID: J7 V = 10.00 k P= 35 k h = 20 ft Iw = 224 in bw = 7.625 in As = 0.62 in ^2 #5 @ 40" OC Vert Grout Spcg = 40 in db = 0.625 in d = 168.03 in Hor Bar Spcg = 48 in max shear spacing is the lesser of 48 ", d /2, h/3 or Iw /3 fm 2000 psi fs 24,000 psi Es 29000000 psi Em 1800000 psi n = 16.11 18.67 ft p = 0.0005 pn = 0.0078 k = 0.1173 jd = 161.46 in kd = 19.71 in Flexure 20 ft M req = 200.00 k -ft Stress Increase = 1.33 fs = 32000 psi 7 - / / / /// / / /// fm = 2667 psi Fa = 133 psi Not to Scale fa = 44 psi Fb = 889 psi Fb -fa = 845 psi Let fb + fa < Fb Fb(1- fa /Fa) = 593 psi Let fa /Fa + fb /Fb < 1 fb Controlling = 593 psi Masonry Controlled Mm = fm /6 *(bw *j *k *d ^2) = 599.90 k -ft OK Steel Controlled Ms = As *fs *j *d = 266.94 k -ft OK (Allowable Moment = 266.94 k -ft Min. bar lap = .002 *db *Fs 30 in 2106 PACIFIC 7V SUITE 95 B CR A TACOMA WASHINGTON 9!102 253 1367 F 253 T i5J 627 �J67 F i57.6i7.4795 WWW.RCRAENGINEERING COM A project Walmart sheet no. 1 7 - �C location Tigard, OR date 4/9/2012 Job no. 10053 by BJJ Reinforced Masonry Shear Wall Wall ID: J7 Shear Shear increased by factor of 1.5 per TMS402- 08 /ACI 530 -08 /ASCE 5 -08 section 1.17.3.2.6.1.2 MNd = 0.95 Fv = 1 /3 *(4- MNd) *(f m) = 45.43 psi MNd < 1 Fv = (fm) ^1/2 = 44.72 psi MNd > 1 Fv Cont. (MNd > or < 1) = 45.43 psi Fv < 35.00 psi Fv = 35.00 psi fv = V /bwjd = 60.92 psi NO, must use reinforcement below V cap = fv *bw *j *d = 8.62 k IMin shear Rein. = 0.26 in ^2 I @ 48 in O.C. Shear (carried by Steel alone) Fv = 112 *(4 - MNd) *(fm) ^1 /2 = 68.15 psi Fv = 1.5 *(fm) ^1/2 = 67.08 psi Fv Cont. (MNd > or < 1) = 68.15 psi Fv < 75.00 psi Fv = 68.15 psi OK IAv = Vs /Fsd = 0.13 in ^2 I @ 48 in O.C. Vertical Rein. = Av /3 = 0.63 in ^2 10K Deflection AT = AF + AS = V /(bw *Em)(4(h /lw) "3 + 3(h /Iw)) = 0.006 in OK Aall = .007 *h = 1.68 in 7106 . AVENUE. SUITE 300 BCRA TACOMA WASHINGTON 98102 62 253 6271743 67 F 233.6771393 , 1 1 www. BCRAENGINEERING COtn project Walmart sheet no. 3 —Z1 location Tigard, OR date 4/9/2012 Job no 10053 by BJJ Reinforced Masonry Shear Wall Wall ID: J3 V= 20.00 k P = 55 k h = 22 ft Iw = 360 in bw = 7.625 in As = 1.55 inA2 #5 @ 32" OC Vert Grout Spcg = 32 in db = 0.625 in d = 270 in Hor Bar Spcg = 48 in max shear spacing is the lesser of 48 ", d /2, h/3 or lw/3 fm 2000 psi fs 24,000 psi Es 29000000 psi Em 1800000 psi n = 16.11 30.00 ft p = 0.0008 pn = 0.0121 k = 0.1441 jd = 257.03 in kd = 38.91 in Flexure 22 ft M req = 440.00 k -ft Stress Increase = 1.33 fs = 32000 psi fm = 2667 psi Fa = 121 psi Not to Scale fa = 40 psi Fb = 889 psi Fb -fa = 848 psi Let fb + fa < Fb Fb(1- fa /Fa) = 591 psi Let fa /Fa + fb /Fb < 1 fb Controlling = 591 psi Masonry Controlled Mm = fm /6 *(bw *j *k *d ^2) = 1878.07 k -ft OK Steel Controlled Ms = As *fs *j *d = 1062.39 k -ft OK 'Allowable Moment = 1062.39 k -ft I Min. bar lap = .002 *db *Fs 30 in 2106 ?. AVENUE, SUITE 300 B TACOMA WASHINGTON 98402 627X743 ; ; 1 233 6267 F 253.637.1393 !� W W W. BCRAENGNEERING.COM project Walmart sheet no. 3 -11 location Tigard, OR date 4/9/2012 Job no. 10053 by BJJ Reinforced Masonry Shear Wall Wall ID: J3 Shear Shear increased by factor of 1.5 per TMS402- 08 /ACI 530 -08 /ASCE 5 -08 section 1.17.3.2.6.1.2 MNd = 0.65 Fv = 1/3 *(4- MNd) *(fm) = 49.91 psi MNd < 1 Fv = (fm) ^1/2 = 44.72 psi MNd > 1 Fv Cont. (MNd > or < 1) = 49.91 psi Fv < 35.00 psi Fv = 35.00 psi fv = V /bwjd = 61.23 psi NO, must use reinforcement below V cap = fv *bw *j *d = 17.15 k 'Min shear Rein. = 0.26 inA2 I @ 48 in O.C. Shear (carried by Steel alone) Fv = 1/2 *(4- MNd) *(fm) ^1 /2 = 74.87 psi Fv = 1.5 *(fm) ^1/2 = 67.08 psi Fv Cont. (MNd > or < 1) = 74.87 psi Fv < 75.00 psi Fv = 74.87 psi OK 'Ay = Vs /Fsd = 0.17 inA2 ( @ 48 in O.C. 'Vertical Rein. = Ay/3 = 1.25 inA2 10K Deflection AT = AF + AS = V /(bw *Em)(4(h /Iw) ^3 + 3(h /lw)) = 0.006 in OK tall = .007 *h = 1.848 in 2106 4 ACIFIC 6274367 WASHINGTON AVENUE, SUITE 300 9 BCRA TA COMSHINGTO8102 233 A W A7 F 2 3 9111393 WWW.BCRAENGINEERING COM 4- proje ct Walmart sheet no. 1 ) -1,1 location Tigard, OR date 4/9/2012 Job no. 10053 by BJJ Reinforced Masonry Shear Wall Wall ID: J6 V = 13.57 k P= 43 k h= 21 ft Iw = 280 in bw = 7.625 in As = 0.93 inA2 #5 @ 40" OC Vert Grout Spcg = 40 in db = 0.625 in d = 210.06 in Hor Bar Spcg = 48 in max shear spacing is the lesser of 48 ", d /2, h/3 or lw/3 fm 2000 psi fs 24,000 psi Es 29000000 psi Em 1800000 psi n = 16.11 23.34 ft p = 0.0006 pn = 0.0094 k = 0.1277 jd = 201.12 in kd = 26.83 in Flexure 21 ft M req = 285.00 k -ft Stress Increase = 1.33 fs = 32000 psi j / / /// fm = 2667 psi Fa = 122 psi Not to Scale fa = 44 psi Fb = 889 psi Fb -fa = 845 psi Let fb + fa < Fb Fb(1- fa /Fa) = 572 psi Let fa /Fa + fb /Fb < 1 fb Controlling = 572 psi Masonry Controlled Mm = fm /6 *(bw *j *k *d ^2) = 979.95 k -ft OK Steel Controlled Ms = As *fs *j *d = 498.76 k -ft OK (Allowable Moment = 498.76 k -ft I Min. bar lap = .002 *db *Fs 30 in 2706 62743 AVENUE. SUITE 300 BCRA TACOMA WASHINGTON 90401 F 253.627 4395 W W W. BCRAENGINEERING COW project Walmart sheet no. 3 - 3b location Tigard, OR date 4/9/2012 Job no. 10053 by BJJ Reinforced Masonry Shear Wall Wall ID: J6 Shear Shear increased by factor of 1.5 per TMS402- 08 /ACI 530 -08 /ASCE 5 -08 section 1.17.3.2.6.1.2 MNd = 0.80 Fv = 1/3 *(4- MNd) *(fm) = 47.71 psi MNd < 1 Fv = (fm) ^1/2 = 44.72 psi MNd > 1 Fv Cont. (MNd > or < 1) = 47.71 psi Fv < 35.00 psi Fv = 35.00 psi fv = V /bwjd = 66.37 psi NO, must use reinforcement below V cap = fv *bw *j *d = 10.73 k IMin shear Rein. = 0.26 inA2 I @ 48 in O.C. Shear (carried by Steel alone) Fv = 1/2 *(4- MNd) *(fm) ^1 /2 = 71.56 psi Fv = 1.5 *(fm) ^1/2 = 67.08 psi Fv Cont. (MNd > or < 1) = 71.56 psi Fv < 75.00 psi Fv = 71.56 psi OK (Av = Vs /Fsd = 0.15 inA2 I @ 48 in O.C. (Vertical Rein. = Av /3 = 0.85 inA2 10K Deflection AT = OF + AS = V /(bw *Em)(4(h /Iw) ^3 + 3(h/lw)) = 0.006 in OK Aall = .007 *h = 1.764 in 2106 PACIFIC AVENUE. SUITE 300 TACOMA WASHINGTON 9 402 T 737.627 6767 F }37.6}71393 P WwW. ECRAENOINEERING COM project Walmart sheet no. 3 - location Tigard, OR dot. 4/9/2012 Job no. 10053 by BJJ Reinforced Masonry Shear Wall Wall ID: 1E V= 32.86 k P= 80 k h = 17.34 ft Iw = 480 in bw = 7.625 in As = 2.17 inA2 #5 @ 32" OC Vert Grout Spcg = 32 in db = 0.625 in d = 360 in Hor Bar Spcg = 48 in max shear spacing is the lesser of 48 ", d /2, h/3 or lw /3 fm 2000 psi fs 24,000 psi Es 29000000 psi Em 1800000 psi n = 16.11 40.00 ft p = 0.0008 4 ► pn = 0.0127 *# in >� k = 0.1474 '' jd = 342.32 in kd = 53.05 in Flexure 17.34 ft M req = 569.74 k -ft Stress Increase = 1.33 fs = 32000 psi fm = 2667 psi ////////f/ )//// Fa = 193 psi Not to Scale fa = 44 psi Fb = 889 psi Fb-fa = 845 psi Let fb + fa < Fb Fb(1- fa/Fa) = 686 psi Let fa/Fa + fb /Fb < 1 fb Controlling = 686 psi Masonry Controlled Mm = f m /6 *(bw *j *k *d ^2) = 3959.26 k -ft OK Steel Controlled Ms = As *fs *j *d = 1980.86 k -ft OK Allowable Moment = 1980.86 k -ft I Min. bar lap = .002 *db *Fs 30 in 27 253 P AVENUE. SUITE BCRA TACOMA T 251 6 2y63 AS 7 f 2 95 .1195 95 A WASHINGTON 9 W W W. BCRAENGINEERING COM project Walmart sheet no. 3 - �1. location Tigard, OR date 4/9/2012 job no. 10053 by BJJ Reinforced Masonry Shear Wall Wall ID: 1E Shear Shear increased by factor of 1.5 per TMS402- 08 /ACI 530 -08 /ASCE 5 -08 section 1.17.3.2.6.1.2 MNd = 0.39 Fv = 1/3 *(4- MNd) *(fm) = 53.88 psi MNd < 1 Fv = (fm) ^1/2 = 44.72 psi MNd > 1 Fv Cont. (MNd > or < 1) = 53.88 psi Fv < 35.00 psi Fv = 35.00 psi fv = V /bwjd = 75.53 psi NO, must use reinforcement below V cap = fv *bw *j *d = 22.84 k IMin shear Rein. = 0.26 inA2 I @ 48 in O.C. Shear (carried by Steel alone) Fv = 1/2 *(4- MNd) *(fm) ^1 /2 = 80.83 psi Fv = 1.5 *(fm) ^1/2 = 67.08 psi Fv Cont. (MNd > or < 1) = 80.83 psi Fv < 75.00 psi Fv = 75.00 psi OK (Av = Vs /Fsd = 0.21 in ^2 I @ 48 in O.C. (Vertical Rein. = Av /3 = 2.05 inA2 10K Deflection AT = AF + AS = V /(bw *Em)(4(h /Iw) ^3 + 3(h /lw)) = 0.004 in OK Aall = .007 *h = 1.45656 in 2106 PACIFIC 7V SUITE BcRA TACOMA WASHINGTON 98.402 T 253.62.62 7 .44F 253 367 F 237.627.1393 95 W . ECRAENGINEERING. COM __ W W poject Walmart sheet no. location Tigard, OR dote 4/9/2012 lob no. 10053 by BJJ FOUNDATION DESIGN Wall ID: A4 1 = 49.34 ft DL = 185 k b= 3ft LL= 36k d = 1 ft V = 50 k (W or .7E) h 21 ft V2 = 0 k (W or .7E) h = 0 ft Soil = 29.47 k Iw = 47.34 ft Ftg = 22.203 k TOF Elev = -1.34 ft A = 148.02 ft S = 1217.22 ft Overturning: Mres = 0.6 *(DL +F) *I/2 = 3503.3 k -ft Movt = V1 *(h1 +d -TOF Elev) + V *(h +d -TOF Elev)= 1167 k -ft 0.6D +(W or 0.7E) + H FS = Mres /Movt = 3.00 OK Bearing: DL +.75LL = 234.20 k a = (DL +0.75L) /A + 0.75Movt/S = 2301 psf OK DL + 0.75L + .75(W or .7E) a =DUA + Movt/S = 2359 psf OK DL + (W or .7E) a = (D +L) /A = 1842 psf DL + LL a Governing = 2359 psf Governs a = 2P /(3(I /2 -M /P)) = N/A psf DL + .75(W or .7E) a = 2P /(3(I /2 -M /P)) = N/A psf DL + (W or .7E) a Governing = 0 psf Sliding: Coeff. Friction, I., = 0.35 Passive Pressure = 325 pcf Ignore upper 0 ft of soil Sliding Resistance, friction = 50 k Width considered for sliding = 3 ft Sliding Resistance, Passive = 2.7 k Total Sliding Resistance = 52 k OK 0.6D +(W or 0.7E) + H Reinforcement: Mu = 1.6 *(a *(I- Iw) /2) = 1.89 k -ft/ft Rn = Mu /(cp *b *d = 25.88 Use pmin pmin = .0018 *b *d = 0.1944 in /ft As provided = 0.413 in /ft Use # 5 @ 10 OC Cont Use # 5 @ 12 OC Transverse fc = 3 ksi T&B a = Asfy /Rfcb = 0.81 in cpMn = cpAsfy(d -a /2) = 16.0 k -ft/ft OK 1 2106 23 PACIFIC 7 253 527E 95 BcRA TACOMA WASHINGTON 98x02 T COMA W F 253 98 .x 2 WWW W. BCRAE NGINEERING. COM project Walmart sheet no. location Tigard, OR date 4/9/2012 job no. 10053 by BJJ FOUNDATION DESIGN Wall ID: Al, A2, A3 I = 83.34 ft DL = 185.4 k b= 2ft LL= 36k d = 1 ft V, = 57 k (W or .7E) h, = 18.5 ft V2 = 0 k (W or .7E) h = 0 ft Soil = 37.90 k Iw = 83.34 ft Ftg = 25.002 k TOF Elev = -1.34 ft A = 166.68 ft S = 2315.19 ft Overturning: Mres = 0.6 *(DL +F) *I/2 = 6208.0 k -ft Movt = V1 *(h1 +d -TOF Elev) + V *(h +d -TOF Elev)= 1187.88 k -ft 0.6D +(W or 0.7E) + H FS = Mres /Movt = 5.23 OK Bearing: DL +.75LL = 237.40 k a = (DL +0.75L)/A + 0.75Movt/S = 1809 psf OK DL + 0.75L + .75(W or .7E) a =DUA + Movt/S = 1775 psf OK DL + (W or .7E) a = (D +L) /A = 1706 psf DL + LL a Governing = 1809 psf Governs a = 2P /(3(I /2 -M /P)) = N/A psf DL + .75(W or .7E) a = 2P /(3(I /2 -M /P)) = N/A psf DL + (W or .7E) a Governing = 0 psf Sliding: Coeff. Friction, .j = 0.35 Passive Pressure = 325 pcf Ignore upper 0 ft of soil Sliding Resistance, friction = 52 k Width considered for sliding = 3 ft Sliding Resistance, Passive = 2.7 k Total Sliding Resistance = 55 k OK 0.6D +(W or 0.7E) + H Reinforcement: Mu = 1.6 *(a *(I- Iw) /2) = 0.00 k -fUft Rn = Mu /(cp *b *d = 0.00 Use pmin pmin = .0018 *b *d = 0.1944 in /ft As provided = 0.465 in` /ft Use # 5 @ 9 OC Cont Use # 5 @ 12 OC Transverse fc = 3 ksi T&B a = Asfy /Rfcb = 0.91 in cpMn = cpAsfy(d -a /2) = 17.9 k -ft/ft OK 21 PACIFIC AVENUE, SUITE TACOMA N 9(1 TAC WASHINGTON 627.4367 7 OMA 7.4F 253 367 F 9 .1795 95 ■� wW W. BCRAENGINEERING. COM project Walmart sheet no 1-3C location Tigard, OR date 4/9/2012 Job no. 10053 by BJJ FOUNDATION DESIGN Wall ID: A5, A6, A7, A8 1 = 128 ft DL = 240 k b= 2ft LL= 58k d = 1 ft V = 98 k (W or .7E) h = 22 ft V2 = 0 k (W or .7E) h = 0 ft Soil = 57.89 k Iw = 128 ft Ftg = 38.4 k TOF Elev = -1.34 ft A = 256.00 ft S = 5461.33 ft Overturning: Mres = 0.6 *(DL +F) *I /2 = 12913.4 k -ft Movt = V1 *(h1 +d -TOF Elev) + V *(h +d -TOF Elev)= 2385.32 k -ft 0.6D +(W or 0.7E) + H FS = Mres /Movt = 5.41 OK Bearing: DL +.75LL = 321.90 k a = (DL +0.75L) /A + 0.75Movt/S = 1585 psf OK DL + 0.75L + .75(W or .7E) a =DUA + Movt/S = 1524 psf OK DL + (W or .7E) a = (D +L) /A = 1540 psf DL + LL a Governing = 1585 psf Governs a = 2P /(3(I /2 -M /P)) = N/A psf DL + .75(W or .7E) a = 2P /(3(I /2 -M /P)) = N/A psf DL + (W or .7E) a Governing = 0 psf Sliding: Coeff. Friction, p = 0.35 Passive Pressure = 325 pcf Ignore upper 0 ft of soil Sliding Resistance, friction = 71 k Width considered for sliding = 3 ft Sliding Resistance, Passive = 2.7 k Total Sliding Resistance = 73 k NG 0.6D +(W or 0.7E) + H Reinforcement: Mu = 1.6 *(a *(I- Iw) /2) = 0.00 k -ft/ft Rn = Mu /(W *b *d = 0.00 Use pmin pmin = .0018 *b *d = 0.1944 in /ft As provided = 0.465 in /ft Use # 5 @ 9 OC Cont Use # 5 @ 12 OC Transverse fc = 3 ksi T &B a = Asfy /Rfcb = 0.91 in cpMn = cpAsfy(d -a /2) = 17.9 k -ft/ft OK 2106 PACIFIC AVENUE, SUITE 300 BcRA TACO M2 37IN ON 2978 53..43 T 237.627.44766 2 7 f ∎02 M.101.1w- WWW SCRAENGINEERING.COM project Walmart sheet no 3-36 location Tigard, OR dote 4/9/2012 job no. 10053 by BJJ FOUNDATION DESIGN Wall ID: J1 -J10 1= 283.34 ft DL = 574 k b= 2ft LL= 212k d = 1 ft V = 196 k (W or .7E) h = 22 ft V2 = 0 k (W or .7E) h = 0 ft Soil = 127.41 k Iw = 283.34 ft Ftg = 85.002 k TOF Elev = -1.34 ft A = 566.68 ft S = 26760.52 ft Overturning: Mres = 0.6 *(DL +F) *1 /2 = 66846.7 k -ft Movt = V1 *(h1 +d -TOF Elev) + V *(h +d -TOF Elev)= 4770.64 k -ft 0.6D +(W or 0.7E) + H FS = Mres /Movt = 14.01 OK Bearing: DL +.75LL = 818.00 k a = (DL +0.75L)/A + 0.75Movt/S = 1577 psf OK DL + 0.75L + .75(W or .7E) a =DL/A + Movt/S = 1341 psf OK DL + (W or .7E) a = (D +L) /A = 1762 psf DL + LL a Governing = 1762 psf Governs a = 2P /(3(I /2 -M /P)) = N/A psf DL + .75(W or .7E) a = 2P /(3(I /2 -M /P)) = N/A psf DL + (W or .7E) a Governing = 0 psf Sliding: Coeff. Friction, p = 0.35 Passive Pressure = 325 pcf Ignore upper 0 ft of soil Sliding Resistance, friction = 165 k Width considered for sliding = 3 ft Sliding Resistance, Passive = 2.7 k Total Sliding Resistance = 168 k NG 0.6D +(W or 0.7E) + H Reinforcement: Mu = 1.6 *(a *(1- Iw) /2) = 0.00 k -ft/ft Rn = Mu/(p*b*d = 0.00 Use pmin pmin = .0018 *b *d = 0.1944 in /ft As provided = 0.465 in` /ft Use # 5 @ 9 OC Cont Use # 5 @ 12 OC Transverse fc = 3 ksi T&B a = Asfy /Rfcb = 0.91 in pMn = pAsfy(d-a/2) = 17.9 k -ft/ft OK V06 PACIFIC WASHINGTON N VE. SUITE 300 9 BcRA 25 TA8102 T TACOMA 7 F 253.627.4395 952 WWW BCRAENGINEERING.COM poJect Walmart sheet no. location Tigard, OR dote 4/9/2012 Job no. 10053 by BJJ FOUNDATION DESIGN Wall ID: 9A -9K I = 269.34 ft DL = 587 k b = 2 ft LL = 202 k d = 1 ft V 208 k (W or .7E) h = 17.34 ft V2 = 0 k (W or .7E) h = 0 ft Soil = 121.15 k Iw = 269.34 ft Ftg = 80.802 k TOF Elev = -1.34 ft A = 538.68 ft S = 24181.35 ft Overturning: Mres = 0.6 *(DL +F) *I/2 = 63748.5 k -ft Movt = V1 *(h1 +d -TOF Elev) + V *(h +d -TOF Elev)= 4093.44 k -ft 0.6D +(W or 0.7E) + H FS = Mres /Movt = 15.57 OK Bearing: DL +.75LL = 819.30 k a = (DL +0.75L)/A + 0.75Movt/S = 1648 psf OK DL + 0.75L + .75(W or .7E) a =DUA + Movt/S = 1409 psf OK DL + (W or .7E) a = (D +L) /A = 1840 psf DL + LL a Governing = 1840 psf Governs a = 2P /(3(I /2 -M /P)) = N/A psf DL + .75(W or .7E) a = 2P /(3(I /2 -M /P)) = N/A psf DL + (W or .7E) a Governing = 0 psf Sliding: Coeff. Friction, p = 0.35 Passive Pressure = 325 pcf Ignore upper 0 ft of soil Sliding Resistance, friction = 166 k Width considered for sliding = 3 ft Sliding Resistance, Passive = 2.7 k Total Sliding Resistance = 168 k NG 0.6D +(W or 0.7E) + H Reinforcement: Mu = 1.6 *(a *(I- Iw) /2) = 0.00 k -ft/ft Rn = Mu /(cp *b *d = 0.00 Use pmin pmin = .0018 *b *d = 0.1944 in /ft As provided = 0.465 in` /ft Use # 5 @ 9 OC Cont Use # 5 @ 12 OC Transverse fc = 3 ksi T &B a = Asfy /6fcb = 0.91 in cpMn = cpAsfy(d -a /2) = 17.9 k -ft/ft OK V'{ 2106 PACIFIC AVENUE, SUITE 300 TACOMA WASHINGTON 98402 T 253.627.4367 F 253.627.4393 WWW.KRAENGINEEEING.COM project W Pt L. Mk M iocotlon TZ 04 D, jobno. t LOOS or•J Os, APf -A6 —j 231//• t! '16 �J1 c, c3 .. CL V = z3't/!.4 : 603 q v _ Z 3 a /!• y (39 9(..c Z6g C13 F o BCRA N r T sheet no. 3 - dote N - 7- Zo1�- �r 144 vs fre M � 3, a6 t �L��� •` 1+ z c5.6 30 �'• k - 4 L 9 149 13. 01,1- 3 � K VOA PACIFIC AVENUE, SUITE 300 TACOMA WASHINGTON 98402 T 253.627.4367 F 253.627.1395 ! , W W W.8CRAENGINEERING.COM v l W A t A 'V sheet no. 3- V) location 1 #( 011• date N -1- Lot 2- job no. 1 OCS 3 by rtsr T.114 1.00,41 or 4 QPRAGM - d art► td1tkir3 %&tiorA 6 CATS G C L 11,2 c)0060 L-7 LycK j, 1441J`NAM n t-bkoS (� : O. 141_ M vJ FQ al Sys: v.1 of, o,z(o. -1') (I 0.IW vsI F-- sAmt kS CS tA pew ;Got tokoS M � = o.`(Sos 2106 PACIFIC AVENUE, SUITE 300 TACOMA WASHINGTON 98402 T 253.627.4367 F 253.627.4395 W W W.8CRAENGINEERING.COM prod WAt -MMt r moo Z16hn , oE- J ob^o. ( 0b L_aLt, Q (mss, 3 from 6i 1 `l COLS StAgeoMINK. D o iow fe C / / (3/1-.0 'TbM roc wact, vJf . 6°) PSG wk.(_ tv1 : 6�o Pt,f - Tv 1 = t - "z : 4-y1. t> 3v pSf t U�.r 1 -L (11-1) + 1.6 (3N) - \U, _ (t 6- $ '1 1- ( ''( . a l = r Itt -g t-s$ %1T1 On, 7 410., = �� BCRA sheet no. 3 -40 dote N — - I1 b 6 tb ( (yt3i) L- : (3e O _ 11te txf. PM/ 0)4 ¶J1S A °‘ 01. : 30` (6,-(t b3 I : til -k ;icSF SL _ 3e (Iibb 1 34.g �y� 6xk) Yr 2104 PACIFIC AVENUE, SUITE 300 TACOMA WASHINGTON 98402 T 253.627.4347 F 253.627.4395 Www. BCRAENGINEERING. COM aooct whtsmKril location TG040,,D 011• Job no. 10$ 3 \ (L G,ztJ a h2 6•S 1 (au, F2S Irio SLR MfScbt t,- A JO G t» 1 rL A cfi If-AO SN Er Mme- _ 6 1.1.0 K 1 LOMB ft1-04i t vwf ¢, R•a °r -N`'= 1 s I -1 u (3 C QS� - 6 6k (3o t 3b)( t1,3'1)(3a1 tiSON Cc cAPPCR 9-ot* of■Ay -- 610(30= 7o.7 01.26 t 6 * 7,0.7) + 04i.5 + Z).` BCRA %Cf>f =. LA * - 7)( 1 ordCefriAn"fq sheet no. data by gIC p 3/9 1 t/9 -a I' \ 5 IS 15 i - >+o o { 7 tA '0 = S S� � �•g2 41 - Z a 7 '� 1 j'" 1 I = u o d y l 1 c1 - o p t .22 scI'1 4j 71 3.59 - 02 / 0,)19 , ! s = 11+96= Yi 4- ,451 4 .. t•21 ,0 ^6/ ■ 0.•1/1.)s•9 4- Lill) 9 -I .4 l91'1, ,9I - 15.0 + M9'I -4 (WI 'Ai .) tI ' Pi\ \ /117 - - t Q C - s'»4 WQ 9 7q) zit 5 01 - z19 id S r/915=)(1 Aa L Sao t aol C_ h "DP 7]0 0 " 1133a z h _ f •0U {aags .113 vdiN palola wo)'`oNIM33N1ON3Vi1JB' 1 , ' S6CP LZ9'CSZ J L9CYLL9'CSL 1 LO►B6 NOIONINSVM VWO7V1 OOC 311n 1f1N3AV 71JIJVJ 901L 2106 7 4 3 AVENUE, SUITE 300 TACOMA WASHINGTON 96407 , {\ T 233..67627476 F 237.62727.4393 6C P.6 ENGINEERING.COM projecT Walmart sheet no. 3' location Tigard, OR dote 4/9/2012 job no. 10053 by BJJ Reinforced Masonry Shear Wall Out of Plane Wh w = 20.9 psf (D + W) P= 10k e= 1.06 h= 18ft Iw = 48 in bw = 7.625 in Grouted cell spacing = 32 in Vert Reinf spacing = 32 in As = 0.465 inA2 db = 0.625 in d = 3.8125 in fm 2000 psi fs 24,000 psi Es 29000000 psi Em 1800000 psi n = 16.11 p = 0.0025 4.00 ft pn = 0.0409 k = 0.2481 jd = 3.50 in d -(d - kd) = 0.95 Flexure I 18 ft M req = 4.27 k -ft Stress Increase = 1.33 fs = 32000 psi // /// fm = 2667 psi Not to Scale Fa = 195 psi fa = 55 psi Fb = 889 psi Fb -fa = 834 psi Let fb + fa < Fb Fb(1- fa /Fa) = 638 psi Let fa /Fa + fb /Fb < 1 fb Controlling = 638 psi Masonry Controlled Mm = fm /6 *(Iw *j *k *d ^2) = 4.22 k -ft OK Steel Controlled Ms = As *fs *j *d = 4.34 k -ft OK (Allowable Moment = 4.22 k -ft , Min. bar lap 30 in TACOM 213 6 5 . 627.4 3 AVENUE, 824E 95 BCRA TACOMA WASHINGTON 98102 T A F 2 9E1 ♦093 W W W. SCRA ENGINEERING.COM plojecl Walmart . 7„.4q location Tigard, OR date 4/9/2012 job no. 10053 by BJJ Reinforced Masonry Shear Wall Out of Plane TIP w' Wu = 15.7 psf D + 0.75W + .75S P= 12 k e= 1.06 h= 18ft Iw = 48 in bw = 7.625 in Grouted cell spacing = 32 in Vert Reinf spacing = 32 in As = 0.465 inA2 db = 0.625 in d = 3.8125 in fm 2000 psi fs 24,000 psi Es 29000000 psi Em 1800000 psi n = 16.11 p = 0.0025 4.00 ft pn = 0.0409 k = 0.2481 jd = 3.50 in d -(d - kd) = 0.95 Flexure I 18 ft M req = 3.60 k -ft Stress Increase = 1.33 fs = 32000 psi fm = 2667 psi Not to Scale Fa = 195 psi fa = 66 psi Fb = 889 psi Fb -fa = 823 psi Let fb + fa < Fb Fb(1- fa /Fa) = 588 psi Let fa /Fa + fb /Fb < 1 fb Controlling = 588 psi Masonry Controlled Mm = fm /6 *(Iw *j *k *d ^2) = 3.89 k -ft OK Steel Controlled Ms = As *fs *j *d = 4.34 k -ft OK (Allowable Moment = 3.89 k -ft I Min. bar lap 30 in 2106 PACIFIC AVENUE, SUITE 705 SH O 402 BC TAC WAINGTN 99 OMA 7. ASH F 2 6 3407 25 . WWW 9CRAENGINEERING.COM m- project Walmart sheet no. '3. S location Tigard, OR date 4/9/2012 job no. 10053 by BJJ Reinforced Masonry Shear Wall Out of Plane 70 WAIL Wu= 0.0 psf D +S P= 12.7k e= 1.06 h= 18ft Iw = 48 in bw = 7.625 in Grouted cell spacing = 48 in Vert Reinf spacing = 48 in As = 0.31 inA2 db = 0.625 in d = 3.8125 in fm 2000 psi fs 24,000 psi Es 29000000 psi Em 1800000 psi n = 16.11 p = 0.0017 4.00 ft pn = 0.0273 k = 0.2079 jd = 3.55 in d -(d - kd) = 0.79 Flexure I 18 ft M req = 1.12 k -ft Stress Increase = 1.33 fs = 32000 psi T fm = 2667 psi Not to Scale Fa = 167 psi fa = 79 psi Fb = 889 psi Fb -fa = 810 psi Let fb + fa < Fb Fb(1- fa /Fa) = 469 psi Let fa /Fa + fb /Fb < 1 fb Controlling = 469 psi Masonry Controlled Mm = fm /6 *(Iw *j *k *d ^2) = 2.64 k -ft OK Steel Controlled Ms = As *fs *j *d = 2.93 k -ft OK 'Allowable Moment = 2.64 k -ft I Min. bar lap 30 in 1 25 PACIFIC AVENUE, SUITE 300 BcRA / i TACOMA WASHINGTON PE402 ■ T 237.6774767 F 2573 .6274755 5 W W. W ECRAENGINEERING.COM project Walmart sheet no. 7, - 6 locotton Tigard, OR date 4/9/2012 job 10053 by BJJ Reinforced Masonry Shear Wall Out of Plane w*u. € 61 w = 20.9 psf (D + W) P= 6 k e= 1.06 h = 14.67 ft Iw= 48 in bw = 7.625 in Grouted cell spacing = 40 in Vert Reinf spacing = 40 in As = 0.372 inA2 db = 0.625 in d = 3.8125 in fm 2000 psi fs 24,000 psi Es 29000000 psi Em 1800000 psi n = 16.11 p = 0.0020 4.00 ft pn = 0.0328 k = 0.2253 jd = 3.53 in d -(d - kd) = 0.86 Flexure 14.67 ft M req = 2.78 k -ft Stress Increase = 1.33 fs = 32000 psi fm = 2667 psi Not to Scale Fa = 236 psi fa = 35 psi Fb = 889 psi Fb -fa = 853 psi Let fb + fa < Fb Fb(1- fa /Fa) = 755 psi Let fa /Fa + fb /Fb < 1 fb Controlling = 755 psi Masonry Controlled Mm = fm /6 *(Iw *j *k *d ^2) = 4.58 k -ft OK Steel Controlled Ms = As *fs*j" d = 3.50 k -ft OK Allowable Moment = 3.50 k -ft I Min. bar lap 30 in 2106 PACIFIC AVENUE, SUITE 300 TACOMA WASHINGTON 98402 T 223.627.4367 F 23].6274393 BCRA _- WWW.8CRAENGINEE RING.COM project Walmart sheet no. 3 -L41 location Tigard, OR date 4/9/2012 job no. 10053 by BJJ ` 4i Reinforced Masonry Shear Wall Out of Plane w. 31.4 psf (D + W) P= 2k e= 0 h = 14.68 ft lw = 48 in bw = 7.625 in Grouted cell spacing = 40 in Vert Reinf spacing = 40 in As = 0.372 inA2 db = 0.625 in d = 3.8125 in fm 2000 psi fs 24,000 psi Es 29000000 psi Em 1800000 psi n = 16.11 p = 0.0020 4.00 ft pn = 0.0328 k = 0.2253 jd = 3.53 in d -(d - kd) = 0.86 Flexure 14.68 ft M req = 3.38 k -ft Stress Increase = 1.33 fs = 32000 psi 7 fm = 2667 psi Not to Scale Fa = 236 psi fa = 12 psi Fb = 889 psi Fb -fa = 877 psi Let fb + fa < Fb Fb(1- fa /Fa) = 844 psi Let fa /Fa + fb /Fb < 1 fb Controlling = 844 psi Masonry Controlled Mm = fm /6 *(Iw *j *k *d ^2) = 5.11 k -ft OK Steel Controlled Ms = As *fs*j *d = 3.50 k -ft OK (Allowable Moment = 3.50 k -ft I Min. bar lap 30 in 2106 PACIFIC AVENUE, 6274 3 TACOMA WASHINGTON 98402 67743 F 253 , T 257.6771367 F 257.627.4795 5 WWW. 6CRAENGINEERING.COM project Walmart sheet no. — l.{t location Tigard, OR date 4/9/2012 Job no. 10053 by BJJ a �r eA(t 1 i Reinforced Masonry Shear Wall Out of Plane w 31.4 psf (D +W) P= 2k e= 0 h = 18.68 ft lw = 48 in bw = 7.625 in Grouted cell spacing = 24 in Vert Reinf spacing = 24 in As = 0.62 inA2 db = 0.625 in d = 3.8125 in f m 2000 psi fs 24,000 psi Es 29000000 psi Em 1800000 psi n = 16.11 p = 0.0034 4.00 ft pn = 0.0546 k = 0.2803 jd = 3.46 in d- (d -kd)= 1.07 Flexure 18.68 ft M req = 5.48 k -ft Stress Increase = 1.33 fs = 32000 psi j fm = 2667 psi Not to Scale Fa = 190 psi fa = 10 psi Fb = 889 psi Fb -fa = 879 psi Let fb + fa < Fb Fb(1- fa /Fa) = 843 psi Let fa /Fa + fb /Fb < 1 fb Controlling = 843 psi Masonry Controlled Mm = fm /6 *(Iw *j *k *d "2) = 6.22 k -ft OK Steel Controlled Ms = As *fs *j *d = 5.71 k -ft OK Allowable Moment = 5.71 k -ft Min. bar lap 30 in 2106 , SUITE 300 TACOMA WASHINGTON 99402 T 253.627.43.627.43 67 ' F F 25 253.627.4395 WWW ECRAENGINEERING.COM project Walmart sheet no. 3 - /11 location Tigard, OR date 4/9/2012 Job no. 10053 by BJJ Reinforced Masonry Shear Wall Out of Plane III 7- w 31.4 psf (D +W) P= 7k e= 0 h= 31 ft lw = 48 in bw = 11.625 in Grouted cell spacing = 24 in Vert Reinf spacing = 24 in As = 0.88 inA2 db = 0.625 in d = 8.875 in fm 2000 psi fs 24,000 psi Es 29000000 psi Em 1800000 psi n = 16.11 p = 0.0021 4.00 ft pn = 0.0333 k = 0.2269 jd = 8.20 in d -(d - kd) = 2.01 Flexure I 31 ft M req = 15.09 k -ft Stress Increase = 1.33 fs = 32000 psi // fm = 2667 psi Not to Scale Fa = 140 psi fa = 26 psi Fb = 889 psi Fb -fa = 863 psi Let fb + fa < Fb Fb(1- fa /Fa) = 722 psi Let fa /Fa + fb /Fb < 1 fb Controlling = 722 psi Masonry Controlled Mm = f m /6 *(Iw *j *k *d ^2) = 23.84 k -ft OK Steel Controlled Ms = As *fs *j *d = 19.25 k -ft OK (Allowable Moment = 19.25 k -ft I Min. bar lap 30 in 2106 PACIFIC AVENUE, SUITE 300 TACOMA WASHINGTON 98602 T 253.627.4367 F 253.627.6395 www.BCRAENGINEERING. 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