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HomeMy WebLinkAboutGRAPE ST 31700_14-00002278Johnston BurkholderAssociates CONSULTING STRUCTURAL ENGINEERS STRUCTURAL FIXTURE ANCHORAGE CALCULATIONS FOR Lake Elsinore, CA 31700 Grape St Store #2077 PREPARED FOR CITY OF LAKE EL R ci\ JBA PROJECT #96541132 930 CENTRAL, KANSAS CITY, MO 64105 PHONE (816) 421 -4200 FAX (816) 421 -4381 Gondola (Shelving) Anchorage Design Store Latitude /Longitude Coordinates (per Google Earth): N 33° 39' 44" 33.662222 W 117° 1T 40" 117.294444 CBC 2013 (IBC 2012) / ASCE 7 -10 / 2008 RMI Piojttl No. 96541132 Sheet No. 1 O! 10 Project Name. Walmart Store #2077 - Lake Elsinore, CA Made By: MAV Dee: 08/07/14 Checked By. Date. Response Modification Factor, R = Overstrength Factor, Omega, Do = Deflection Amplification Factor, Cd = Detail Reference Section = Occupancy Category= Importance Factor, IP = 0.2 Second Period Accel., Se = 1.0 Second Period Accel., St = Soil) Site Class = Fa = F = SMS= SMt = Sos = 501 = Seismic Design Category based on Sos = based on 501 = 4.0 ASCE -7, Table 15.4 -1 2.0 ASCE -7, Table 15,4 -1 3.5 ASCE -7, Table 15.4 -1 15.5.3 ASCE -7, Table 15.4 -1 II CBC, Table 1604.5 1.0 ASCE -7 Sect. 15.5.3 2.237 g CBC Figs. 1613.3.1(1 -5), ASCE -7 Figs. 22 -1 thru 22 -14 0.950 g CBC Figs. 1613.3.1(1 -5), ASCE -7 Figs. 22 -1 thru 22 -14 D CBC 1613.3.2 -> ASCE -7, Table 20.3 -1 1.00 CBC Table 1613.3.3(1), ASCE -7 Table 11.4 -1 1.50 CBC Table 1613.3.32), ASCE -7 Table 11.4 -2 2.237 g CBC eq. 16 -37, ASCE -7 eq. 11.4 -1 1.425 g CBC eq. 16 -38, ASCE -7 eq. 11.4 -2 1.491 g CBC eq. 16 -39, ASCE -7 eq. 11.4 -3 0.950 g CBC eq. 16 -41, ASCE -7 eq. 11.4 -4 E CBC Table 1616.3.5(1), ASCE -7 Table 11.6 -1 E CBC Table 1616.3.5(2), ASCE -7 Table 11.6 -2 0.373 RMI sect. 2.6.3 0.119 RMI sect. 2.6.3 and ASCE -7 sect. 15.5.3 Base Shear, V = CBIPW = 0.373 W RMI sect. 2.6.2 Load Combination: (0.67 - LC #1 or 1.0 - LC#2)DL +/- (0.7)EL - RMI 2006, sect 2.6.8 - Seismic Overturning Stability (ASD) 0.67) 0.670 DL < - -- LC #1, per RMI, 2.6.6 (1.0) = 1.000 DL < - -- LC#2, per RMI, 2.6.8 0.7) = 0.700 EL (0.7) = 0.700 EL Load Combination: (0.9- 0.2SDS)DL +/- EL - ASCE 7 -05, sect 2.3.2 & 0.9- 0.2SDS) = 0.602 DL 1.0) = 1.000 EL 12.4.2.3 - Seismic Uplift Critical Strength Design Load Combinations for ASD Member Design (2008 - RMI, Section 2.1): for RISA Frame analysis LC #1: DL LC #2: DL + PL (all shelf levels) LC #3a: (0.6- 0.11Sos)DL + (3 /4)[(0.6- 0.14SDs)PLapp - (0.7)EL] < - -- EL and PLapp = (0.67)PL at each shelf level 0.4360 DL 0.2934 PLapp 0.7500 EL LC #3b: (0.6- 0.11Sos)DL + (3 /4)[(0.6- 0.14Sos)PLapp - (0.7)EL] <_- EL and PLapp = (1.0)PL at top shelf only 0.4360 DL 0.2934 PLapp 0.7500 EL DL = Dead Load PL = Maximum load from pallets or products stored on racks EL = Seismic Load - RMI section 2.6.6 - Vert. Distribution 1 of 32 Gondola (Shelving) Anchorage Design Store La ude /Longitude Coordinates (per Google Earth): N 33° 39' 44" 33.662222 W 117° 17' 40" 117.294444 CBC 2013 (IBC 2012) / ASCE 7 -10 / 2008 RMI 1000c1 140. 96541132 Shoot No. 2 01. 10 Project Nome, Walmart Store #2077 - Lake Elsinore, CA Made ByMAV Date: 08/07/14 checked Sy. Dole: Response Modification Factor, R Overstrength Factor, Omega, 00 = Deflection Amplification Factor, Cd = Detail Reference Section = Occupancy Category= Importance Factor, ip = 0.2 Second Period Accel., S.= 1.0 Second Period Accel., SI = Soil) Site Class = Fa = F, = SMS = SMI SDS = Sol = Seismic Design Category based on Sos = based on 501 = 4.0 ASCE -7, Table 15.4 -1 2.0 ASCE -7, Table 15.4 -1 3.5 ASCE -7, Table 15.4 -1 15.5.3 ASCE -7, Table 15.4 -1 II CBC, Table 1604.5 1.5 ASCE -7 Sect. 15.5.3 2.237 g CBC Figs. 1613.3.1(1 -5), ASCE -7 Figs. 22 -1 thru 22 -14 0.950 g CBC Figs. 1613.3.1(1 -5), ASCE -7 Figs. 22 -1 thru 22 -14 D CBC 1613.3.2 -> ASCE -7, Table 20.3 -1 1.00 CBC Table 1613.3.3(1), ASCE -7 Table 11.4 -1 1.50 CBC Table 1613.3.32), ASCE -7 Table 11.4 -2 2.237 CBC eq. 16 -37, ASCE -7 eq. 11.4 -1 1.425 CBC eq. 16 -38, ASCE -7 eq. 11.4 -2 1.491 CBC eq. 16 -39, ASCE -7 eq. 11.4 -3 0.950 CBC eq. 16 -41, ASCE -7 eq. 11.4 -4 E CBC Table 1616.3.5(1), ASCE -7 Table 11.6 -1 E CBC Table 1616.3.5(2), ASCE -7 Table 11.6 -2 Cs = 0.373 Cs, min = 0.119 RMI sect. 2.6.3 RMI sect. 2.6.3 and ASCE -7 sect. 15.5.3 Base Shear, V = CBIPW = 0.559 W RMI sect. 2.6.2 Load Combination: (0.67 - LC #1 or '1.0 - LC #2)DL +/_ (0.7)EL - RMI 2008, sect 2.6.8 0.67) = 0.670 DL < - -- LC #1, per RMI, 2.6.8 (1.0) = 0.7) = 0.700 EL (0.7) = Seismic Overturning Stability (ASD) 1.000 DL < - -- LC #2, per RMI, 2.6.8 0.700 EL Load Combination: (0.9- 0.25os)DL +1- EL - ASCE 7 -05, sect 2.3.2 & 12.4.2.3 - Seismic Uplift Critical Strength Design 0.9- 0.2SDs) = 0.602 DL 1.0) = 1.000 EL Load Combinations for ASD Member Design (2008 - RMI, Section 2.1): for RISA Frame analysis LC #1: DL LC #2: DL + PL (at shelf levels) LC #3a: (0.6 -0.11 SDS)DL + (3 /4)((0.6- 0.14Sos)PLapp - (0.7)EL) < - -- EL and PLapp = (0.67)PL at each shelf level 0.4360 DL 0.2934 PLapp 0.7500 EL LC #3b: (0.6 -0.11 Sos)DL + (3/4)[(0.6- 0.14Sos)PLapp - (0.7)EL] < - -- EL and PLapp = (1.0)PL at top shelf only 0.4360 DL 0.2934 PLapp 0.7500 EL DL = Dead Load PL = Maximum load from pallets or products stored on racks EL = Seismic Load - RMI section 2.6.6 - Vert. Distribution Calculate base shear force for Gondola Shelving fixtures supported on an Elevated floor (per ASCE -7, 15.5.3 (note 3) and 13.3.1): Average Roof Height (h) = 0.00 ft Component Amplification Factor, (ap) = 2.5 ASCE -7, 15.5.3 (note 3) Height above Ground Floor, (z) = 0.00 ft Component Importance Factor, (Ip) = 1.5 ASCE -7, 13.1.3 / 13.3.1 Component Response Modification Factor, (Rp) = 4.0 ASCE -7, 15.5.3 (note 3) 0510- Fp13s Cslp _ FP_133.3 Cslp = Fp 13. }3 = Cslp = Fp = 0.000 W 0.000 W (max not to exceed) 0.000 W (min not less) 0.000 W Fp = [(0.4 "ap "Sos) / (Rp/Ip)l " (1 +2(z/h)) " W < - -- eqtn 13.3 -1 Fp = 1.6(Sos)(Ip)W < --- eqtn 13.3 -2 Fp = 0.3(Sos)(Ip)W < - -- eqtn 13.3 -3 Base Shear (Elevated Floor), V = CBIPW = o.000 W RMI sect. 2.6.2 - Above Grade Elevation 2 of 32 Wail Shelving /Single Sided 78" Tall "V" 5 Level Seismic Importance Factor= 15 Supported on Elevated Floor (V/N): No Total Load per shelf = 100 lbs if of Levels= Wall 5 LEVEL CBC 2013 (IBC 2012) /ASCE 7 -10 / 2008 RMI 96541132 sia,xe. 3 10 prosmersWalmart Store 82077 - Lake Elsinore CA twee= MAV ace 08/07/14 Uniform Weight per level = Weight of Unit= Rack anchorage spacing / Tnb width = Shelf depth = ha = hs = ha h,= ht = Eugene, OR Height, Ht= Unit Heigh, Hs= Unit Base Depth, 0= 12.50 psf /shell 100 # 4 ft (Frames are assumed to be 4' -0"08) 24 in Total Shelf Load / Level 0 in0n 0n 0 In 18 in 18 in 18 in 18 in 8 in 78 in 78 in15in 100 Ms 100 lbs 100 lbs100Gs 100 lbs Load Case 1' /Load cases per RMI sect 2 9(11) Load Case 2' owe cars per RMI sect 288(29 Seismic (0.)(Ip)= Total Wt, W, _ (0.67)(0.67PL] +OL = Base Shear, V = C,IPW,= 0.559 W, 324 lbs 181.4 Ns Seismic (04(1,) _ Total Wt, W,= (0.67)[(1)PL) +OL= Base Shear, V = CI9W, _ 0.559 Ws 167 lbs 93.4 Ibs Horizontal forces per level, . = Cwt /(OCRs of Eugene, OR Hodzontal forces per level. F,= CHV (RMI sat 26 al Service Loads, E = 0.7) Fa= 0.0 lbs@ 0 in (CM) (Service Loads) Fs= 0.0 lbs Fe= 0.0 lbs @ 0 in (CM) Fe= 0.0 lbs F,= 0.0 Ibs @0 in (CM) F,= 0.0 lbs Fs= 0.0 lbs @ 0 in (CM) Fs= 0.0 lbs Fs= 35.8 Ibs @ 84 in (CM) Fs= 4461b5@ 84 in F,= 28.1 lbs @ 66 in (CM) 54= 0.0 lbs Fs= 20.4 lbs @48 in (CM) Fs= 00 es F,= 12.8 lbs @ 30 In (CM) 5a= 0.0 Es F,= 5.1 Ibs@ 12 in (CM) F,= 0 1bs F„= 24.8 Ibs @ 39 in (CM) F„= 20.7 lbs @ 39 in If= 181.4 Ibs (@ Factored Loads) £f,= 93.4 lbs (@ Factored Loads) Calculate Overturning Moment (Service), Mos = £8,8, Calculate Overturning Moment (Service), Mos= £fh, Mos= 7254 in -Ibs Calculate Resisting Moment (8813X8), M98T Masr= 3250 in -Ibs Factor of SafetyFOS = 0.45 UPI . IFT ANCHORS RERL»r(EE 17 Load cases are per ASCE 7 -05 sec. 15.5.3 2 Reactions (Service Loads)'. Ry= Overturning FOS = Reactions (Factored Loads): Base Shear (Rs) = Net Uplift (Rs). Overturning if Gravity (P„) _ LC #164 Ibs 267 Ibs (Uplift) 0.448 < 1.5 - Provide ABs LC 8191 Ibs 381 lbs 1393 Ibs Mor= 4559 in -Ibs Calculate Resisting Moment (Service), Masi Mud' 1500 in-lbs LC 8233 Ibs 204 lbs (Uplift) 0.329 < 1.5AbsReqd LC 8247 Ibs 291 Ibs 780 Ibs Factor of SafetyFOS = 0.33 UPLIFT ANCHORS £5)it[IIRHO Anchor Design (using "Cracked Concrete" Properties) Try: 3/8'0 Powers Wedge-Bolls Screw Anchor 2 1/8" embed. Embedment= 2.125 in 8', _ Conc thickness, t of Anchors, n = 53= Tension Allowables Steel Strength (0.75)(N8 _ Concrete Breakout (0.75)(N,,,= Pullout Strength (0.75),5N55 = A "_ 2500 psi 0 in < - -- Eccen. Of Anchor 1.425 in 1.5(h<) = 2.25 in 4 in2 - anchors per connection used for capacity 3.5 in 0.103 in° N 10043 Ibs <- -ACI 318 -11 Eq D -2 1282 Ibs <-- ACI318 -11 Eq O -4 1058 Ibs < -ACI 318 -11 Eq 0 -13 LC 81 LC 82 Factored Tension Load (0,1= 381 Ibs 291 Ibs max tension stress ratio (TSR) = 0.360 OK 0.275 OK Shear Allowables Steel Strength (0.75)$V,,= Concrete breakout Y dir. (0 75)4V,w= Concrete breakout X dir. Single (0 .75»V <N= Concrete breakout X dir. Both anchors (0.75(5V59 = Concrete mod (0 .75)0V,,rv= Factored Shear Load (V„) = 8(GAT OAU0E STEEL ANCHOR STRAP (1 tars a 2204A that PLACE STRAP ANOSORS AT EACH END P58115 AND 8'A'bc 8185) 47(9788(08 5880E9. 1Y9r UNO OHOR 80175 3303 Ibs <- -ACI 318 -11 Eq 0 -29 846 Gs c.AC1318 -11 Eq 0-31 594 lbs < - -ACI 318 -11 Eq D -31 1350 Ibs <-- AC1318 -11 Eq D -31 1381 Ibs --ACI 318 -11 Eq 0-41 LC St LC 82 91 lbs 47 lbs MIN[9Nsa,9Ncbg,VNpn]/ Nu = 277 e Ok per IBC / CBC, sect 1905.1.9 :0r stress ratio (VSR) = 0.107 OK 0.055 OK Combined shear and tension stress ratio (TSR +VSR) = 0.468 <1.2 OK - SON k,ntrols) USE: (2) 3/8 "0 Powers Wedge -Bolt+ Screw Anchor 2 1/8" embed. ICC REPORT /1ESR -2526 24081-.)- Half Gondola Wall Shelving /Single Sided 78" Tall "V" 5 Level CBC 2013 (IBC 2012) / ASCE 7 -10 / 2008 RMI Punching Shear Check: Design per section 22.5.4 AOI 318 -05) Max. Factored Vertical Load (i4,44 Slab Concrete 1', _ Slab thickness (t) = Rack Post X -X = Rack Post Y -Y = b,= V,= V, max = pV,= Va /AV0= 1393 lbs 2500 psi4in. 2 in. 2 in. 24.00 in. 1.00 19200.00 lbs Eq. (22 -10) 12768.00 lbs Eq. (22 -10) 7660.60 lbs 0.162< 1.0 O.K. Slab tension based on Soil bearing area check: Allowable soil bearing = Max. Vertical Load (Service) (P)= Area regd. for bearing (A,,,,)= b" distance = Slab thickness (1) _ S= (1 ")(1)s /6= pM,1 (tension allowable) = p,(7..5)[R',)16](S) _ Factored uniform bearing, w„ = P„ / haq = M,= w,L'13 = (w,)I(b- (2 "))12) °] / 3 = LH /2 X —X bo Punching Perimeter) 500 psf648lbs 1.30 ft' 13.66 in4.00 in 2.67 inn /in 600.00 in-Ibdn 7.47 lb /in /in 84.57 in-lb/in -Del. End M1 =43 in-lb/in Mx/4M„t= 0.141 <1.0 O.K. Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack = 15 in Slab thickness (1) = 4.0 in Modulus of Rupture, f,= ] 5'SORT(fc) _ Concrete Slab Section Modulus, S = b(0) ° /6 = Allowable Concrete Slab Bending Moment, MJJFS = S'4/15 = Effective Cantilever Span Length (L0) at Mari = Total Length of Slab (I,+ Width of Single Rack) = Trib. Width of Slab = Trib width of Rack = Weight of Concrete Slab at Rack (P,,,,) _ Resisting Moment - Conaele Slab at Rack, Mns*isecs = Pte' L,/2 = Load Combination 41: Mor= Masrla."a1 + Mesgmv, Total Overtuming FOS = 375.0 psi 32.0 ins /lI 1000.0 trlbs /ft 6.3 ft7.6 4.0 ft1515lbs 68649 in'Ibs 7254 in•Ibs 72099 in'Ibs 9.940 OK Load Combination 42: MOT = M50TIRrry ' MasnwOO - Total Overtuminq FOS = 4559 irrlbs 70349 ir Ibs 15.431 OK 4 of 32 96Nec No 541132 srn'xe . 4 10 Waimea Store #2077 - Lake Elsinore CA Made BY MAV w. 06/07/14 Grad By 0a0 I TALI FIXED AT ONE END, FREE TO DERECT VERTICALLY HUT NOT ROIAI6 AT 0100.11—UNIFORMLY DItT RI0UTED LOAD Tr:AMEquiv. Unibrmt em 24VSD - Half Gondola Wall Shelving /Single Sided 78" Tall "V" 5 Level Deep End Cap - "3678DEC" as noted on anchorage plan on sheet FXS1 36" deep by 78" tall) Seismic Importance Factor 1.5 Supported on Elevated Floor (Y /N): No Total Load per shelf = 100 Ibs of Levels = Wall 5 LEVEL CBC 2013 (IBC 2012) /ASCE 7 -10 / 2008 RMI 96541132 se u" of 10 Weimar( Store #2077 - Lake Elsinore, CA a.aMAV we 08/07/14 o.a<wA We Uniform Weight per level = Weight of Unit = Rack anchorage spacing / Trib width = Shelf depth = ha = ha= hp= ha118= h4 = h 3= h a = h,= Eugene, OR Height, H, _ Unit Height, H, = Unit Base Depth, D = 8.33 psf /shelf 100 # 4 8 (Frames are assumed to be 4' -0 "oc) 36 In Total Shelf Load / Level Din 0 inDin o in 18 in 18 in18in 18 in 6 in78in 78 in27in 100 Ibs 100 Ibs 100 Ibs100Ibs 100 Ibs Load Case 1* (load cases per RMI sect 26 e(1)) Load Case V IL.wecaan per Pee Sect 260(72 Seismic (C,)(Ip)= Total WI, W, _ (0 67)[067PL3+DL Base Shear, V = C,I8W, = 0.559 W, 324 Ibs 181.4 Ibs Seismic (0,)(1„). Total Wt, W,= (0.67)81)PLI +OL= Base Shear, V = C,IpW, = 0.559 W, 167 Ibs 93.4 lbs Horizontal forces per level, F0 =C „V (deity of Eugene, OR Horizontal forces per level, F,= C„V (RMI sect 2e e) Service Loads, E= 0.7) Fa= 0.0 Ibs © 0 in (CM) (Service Loads) Fa= 00156 F5= 0.0 Ibs @ 0 in (CM) Fa= 0.0 Ibs Fr= 0.0 lbs @ Din (CM) F, 0 1bs Fa' 0.0 lbs @ 0 in (CM) Fa= 0.0 lbs Es= 35.8 Ibs @ 84 in (CM) Fs= 44.6 lbs @ 84 in F4= 28.1 lbs @ 66 in (CM) F4= 0.0 lbs F,= 20.4 lbs @48 in (CM) F3= 0 1bs Fi= 12.8 lbs @ 30 in (CM) Fi= 0.0 lbs F, = 5.1 lbs @ 12 in (CM) F, = 0.0 Ibs F„= 248 Ibs @ 39 in (CM) Fu= 20.7 lbs @ 39 in f,= 181.4 Ibs (@ Factored Loads) £f,= 93.4 Ibs (© Factored Loads) Calwlate Overturning Moment (Service), MeT= £0h, Mor= 7254 in-lbs Calculate Resisting Moment (Service), M550 MRST 5850 in -Ibs Factor of SafetyFOS= 0.81 U /LtFr ANCHORS REQUIRED Load cases are per ASCE 7 -05 sect. 15.5.3.2 Reactions (Service Loads): Ry Overturning FOS = Reactions (Factored Loads)_ 0886 Shear (R,) _ Net Uplift (8,) _ Overturning + Gravity (P„) _ LC #164 Ibs 52 Ibs (Uplift) 0.807 < 1.5 - Provide ABs LC #191 Ibs 74 Ibs935Ibs Calculate Overturning Moment (Service), Mor= Ef,h, Mur= 4559 irv1bs Calculate Resisting Moment (Service), Maar MRST= 2700 in -Ibs LC #233 Ibs 69 Ibs (Uplift) 0.592 < 15AbsReed LC #247 Ibs 98 Ibs492Ibs Anchor Design (using "Cracked Concrete" Properties) Try. 3/8 "0 Powers Wedge -Bolt+ Screw Anchor 2 1/8" embed. Embedment = 2.125 in P,= Conc. thickness, 1= of Anchors, n - Sy= A„ _ Tension Allowables Steel Strength (0 .75)01N „= Concrete Breakout (0 .75))N4y= Putout Strength (0.75)3N,,,= Factor of SateryFOS = 0.59 UPLIFT ANCHORS ]h rlOiED 2500 psi 0 in <--- Eccen. Of Anchor 1.425 in 1.5(h<) = 2.25 in 4 in1 - anchors per connection used for capacity 0 in 0.103 inz 5021 Ibs <-- AC1318 -11 Eq D -2 705 Ibs o.AC1318 -11 Eq D -4 529 Ibs < - -ACI 318 -11 Eq D -13 LC #1 LC #2 Factored Tension Load (N„) = 74 Ibs 98 Ms Shear Allowables Steel Strength (0.75)4V„= Concrete breakout Y di[ (0.75)4V,81 Concrete breakout %dir. Single (0 .75)4V 5fp= Concrete breakout X dir. Both anchors (0 .75)31/0H= Concrete pryout (0.75)4V .rv= UGtli GAVGE STEEL ANCHOR STRAP i1 I/4'9,' 220A (88/ PLACE STRAP ANCHORS AT EACH ENO FRAME AND 8' -0 "oc WAX, AT INTERIOR PAAREE.. TYR t 0NO 821 ANCHOR 8ULTS PER 878608 1652 lbs <- -Aol 318 -11 Eq D -29 594 Ibs <- -ACI 318 -11 Eq 0-31 297 lbs < - -ACI 318 -11 Eq 0 -31 297 Ibs < - -ACI 318 -11 Eq D-31 7591b3 < - -ACI 318 -11 Eq D -41 LC #1 LC #2 max tension stress ratio (TSR) = 0.140 OK 0.186 OK Factored Shear Load (V <)= 91 lbs 47 lbs MIN[pNsa)9NCbgipNpnl / Nu 538= Ok per18C / CBC, sect 1905.1.9 ,ar stress ratio (VSR) = 0.305 OK 0.157 OK Combined shear and tension stress ratio (TSR +VSR)= 0.446 < 1.2 OK- C12ntrol5) USE: (1) 3/8 "0 Powers Wedge -Bolt+ Screw Anchor 2 1/8" embed. ICC REPORT #ESR -2526 3678DE0 - Deep End Cap Wall Shelving /Single Sided 78" Tall "V" 5 Level CBC 2013 (IBC 2012) / ASCE 7 -10 / 2008 RMI Punching Shear Check: Design per section 22.5.4 ACI 318 -05) Max. Factored Vertical Load (P „) = Slab Concrete P„ _ Slab thickness (t) = Rack Post X -X= Rack Post Y -Y = bo= It= V„ max = Cv„ vu /bw= = 935 lbs 2500 psi4in. 2 in. 2 in. 24.00 in. 1 00 19200.00 Ibs Eq. (22 -10) 12768.00 Ibs Eq. (22 -10) 7660.80 Ibs 0.122< 1.0 O.K. Slab tension based on Soil bearing area check: Allowable soil bearing = Max. Vertical Load (Service) (P) _ Area regd. for bearing (Arco) _ Slab thickness (9) _ 5= (1')(02/6= OM„x (tension allowable) = M17.5)[(P„)n(S) Factored uniform bearing, w„ = Pc / Ar„O = M„= w52/3 = (w „)[(b -(2” )) /2)x1 / 3 M„/AM,.= 111/2 X —X H/2 bo Punching Perimeter) 500 psf486Ibs 0.97 ftz 1183 in4.00 in2.67 Ina /in 600.00 in-lb/in 6671binan 53.80 in -Ib /in - Deft. End M1 = 27 in-lb /in 0.090 < 1.0 O.K. Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack= 27 in Slab thickness (t) = 4.0 in Modulus of Rupture, f,- ] 5'SORT(Oc)= Concrete Slab Section Modulus, S = b(0 2/6 = Allowable Concrete Slab Bending Moment, M,pFS = S't /l e = Effective Cantilever Span Length (L) at Max _ Total Length of Slab (I,+ Width of Single Rack) _ Trib. Width of Slab = Tab widlh of Rack = weight of Concrete Slab at Rack (Pwx) _ Resisting Moment - Concrete Slab at Rack, M95muc0 P, L,12 = Load Combination Al: MOT MRSTIR,x, + WM..)= Total Overtuminq FOS = 375.0 psi 32.0 inaltt 1000.0 A=lbs /ft 6.3 ft8.6 fl 4.0 ft1715lbs 88228 =albs 7254 irrlbs 94078 orbs 12.970 OK Load Combination 62: MOT MRSTIR:eq + Mesrlwm= Total Overtuminq FOS = 4559 in'Ibs 90928 in'Ibs 19.945 OK 6 of 32 96541132 6 10 Walman Store 62077 - Lake Elsinore CA Vale fly MAV m . 08 /07/14 9XE0 AT ONE FNS. PRE= TO DEFLECT VERTICALLY 2901 NOT 80182E AT DTtiit— IiNIFoRMLY DIET R(SLJTEO LOAD E{_(IVE CAN L VL 1 An SPAN N'G HI 3678DEC - Deep End Cap Storage Rack Anchorage Design Store Latitude /Longitude Coordinates (per Google Earth): N 33° 39' 44" 33 662222 W 117° 17' 40" 117.294444 CBC 2013 (IBC 2012) / ASCE 7 -10 / 2008 RMI Pip. No 96541132 Sheet No 7 Of 10 afoot roof, Waimart Store #2077 - Lake Elsin re, CA war. MAV Oil.. 08/07/14 Checked ey Data Base Shear: Braced Doom Aisle Response Modification Factor, R = 4.0 6.0 ASCE -7, Table 15.4 -1 Overstrength Factor, Omega, Da = 2.0 ASCE -7, Table 15.4 -1 Deflection Amplification Factor, Cd = 3.5 ASCE -7, Table 15.4 -1 Detail Reference Section = 15.5.3 ASCE -7, Table 15.4 -1 Occupancy Category = 11 CBC, Table 1604 5 Importance Factor, Is = 1.0 ASCE -7 Sect. 15.5.3 0.2 Second Period Accel., S, = 2.237 g CBC Figs. 1613.3.1(1 -5), ASCE -7 Figs. 22 -1 thru 22 -14 1.0 Second Period Si, = 0.950 g CBC Figs. 1613.3.1(1 -5), ASCE -7 Figs. 22 -1 thru 22 -14 Soil) Site Class = D CBC 1613.3.2 -> ASCE -7, Table 20.3-1 F, = 1.00 CBC Table 1613.3.3(1), ASCE -7 Table 11.4 -1 F,= 1.50 CBC Table 1613.3.32), ASCE -7 Table 11.4 -2 Sus = 2.237 g CBC eq. 16 -37, ASCE -7 eq. 11.4 -1 up = 1.425 g CBC eq. 16 -38, ASCE -7 eq. 11.4 -2 Sea = 1.491 g CBC eq. 16 -39, ASCE -7 eq, 11.4 -3 SDI = 0.950 g CBC eq. 16 -41, ASCE -7 eq. 11.4 -4 Seismic Design Category based on So> = E CBC Table 1616.3.5(1), ASCE -7 Table 11.6 -1 based on Sm = E CBC Table 1616.3.5(2), ASCE -7 Table 11.6 -2 Period, T (H,,,k s 96 ") = Period, T (96" < H,,,.) _ Braced Down Aisle 0.259 1.262 sec. - RMI sect. 2.6.3 0.615 1.645 sec. - RMI sect. 2.6 3 C, s 96") = 0.373 0.125 --> min( SDS /R, SDI /((T)(R))1 Cs(96" < Kass) = 0.373 0.096 - -> min( SDS /R , SD1 /((T)(R))) C„ min = 0.119 0,079 -> RMI sect. 2.6.3 and ASCE -7 sect. 15.5.3 Based own Aisle V (Hraee s 96 ") = CsIpWa = 0.373 0.125 W, RMI sect. 2.6.2 V (96" < Huss) = C,IpWs = 0.373 0.096 Ws RMI sect, 2.6.2 Load Combinations for LRFD Member Design (2008 - RMI, Section 2.1): for RISA Frame analysis LC #1: 1.4DL + 1.2PL LC #2: 1.2DL + 1.4PL LC #6a: (0 9- 0.2Sos)DL + (0.9- 0.25>=)PL,pp + (1.0)EL <_- EL and PL,p, = (0.67)PL at each shelf level 0.6017 DL 0.6017 PL,pp 1,0000 EL LC #6b: (0.9- 0.2Sos)DL + (0.9- 0.2SDOPL,pp + (1.0)EL < -.- EL and PL, = (1.0)PL at top shelf only 0.6017 DL 0.6017 PL,pp 1.0000 EL LC #5: (1.2 +0.2Sos)DL + (0.85 +0.2S05)PL + (1.0)EL 1.4983 DL 1.1483 PL 1.0000 EL DL = Dead Load PL = Maximum load from pallets or products stored on racks EL = Seismic Load - RMI section 2.6.6 - Vert. Distribution 7 of 32 Racking Anchorage Design Store Latitude /Longitude Coordinates (per Googfe Earth): N 33° 39' 44" 33.662222 W 117° 1T 40" 117.294444 CBC 2013 (IBC 2012) / ASCE 7 -10 / 2008 RMI 9Pt No 6541132 N° 8 q 10 Walmart Store #2077 - Lake Elsinore, CA Mad. PtMAV v °° 08/07/14 cnm,va sy m.. Response Modification Factor, R = Overstrength Factor, Omega, no = Deflection Amplification Factor, Cd = Detail Reference Section = Occupancy Category = Importance Factor, Is = 0.2 Second Period Accel., S, = 1.0 Second Period Accel., 5, = Soil) Site Class = Fa = F, _ Srns = S= SIPS = So, _ Seismic Design Category based on Sop = based on So, = Period, T (H,aa <- 96 ") = Period, T (96" < H,,,k) = Cs (Hmak 5 96 ") = Cs (96" < Hack) = Cs, min = Base Shear: Braced Dmm Alele 4.0 6.0 ASCE -7, Table 15.4-1 2.0 ASCE -7, Table 15.4 -1 3.5 ASCE -7, Table 15.4 -1 15.5.3 ASCE -7, Table 15.4 -1 II CBC, Table 1604.5 1.5 ASCE -7 Sect. 15.5.3 2.237 g CBC Figs. 1613.3.1(1-5), ASCE -7 Figs. 22 -1 thru 22 -14 0.950 g CBC Figs. 1613.3.1(1 -5), ASCE -7 Figs. 22 -1 thru 22 -14 D CBC 1613.3.2 -> ASCE -7, Table 20.3 -1 1.00 CBC Table 1613.3.3(1), ASCE -7 Table 11.4 -1 1.50 CBC Table 1613.3.32), ASCE -7 Table 11.4 -2 2.237 CBC eq. 16 -37, ASCE -7 eq. 11.4 -1 1.425 CBC eq. 16 -38, ASCE -7 eq. 11.4 -2 1.491 CBC eq. 16 -39, ASCE -7 eq. 11.4 -3 0.950 CBC eq. 16 -41, ASCE -7 eq. 11.4 -4 E CBC Table 1616.3.5(1), ASCE -7 Table 11.6 -1 E CBC Table 1616.3.5(2), ASCE -7 Table 11.6 -2 Braced Down Aisle 0.259 1.262 sec. - RMI sect. 2.6.3 0.615 1.645 sec. - RMI sect. 2.6.3 0.373 0.125 - -> mini SDS /R , SD1rt(T)(R))3 0.373 0.096 -> mini SDS /R , SD1 /((T)(R)) ) 0.066 0.066 - -> RMI sect. 2.6.3 and ASCE -7 sect. 15.5.3 Braced Dovn, Aisle V (H,a,k 5 96 ") = C,IpW, = 0.559 0.188 Ws RMI sect. 2.6.2 V (96" < H,ack) = Cal,W, = 0.559 0.144 Ws RMI sect. 2.6.2 LC #1: 1.40L + 12P1 LC #2: 1.2DL + 1.4PL LC #6a: (0 9- 0.2Svs)DL + (0.9- 0.2Sos)PL,pp + (1.0)EL < -- EL and PL,pp = (0.67)PL at each shelf level 0.6017 DL 0.6017 PL,1p 1.0000 EL LC #6b: (0.9- 0.2Sos)DL + (0.9- 0.2Sos)PL,pp + (1.0)EL < - -- EL and PL,pp= (1.0)PL at top shelf only 0.6017 DL 0.6017 PL,pp 1.0000 EL LC #5: (1.2 +0.25os)DL + (0.85 +0.2Sos)PL + (1.0)EL 1.4983 DL 1.1483 PL 1.0000 EL 8 of 32 Seismic Design Rack W - int Supported on Elevated Floor (Y /N)'. No Seismic Importance Factor (le) = 1.5 c.- Public Access Allowed (Typ. at Sales Floor / Garden Center Areas) CBC 2013 IBC 2012) / ASCE 7 -10 / 2008 RMI Pmlad No 96541132 meet Na'. or9 10 Pm)en Name: Walmad Store #2077 - Lake Elsinore, CA Made ByMAV Oath 08/07/14 Checked By Oats Max. Weight per level (2 Pallets / shelf). Weight of Unit = Rack Bib width (CL -to-CL of frames) = h 9= hs = 13= hs= h 5= h, hs = Its = h1= Total Shelf Height, H, = Unit Height, H,= Unit Base Depth, D = Load Case P )Los /aa. po, 561 sect 2.e e) Seismic (08)08) = 0.559 W, (Braced) 0.188 W, (Down Aisle) 1362.0 lbs 761.7 lbs (Braced) 256.3 Ibs (Down Aisle) W,= 0.67((0.67)PL) +DL = Base Shear, V = C,I,W, = Horzontal farces / level, F,= C „V (RMI sew 266) Service Loads, E =07) Fs= 0.0lbs Q 0 in (CM) FaF,= Fe= F,= F,= Fs= Fr= F,= F,= 900 Ibs /shelf 150 # c_ Shipping weight per Manuf. 96 in 0 in0in 0 in Din0in Din36in 36 in 12 in84in 84 in48In 0.0 lbs @ 0 to (CM) 0016s ©0 in (CM) 0.01bs Q 0 in (CM) 0.0 Rs © 0 in (CM) 0.0 Ilas Q 0 in (CM) 263.5 Ibs @ 104 in (CM) 167.2 Ibs @ 66 in (CM) 76.0 lbs © 30 in (CM) 26.5 Ibs (OS 42 in (CM) 761.7 Ibs (Q Factored Loads) Calculate Overturning Moment (Service), Mos = 0/5,, Mor= 41833 imlhs Calculate Resisting Moment (Service), Mas, MRsT= 47018 in-lbs Factor of SafetyF05 = 1.12 UPI. (L T fffICHOrtg BF Load cases are per ASCE 7 -05 sect. 15.5.3.2 Reactions (Service Loads). LC #1 Total Shelf Load0 Ibs 0 Ibs0Ibs 0 Ibs0Ibs 0 Ibs900Ibs 900 Ibs 900 Ibs Load Case r (Load cases PerRMlsect 788) Seismic (000,) = 0559 W, (Braced) 0.188 W, (Down Aisle) 753.0 Ibs421.1 Ibs (Braced) 141.7 Ibs (Down Aisle) W,= 0.67((1)PL) +DL= Base Shear, V = CIW _ Hor/zonlal forces / level, F, = CnV (86I mct2 a 8) Service Loads) Fa= 0.0 Ibs Fe= 0.0lbs F,= 0.0 !ea Fs= 0.0 lbs LC #2 Fe= F,= Fs= F, = F„ _ Er,= 8` `I r; t PLAN VIEW S4" HIGH r; .3 LEVELS 001530.0 lbs 276.2 Ibs @ 104 in 0.0 lbs0.0 Ms 186165 © 42 in 421.1 Ibs ((42 Factored Loads) Calculate Overturning Moment (Service), Mor= 2115, Mor= 29505 in -Ibs Calculate Resisting Moment (Service), MRST Masr= 25200 in -Ibs Factor of SafetyFOS = 0.85ANCHORS 3/100/7, R,= 267 lbs Rr= 01bs Overturning FOS = 1.124 < 1.5 ABS Reqd Reactions (Factored Loads): LC #1 Base Shear (R,) = 381 Ibs Net Uplift (Rs) = 0 Ibs Overturning + Gravity (Pe) = 3521 Ibs Upright Post Type = uR Anchor Design (using "Cracked Concrete" Properties) Try: 1/2"0 Powers Wedge- Boll+ Screw Anchor 21/2" embed. Embedment = 2.5 in f = 2500 p6 es 3.3125 in c- Eccen. Of Anchor ha = 1.65 in 1.5(5<) = 2.5 in 147 lbs90lbs 0.854 < 15 ABS Reqd LC #2211 Ibs 128 Ibs 1940 lbs Canc. thickness, l= 4 in of Anch0r5, n = 1 Sx= 0 i Sy= Din 0.168117° Tension Allowables Steel Strength (0 .75)0/8„ = 8190 Concrete Breakout (0 .75)4N„, = 376 Pullout Strength (075))Ns1,= 658 Factored Tension Load (N,) = 0 MINteNsaxpEcbg,,pNpn) / Nu = 2.932 max tension stress ratio (TSR) = 0.000 Combined shear and tension stress ratio'. Braced (TSR +VSR = 1.2) _ Ibs <_ACI 318 -11 Eq 0-2 Ibs <- -ACI 318 -11 Eq 0 -4 Ibs <- -ACI 318 -11 Eq 0-13 Ibs (LC #1) 128 lbs (LC #2) Ok per IBC / CBC, sect 19081.9 OK (L081) 0.341 OK (LC-#2) 0.942 = 1.2 OK - LC #1 Controls ELEVATION Note: Per ANSI MH16.1' 2008 (RMI 2008) Section 6.3, effective lengths may be determined by rational methods consistent wah AISI or ARC. ARC Design by Second -Order Analysis, Section C22a Is used Notional loads are applied to gravity load cases and K =1.015 used since 158 ratio of second -order drift to first -order drift (P -8) l (P -A) < 1.1. Shear Allowables Steel Strength (075)08,,= Concrete breakout Y dir. (0.75)OV,ss= Concrete breakout X dir. Single (0 .75)-015/8 = Concrete breakout X die (all anchors) (075)0,0 = Concrete pryaut 4V,rv= Factored Shear Load 04): Braced = Down Alale = max shear stress ratio (VSR): Braced= Down Aisle = 3591 Ibs <- -ACI 318 -11 Eq 0.29 970 Ibs <- -ACI 318 -11 Eq D -31 970 Ibs <- -ACI 318 -11 Eq 031 970 Ibs <- -ACI 318 -11 Eq 0-31 404 Ibs <- -ACI 318 -11 Eq D-41 LC #1 LC#2 381 Ibs128Ibs 0.942 OK0317OK Down Aisle (VSR =1.0) = 0.397 OK - LC #1 Controls 9 of 32 USE: (1) 1/2 "0 Powers Wedge -Bolt+ Screw Anchor 2 1/2" embed. ICC REPORT #ESR -2526 211 Ibs71Ibs 0.521 OK 0.175 OK Seismic Rack W - in1 Seismic Design Rack W -int CBC 2013 (IBC 2012) / ASCE 7 -10 / 2008 RMI ,11/2 Punching Shear Check: Design per section 22.5.4 ACI 318-05) Max. Factored Vertical Load (P „) = 3521 Has Slab Concrete fc = 2500 psi Slab thickness (I) = 4 in. Rack Post X -X= 3 in. Rack Post Y-Y 4.75 in. bo< 31 50 in. 11= 1.58 V „= 19010.53 lbs Eq. (22 -10) V„ max = 16758.00 lbs Eq. (22 -10) 4V „= 10054.80155 V,/bV„= 0.350 < 1.0 O.K. Slab tension based on Soil bearing area check: Allowable soil bearing = Max. Service Vertical Load (P) _ Area regd. for bearing ((},p)= b” distance = Slab thickness (t) _ 5 = (I ")(()°/6 = CM„, (tension allowable) = df7 5'1(fj )B = Factored uniform beanng, w„= P„ / A,„.$ = Ma= wL' /3= (w„)1(b-min(X- X,Y- Y)) /2)s) l3 = X —X be Perimeter 500 psf1965lbs 3.93 fl' 23.79 in4.00 in2.67 ins /in 600.00 in -Ib /in 6.22 Ib /in /in 224.06 in -Ib /In - Defl. End MI = 113 in -lb /in M„7mM,<= 0.373 < 1.0 O.K. Rack FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack = 48 In Slab thickness (0= 4 0 in Modulus of Rupture, 8, = 7.5'SORT(fc) = Concrete Slab Section Modulus, 5 = b(01 /6 = Allowable Concrete Slab Bending Moment, Mr /FS = 5171.5 Effective Cantilever Span Length (I,) at Mai = Total Length of Slab (I, + Width of Single Rack). Tnb. Width of Slab = Trib width of Rack = Weight of Concrete Slab at Rack (R...1= Resisting Moment - Concrete Slab at Rack, M8515,50= Rpm* Id2 375.0 psi32.0 ins /ft 666.7 fi1bs /a 5.2 92 ft8.0 ft 3665.6 Ibs 201548 in-lbs Load Combination 41: Mot = 41833 in "Ibs Mnsr)" + M5515e5= 248564 in'Ibs Total Overtuminq FOS = 5.942 OK Load Combination 42: Mot = 29505 ir•lbs Many + Masrwy= 2015481n150 Total Overturning FOS = 6.831 OK 10 of 32 Pro. Ho 96541132 Fhen N7 10 10 Walmart Store 42077 - Lake Elsinore, CA MAV Date 08/07/14 cael.1,6y D3. Max Vertical Load (ASD) • RMI, sec 2.1 - LC#4: P - (1 +0 11Ses )DL+(3 /4))(Ib.14S05)PL +(O7)ELj Sos= 1.491 (10=1 5) DL= (Frame WI/2) = 75 lbs PL = £(Shelf Load h, - he) /2 = 1350 Ibs EL = Motto-, / ((0 7)(0)) 4 1859 lbs P = 1965 lbs <- -- Al Each Post Max Vertical Load (LRED) - RMI, sect 2.2 - LW /5: P = (1.2 +0.2S00)OL +(0 55,0.2S00)PL +EL P„= 3521 Ibs<_ - Al Each Post A_ KGAM FIXED AT ONE END, FR11 10 DEFLECT VERTICALLY BUT NCI1 8207.01E AT Gi1IER— UNIFORMLY DISTRIBUTED LOAD tirilbe f'f T L 1' -EKED L_ENlG H l.. Seismic Rack W- int m x l N mm Nm0' Seed VESd t. m m b BZEd vied mvl o BEd CE bld BEtd VELd BZLd VZtd Ud 2Q a) 6 O W - intFrame.r2d48W x 84H - W - intFramesnstonBurkholderAssociates M O T E C H N O L O G I Company : Johnston Burkholder Associates Aug 7, 2014 Designer Job Number Checked By:___ Model Name : 48W x 84H - W -int Frames Joint Coordinates and Temperatures Label 1 I W1 2 W2 3 W3 4 1 W4 5 W5 6 I WSA 7 !, W6 8 i W6A 9 W7 10 W7A 11 W8 12 W8A 13 W9 14 W10 15 I W11 16 W12 17 W13 18 i W14 19 W15 20 1 W16 21 W17 22 W18 23 W19 24 W20 25 W21 26 W22 27 W23 28 W24 29 30! 31 32 33 34_I 35 r 36 37 38 39 40 41 42 43 44'' X [in] 0 0 48 48 0 Y [in] 0 84 84 0 Temp [Fl 0 0 0 0 0 48 48 48 48 0 48 0 48 0 48 104 104 200 8.5 28.5 8.5 28.5 48.5 62.5 48.5 62.5 76.5 76.5 48 48 12 12 0 84 0 0 0 0 0 0 0 0 0, 0 0 0 0 200 84 296 296 `5 105.5 0 84 84 198.5 201.5 294.5 84 84 84 0 W25 W26 W27 W28 W28A W29 W30 W31 W32 104 105.5 * , 198.5 200 200 201.5 294.5 296 104 48 48 48 48 64 48 48 W33 W34 W35'I 105.5 198.5 200 W35A 200 48 12 12 12 12 30 0 0 0 0 0 W36 201.5 12 W37 294.5 12 W38 296 12 RISA -2D Version 13.0.0 [ W:\.. . \... \... \... \Racks\Engr \4$i 3c 84H - W -int Frame.r2d] Page 1 CompanyDesigner 41 Job Number TECHNOI.OGIES Model Name Johnston Burkholder Associates 48W x 84H - W-int Frames Aug 7, 2014 Checked By: Joint Boundary Conditions Joint Labe Rnta tinnrk-fl/rn r11 Member Primary Data Label I Joint J J 1 I P11 W1 Reaction Reaction 2 W4 Reaction Reaction Reaction W5 W5A 3 W15 Reaction 90 UC 4 W17 Reaction Reaction 4 P13A W7 5 W19 Reaction Reaction Column CS 6 W21 5 F P13B W7A S71.96 90 W26 Column CS S71.96 6 P14 8 W22 90 UC 571.96 CS 9 W23 7 P21 W6 S71.96 90 10 W29 CS A570_Gr55 S71.96 W6 11 W27 UC Column S71.96 A570_Gr55 12 W24 W8 90 90 90 S7196 Column column Column 13 W30 10 I P23A W8 S71.96 11 P23B 14 W37 12 P24 W3 S71.96 90 15 W36 Column CS S71.96 13 P31 16 . W34 W17 180 571.96 Column 17 ' W33 A570_Gr55 14 P32A S71.96 W35A Member Primary Data Label I Joint J J 1 I P11 W1 W5 90 90 UC UC Column Column CS CS A570_Gr55 A570_Gr55 Typical Typical Typical Typical Typical 2 f P12A W5 W5A 3 P12B W5A W7 90 UC Column CS A570_Gr55 4 P13A W7 W7A 90 UC Column CS A570_Gr55 5 F P13B W7A W9 90 UC Column CS A570_Gr55 6 P14 W9 W2 90 UC Column CS A570_Gr55 Typical Typical Typical Typical Typical Typical Typical Typical Typical Typical Typical Typical 7 P21 W6 W4 90 UC Column CS A570_Gr55 8 F P22A W6 W6A 90 UC Column CS A570_Gr55 9 I P22B W6A W8 90 90 90 UC UC UC Column column Column CS CS CS A570_Gr55 A570_Gr55 A570_Gr55 10 I P23A W8 W8A 11 P23B W8A W10 12 P24 W3 W10 90 UC Column CS A570_Gr55 13 P31 W35 W17 180 UC Column CS A570_Gr55 14 P32A W35 W35A 180 UC UC UC UC Column Column Column Column CS CS CS CS A570_Gr55 A570_Gr55 A570_Gr55 A570_Gr55 ' 15 P32B W35A W28 180 18016FP33AW28W28A 17 P33B W28A W18 180 18 P4 W16 W15 180 UC Column CS A570_Gr55 Typical Typical19P5W20W19180UCColumnCSA570_Gr55 20 F LB1 W33 W32 RIGID RIGID None None None None RIGID RIGID ' RIGID RIGID Typical Typical Typical Typical Typical Typical Typical Typical Typical Typical Ty cal 21 LB2 W35 W34 22 F LB3 W36 W35 RIGID None None 23 LB4 W38 W37 RIGID None None 24 LBS W26 W25 RIGID None None RIGID 25 LB6 W28 W27 RIGID None None RIGID 26 F LB7 W29 W28 RIGID RIGID None None None None RIGID RIGID27LB8W31W30 28 LB9 W21 W16 RIGID None None RIGID 29 F LB10 W18 W22 RIGID None None RIGID 30 LB11 W23 VV18 RIGID None None RIGID RISA-2D Version 13.0.0 [W:\ \ \...\ Racks \ Engr 84H - W-int Frame.r2c1] Page 2 Company : Johnston Burkholder Associates Designer n4:4461A Job Number TECHNOLOGIES Model Name : 48W x 84H - W-int Frames Aug 7, 2014 Checked By: Member Primary Data (Continued) Type Desion Lt Material D n Rules 31 LB12 W20 W24 RIGID None None RIGID 1 Typical 32 I SB11 W34 W33 P12A FBts Beam Tube A570 Cr. 55 Typical 33 SB12 W37 W36 FBts Beam Tube A570 Gr. 55 T pical 34 SB21 W27 W26 Yes Fats Beam Tube A570 Cr. 00 T •ical 35 SB22 W30 W29 FBts Beam Tube A570 Cr. 55 T •ical 36 SB31 W22 W21 FBts Beam Tube A570 Cr. 55 I T •ical 37 5632 W24 W23 P14 FBts Beam Tube A570 Gr. 55 T •ical 38 D1 W6 W7 270 UWd VBrace CS A570_Gr55 T •ical 39 H1 W5 W6 90 UWh Beam CS A570 _ Gr55 T •ical 40 F H2 W7 W8 90 UWh Beam CS A570_Gr55 .11. 41 F H3 W9 W10 90 UWh Beam CS A570_Gr55 I T •ical Member Advanced Data Itlffcetlint 1 P11 Yes Yes 2 P12A Yes Yes 3 P126 Yes Yes 4 P13A Yes Yes 5 P136 Yes Yes 6 P14 Yes Yes 7 P21 Yes Yes 8 9 P22A P22B Yes Yes Yes Yes 10 P23A Yes Yes 11 P23B Yes Yes 12 P24 Yes Yes 13 P31 Yes Yes 14 P32A Yes Yes 15 P326 Yes Yes 16 P33A Yes Yes 17 P338 Yes Yes 18 P4 Yes Yes Exclude 19 P5 Yes Yes Exclude 20 LB1 Yes Exclude 21 LB2 Yes Exclude 22 LB3 Yes Exclude 23 LB4 Yes Exclude 24 LB5 Yes Exclude 25 LB6 Yes Exclude 26 LB7 Yes Exclude 27 LB8 Yes Exclude 28 LB9 Yes Exclude 29 LB10 Yes Exclude 30 LB11 Yes Exclude 31 LB12 Yes Exclude 32 SB11 PIN PIN Yes Yes Exclude 33 SB12 PIN PIN Yes Yes 34 SB21 PIN PIN Yes Yes Exclude 35 SB22 PIN PIN Yes Yes 36 SB31 PIN PIN Yes Yes Exclude RISA-2D Version 13.0.0 [WA... \ \ \ \ Racks \Engr \4/3W3 84H - W-int Frame.r2d] Page 3 CKK!' f•-•,1 N 01.0GIES Company Designer Job Number Model Name Johnston Burkholder Associates 48W x 84H - W-int Frames Aug 7, 2014 Checked By:__ Member Advanced Data (Continued) Lab 37 3632 PIN PIN 3 65 49 33 Yes Yes 38 I D1 PIN PIN 4.625 4.625 3 I A570 Gr55 Yes Yes 3 39 , H1 PIN 70 1.625 1.625 11154 Yes Yes 49 40 I H2 5 A500 Gr.46 PIN 1.625 1.625 65 Yes Yes 6 A570 Gr. 55 41 1 H3 PIN PIN 1.625 1.625 55 Yes Yes Cold Formed Steel Properties G iksil 1 A570 33 29500 11346 3 65 49 33 52 2 A607 Cl 55 29500 11346 3 65 49 I 55 70 3 I A570 Gr55 29500 11346 3 65 49 55 70 Hot Rolled Steel Properties A 1 A36 Gr 36 29000 1-1154 3 65 . 49 36 2 A572 Gr.50 29000 11154 3 65 49 50 3 I A992 29000 11154 3 65 m.0 50 4 F A500 Gr.42 29000 11154 3 65 49 42 5 A500 Gr.46 29000 11154 3 65 49 46 6 A570 Gr. 55 29000 11154 3 65 49 55 Joint Loads and Enforced Displacements (BLC 1: DL) 1 W2 L Y 57 2 W3 L Y 57 3 W11 L Y 56.8 4 W12 L Y 56.8 5 W13 L v 568 6 W14 L Y 56.8 Joint Loads and Enforced Displacements (BLC 2 #1/ #2 /#5 - PL) 1 W2 L Y 450 2F W3 L Y 450 3 W11 L Y 450 4 W12 L Y 450 5 W13 L Y 450 6 W14 L Y 450 Joint Loads and Enforced Displacements (BLC 3 #6a - (0.67)PL) Joint Label * A * A .• 1 W2 L Y 300 2 W3 L Y 300 3 W11 L Y 300 4 W12 L 300 5 W13 L 300 RISA-2D Versbn 13.0.0 [WA... \ \ \ Racks \EngrWg3)gy3 84H - W-int Frame.r2c11 Page 4 Company 17... Designer ta 4:et Job Number Model NameTECHNOLOGIES Johnston Burkholder Associates 48W x 84H - W-int Frames Aug 7, 2014 Checked By: Joint Loads and Enforced Displacements (BLC 3: #6a - (0.67)PL) (Continued) Joint Label L D M Direction Men) (in rad), (fld*s^2An b*s^2'in)1 6 ] W14 L I Y -300 Joint Loads and Enforced Displacements (BLC 4: #6a - (0.67)PL - horiz - Trans) lb*sA2/in b*s^2*in 1 W2 W2 X 188.2 2 W3 L X 188.2 3 W11 L X 119.4 4 W12 L X 119.4 5 F W13 L X 54.3 6 W14 L X 54.3 Joint Loads and Enforced Displacements (BLC 5 #6b - (1)PL - horiz - Trans) 1 1 W2 L X 197.3 2 W3 L X 1972 Joint Loads and Enforced Displacements (BLC 6 #5 - (1)PL - horiz - Trans) lio*s^2/in b*s^2*in 1 W2 7.5 7.5 280.9 2 W3 L X 280.9 3 W11 3 SB21 Y 178.31 4 W12 L X 1782 5 W13 L X 81 6 W14 L X 81 Joint Loads and Enforced Displacements (BLC 7. #6b - (1)PL) 1 2 Joint Label W2 W3 L D M L Direction Magnitude[(1b,lb-in) (in rad), (1b*s^2/in b*s^2"in)) 450 450 Joint Loads and Enforced Displacements (BLC 11 : Notional (+Xg) Lat All Shlvs) Joint Label 1 F W2 2 W3 3 W18 4 W11 5 W12 6 W28 7 W13 8 W14 9 W35 L D M Direction Ma. nitudeffib,lb-in) (in rad), (1b*s^2/in, b*s^21n)1 L X 2.5 L X 2.5 L X 2.5 L X 25 L X 2.5 L X X 2.5 2.5 2.5 2.5 Member Distributed Loads (BLC 1: DL) End Maanitudeflb/ft El n End Location in .. 1 , 5631 Y 7.5 7.5 2 I SB32 Y 7.5 7.5 0 0 3 SB21 Y 7.5 7.5 0 4 [ 5622 Y 7.5 7.5 0 0 RISA-2D Version 13.0.0 \ Racks \Engr \4,8W3 84H - W-int Frame.r2c1] Page 5 Company Designer A Job Number TECHNOLOGIES MOCIS Name 48W x 84H - VV-int Frames Johnston Burkholder Associates Aug 7,2014 Checked By:_ Member Distributed Loads (BLC 1 : DL) (Continued) Member La 5 SB11 Y 7.5 56.25 0 0 6 5812 7.5 7.5 0 0 Member Distributed Loads (BLC 2 ; #1/ #2 / #5 - PL) Member Label 1 SB31 Y 56.25 56.25 0 0 2 SB32 Y 56.25 5625 0 0 3 SB21 y 56.25 56.25 0 0 4 SB22 56.25 56.25 0 0 5 SB11 56.25 56.25 0 0 6 SB12 Y 56.25 56.25 0 0 Member Distributed Loads (BLC 3 : #6a - (0.67)PL) Member Label 1 SB31 Y 37.5 . 56.25 0 0 2 F SB32 37.5 37.5 0 0 3 I SB21 Y 37.5 37.5 0 0 4 F SB22 37.5 37.5 0 0 5 SB11 37.5 07.5 0 0 6 SB12 37.5 37.5 0 0 Member Distributed Loads (BLC 7 : #6b - (1)PL) Member 1 SB31 56.25 56.25 0 0 2 F SB32 56.25 56.25 0 0 Member Distributed Loads (BLC 8 : #6a - (0.67)PL - horiz - Long) Member Labe 1 SB31 X 4.086 4.086 0 0 2 SB32 X 4.086 4.086 0 I 0 3 SB21 X 2.593 2.593 0 I 0 4 SB22 X 2.593 2.593 0 0 5 SB11 X 1.179 1.179 0 0 6 SB12 x 1.179 1.179 0 0 Member Distributed Loads (BLC 9 : #6b - (1)PL - horiz - Long) Member Label Direction Start Mannitiirlefh/ff El End Manni 1 SB31 X 4.283 4.283 0 0 2 i SB32 X 4.283 4.283 0 0 Member Distributed Loads (BLC 10 : #5 - (1)PL - horiz - Long) Me 1 SB31 X 6.099- 6.099 0 0 2 SB32 X 6.099 6.099 0 0 3 SB21 X 3.87 3.87 0 0 4 SB22 X 3.87 3.87 0 0 5 SB11 X 1.759 1.759 0 0 6 SB12 X 1.759 1.759 0 0 17 of 32 ar1 es: ri TECHNOLOG1 Company : Johnston Burkholder Associates Designer Job Number s Model Name : 48W x 8411 - W-int Frames Aug 7, 2014 Checked By: Basic Load Cases X Gravity Y Gravity Point Distributed 1 1 DL DL Yes 1 1 1.4 2 2 j #1/ #2 1 #5- PL LL 1 6 541.466 6 3 #6a - 0.67JPL 4 #6a - (0.67)PL - horiz - Trans LL 0 1 6 2 6 EL 559 111221.411 6 0 1 5 I #6b - (1 )PL - horiz - Trans EL 559 561.627 2 4.578 9 6 I #5 - (1)PL - horiz - Trans EL 559 W15 3 RMI - LC #6a - Trans Yes 7 #6b - 1 PL LL 602 3 602 4 1 8 1#6a - (0.67)PL - horiz - Lon • EL 188 10 0 1 7 9 1 #6b - (1 )PL - horiz - Lon • EL 188 RMI - LC #6a - Long Yes Y 1 10 I #5 - (1)PL - horiz - Lon • EL 188 8 1 8 0 11 I Notional (+X2) Lat All Shlvs NLX 004 9 W19 max I Load Combinations BLC Fact 1 RMI - LC #1 Yes Y 1 1.4 2 12 11 1 min 541.466 7 337.541 5 0 1 3 2 RMI - LC #2 Yes Y 111221.411 7 0 1 4 1 min 561.627 7 4.578 9 0 5 W15 3 RMI - LC #6a - Trans Yes Y 1 602 3 602 4 1 37.815 11 0 10 0 1 7 W17 I 4 RMI - LC #6a - Long Yes Y 1 602 3 602 8 1 8 0 10 0 1 9 W19 max I 5 RMI - LC #6b - Trans Yes Y 1 602 7 602 5 1 0 9 0 1 11 W21 max 0 1 6 RMI - LC #6b - Long Yes Y 1 602 7 602 9 1 1 145.025 13 W26 max 0 1 0 7 RMI - LC #5 - Trans Yes Y 1 1498 2 1 148 6 1 70.185 1 15 W22 max 0 1 0 1 8 RMI - LC #5 - Long Yes Y 1 1498 2 1 148 10 19.412 1 17 W23 max 0 1 0 1 616.219 9 RMI - LC #6a-Lonq -Conn Yes Y 8 1 9 7 7 0 1 19.412 19 I W29 max 0 1 0 1 1069.172 10 RMI - LC #6b-Long-Conn Yes Y 11 RMI - LC #5-Long-Conn Yes Y 10 7 Envelope Joint Reactions LC LC o ent lb-in LC 1 W1 max 2.531 9 2103.791 2 min 541.466 7 337.541 5 0 1 3 W4 max 2.811 9 3276.064 7 0 1 4 min 561.627 7 4.578 9 0 5 W15 max 19.507 2 1074.843 2 0 6 min 37.815 11 0 10 0 1 7 W17 max 3.799 2 2134.199 2 0 1 8 min 105.481 8 0 10 0 1 9 W19 max 16.824 10 1074.843 2 0 1 10 min 73.179 8 0 9 0 1 11 W21 max 0 1 0 1 871.128 8 12 min 0 1 0 1 145.025 13 W26 max 0 1 0 1 1200.033 8 14 min 0 1 0 1 70.185 1 15 W22 max 0 1 0 1 616.219 8 16 inn 0 1 0 1 19.412 1 17 W23 max 0 1 0 1 616.219 8 118min010119.412 19 I W29 max 0 1 0 1 1069.172 RISA-2D Version 13.0.0 [WA... \ RackslEngr \WW3 84H - W-int Frame.r2d] Page 7 Company r it Designer ntuP, Job NumberAtr TECHNOLOGIES Model Name Johnston Burkhdder Associates 48W x 84H - W-int Frames Aug 7, 2014 Checked By: _ Envelope Joint Reactions (Continued) Joint Y flhl 20 max min 0 1 0 1 i 3a652 1 21 W27 max 0 1 0 1 1069.172 8 22 7 min 0 1 0 1 33.652 1 23 W24 max 0 1 0 1 631.598 8 24 7 min 0 1 0 1 113.931 2 25 W30 max 0 1 0 1 1133.834 8 26 7 min 0 1 0 1 1242 2 27 W37 max 0 1 0 1 1339.615 8 28 5 min 0 1 0 1 8.683 2 29 W36 max 0 1 0 1 1259.54 8 30 min 0 1 0 1 42666 1 31 W34 max 0 1 0 1 1259.54 8 32 14 min 0 1 0 1 42.666 3 33 W33 max 0 1 0 1 1436.657 8 34 min min 0 1 0 1 96.093 17 W7 35 max 23.384 1 8522.044 9 18 36 003 min 1197.9 7 0 10 19 W7A Envelope Joint Displacements Joint I C 1 W1 max 0 7 0 5 1.53e-3 5 min 0 9 0 2 4.078e-3 7 3 I W2 max 1.52 7 0 3 5.542e-5 4 min 0 8 006 2 5.327e-2 5 W3 max 1.509 7 0 9 5.289e-5 6 min 0 8 006 7 5.181e-2 7 W4 max 0 7 0 9 1.268e-3 5 8 min 0 9 0 7 4.664e-3 9 W5 max 027 7 0 5 2.881e-3 10 min 016 5 001 2 8.442e-4 11 i W5A max 0 9 0 3 3.235e-3 12 F min 088 5 003 2 8.059e-6 9 13 W6 max 031 7 0 9 2.567e-3 5 14 min 014 5 002 7 1.1e-3 3 15 F W6A max 0 9 0 9 3.835e-3 7 16 min 092 5 003 7 8.944e-6 9 17 W7 max 051 7 001 3 1.027e-5 9 18 min 003 5 005 2 1.684e-2 7 19 W7A max 465 7 001 3 4.504e-5 9 20 min 002 8 005 2 4.006e-2 7 21 W8 max 057 7 0 9 4.764e-6 8 22 min 003 8 005 7 1.917e-2 7 23 W8A max 481 7 0 9 4.397e-5 9 24 L min 002 8 006 7 3.955e-2 7 25 F W9 max 1.123 7 001 3 5.517e-5 9 26 min 001 8 006 2 5.171e-2 27 W10 max 1.123 7 0 9 5.264e-5 28 min 001 8 006 7 5.026e-2 7 29 W11 max 043 7 001 3 8.806e-6 30 min 009 5 005 2 1.604e-2 RISA-2D Version 13.0.0 [W:N. \ \ \... Racks \Engr 4,8y1/3 84H - W-int Frames2c1] Page 8 Company : Johnston Burkhdder Associates Designer 04&„;e. [14241,, Job Number TECHNOLO.G-IES Model Name : 48W x 84 - W-int Frames Aug 7, 20 14 Checked By:_ Envelope Joint Displacements (Continued) X HO Y LC Rotation [rad LC 31 W12 max 048 7 0 1.451e-6 8 32 min 007 5 005 7 1.825e-2 7 33 W13 max 024 7 0 5 3.673e-3 5 34 min 028 5 002 2 2.609e-5 9 35 W14 max 029 7 0 9 3.703e-3 5 36 min 025 5 002 7 2.585e-5 9 37 W15 max 0 11 0 10 6244e-5 1 38 min 0 2 0 2 1.767e-3 8 39 W16 max 127 8 0 11 1.679e-4 40 min 004 1 003 2 1.009e-3 8 41 W17 max 0 8 0 10 6.048e-5 42 min 0 2 0 2 1766e-3 8 43 W18 max 127 8 0 11 2.248e-5 1 44 min 004 1 006 2 7.136e-4 8 45 W19 max 0 8 0 9 5.781e-5 46 min 0 10 0 2 1.763e-3 47 W20 max 127 8 0 11 1.319e-4 48 min 004 2 003 2 7.314e-4 49 W21 max 127 8 0 10 1.679e-4 1 50 min 004 1 004 8 1.009e-3 8 51 W22 max 127 8 0 11 2.248e-5 1 52 min 004 I 006 2 7.136e-4 53 W23 max 127 8 0 10 2.248e-5 54 min 004 1 007 8 7.1360-4 8 55 W24 max 127 8 0 11 1.319e-4 2 56 min 004 2 003 2 7.314e-4 8 57 W25 max 083 8 0 11 8.128e-5 1 58 min 003 1 002 2 1.39e-3 8 59 W26 max 083 8 0 10 8.128e-5 1 60 min 003 1 004 8 1.39e-3 61 W27 max 082 8 001 11 3.897e-5 1 62 min 003 1 005 2 1.238e-3 8 63 W28 max 082 8 0 10 3.897e-5 64 65 66 67 68 min max min max min 003 005 0 006 0 2 10 2 10 1.238e-3 8 1 8 1 8 W28A 104 8 4.035e-5 003 1 1.346e-3 W29 082 8 3.897e-5 003 1 006 8 1238e-3 69 W30 max 082 8 001 11 1.438e-6 2 70 min 003 1 002 2 1.313e-3 8 71 W31 max 082 8 0 11 1.438e-6 2 72 min 003 1 002 2 1.313e-3 8 73 W32 max 021 8 0 10 1.113e-4 74 min 0 1 0 2 1.664e-3 8 75 W33 max 021 8 0 10 1.113e-4 76 min 0 1 003 8 1.664e-3 8 77 W34 max 021 8 001 11 4.941e-5 1 78 min 0 1 002 2 1.459e-3 8 79 W35 max 021 8 0 10 4.941e-5 1 80 81 min 0 1 002 2 1.459e-3 8 W35A max 052 8 0 10 5.959e-5 1 RISA-2D Version 13.0.0 [W:\...\ WV./31( 84H - W-int Frame.r2d] Page 9 T E C H N O L O G I Company : Johnston Burkholder Associates Designer Job Number Model Name : 48W x 84H - W -int Frames Aug 7, 2014 Checked By: Envelope Joint Displacements (Continued) Joint 82 min 83 I W36 84 85 j W37 86 I 87 I W38 88 max min max min max min X finl LC 002 1 021 0 021 0 021 8 1 8 Y finl LC 003 2 0 10 004 8 002 11 0 2 8 0 9 Rotation fradl 1.853e -3 4.941e -5 1.459e -3 1.005e -5 1.551e-3 1.005e -5 1.551e-3 LC 8 8 Envelope Member Section Forces Sec LC LC 1 P11 1 max 2103.791 2 542.719 7 0 2 min 337.541 5 2434 8 0 1 3 2 i max 2103.399 2 542.536 7 5.108 8 4 min 337.738 5 2.373 - 8 1153.084 7 5 I 3 max 2103.007 2 542.354 7 10.085 8 6 min 337.934 i 5 2.312 r 8 2305.78 7i 7 4 ax 2102 615 2 542.171 7 14.932 8 8 min I - 338.131 2102.223 5 2 225 € 541.989 8 7 3458.088 7 9 5 max 19.648 8 10 min 338.327 5 2.189 8 4610.008 7 11 P12A 1 max 2100.475 2 96 6 21.445 8 12 min 346.244 5 257518 7 4215.919 T 13 2 max 1401.392 2 1.114 6 13.971 8 14 min 510.719 3 337.836 7 2807.421 7 15 3 max 1400.47 2 1.259 6 287.701 5 16 min 511.182 3 338.265 7 1117.169 7 17 4 max 1399.548 2 1.403 6 1241.781 5 18 min 511.644 3 338.695' 7 7.327 4 19 5 max 1398.626 2 1.548 6 2269.778 7 20 I' min 512.106 3 339.124 Z 117 4 21 P12B 1 max 1398.626 2 1.545 6 2269.778 7 22 min 512.106 3 340.884 7 117 4 23 2 max 1397.704 2 1.689 6 3975.272 7 24 I ,min 512.569 3 341.314 -' 7 8.266 '- 6 25 3 max 1396.782 2 1.834 6 5682.914 7 26 min 513.031 3 341.743 7 17.074 6 27 4 max 1395.86 2 1.978 6 7392.703 7 28 min 513.493 3 342173 7 26.605 6 29 5 max 696.777 2 2.11 6 9199.95 7 30 min 817.821 7 533.221 7 36.852 6 31 P13A 1 max 707.064 2 330.513 7 1170655 7 32 min 219.151 4 842 8 18.027 '' 8 33 2 max 706.418 2 330.213 7 10550.379 7 34 min 218527 4 741 " 8 15.258 8 35 3 max 705.773 2 329.912 7 9395.16 7 36 min 218.504 4 639 8 12.843 8 37 4 max 705.127 2 329.611 7 8240.994 7 38 min 218.18 4 538 `_ 8 10.782 8 39 5 max 704.482 2 329.311 7 7087.881 7 40 min 217.856 4 437 8 9.075 8 RISA -2D Version 13.0.0 [W: \...\ .. \... \... \Racks Engr \4.8/3 84H - W -int Frame.r2dl Page 10 I E C H N O L O G 1 Company Designer Job Number Model Name Johnston Burkholder Associates 48W x 84H - W -int Frames Aug 7, 2014 Checked By: _ Envelope Member Section Forces (Continued) Shea rflbi en lb-in LC 41 P138 1 max 704.482 2 339.836 7 7087.881 7 42 I min 217.856 4 451 8 9.075 8 43 2 1 max 703.836 2 339.536 7 5898.98 7 44 min 217.533 4 35 8 7.673 = 8 45 3 max 703.191 2 339.235 7 4711.132 7 46 min 217.209 4 249< 8 6.009 4 47 ! 4 max 702.545 2 338.934 7 3524.336 7 48 F min 216.885 4 148 8 4.125 4 49 5 ! max 701.9 2 338.634 7 2338.592 7 50 min 216.562 4 047 8 2.595 4 51 P14 1 max 699.783 2 313.434 7 2348.336 7 52 min 215.5 3 234 ! 4 946 4 53 I 2 max 699.437 2 313.272 7 1760.799 7 54 F min 215.327 3 18 4 557 44 55 I 3 I max 699.092 2 313.111 7 1173.564 7 56 I I min 215.154 3 126` 4 27 i 4 57 I 4 I max 698.746 2 312.95 7 586.631 7 5-67 min 214.98 ;' 3 072 ` 4 084 4 59 5 max 698.4 2 312.789 7 0 1 60 min 214.807 -" 3 018 4 0 1 61 I P21 1 ! max 3274.107 7 573.027 7 4873.833 7 62 I j min 391.411 " 6 4.247 4 37.146 4 63 I 2 max 3274.596 7 573.21 7 3655.956 7 64 I min 391.608 6 4.309 4 28.056 _- 4 65 I 3 max 3275.086 7 573.392 7 2437.692 7 66 T " min 391.804 `' 6 4.37 ` 4 18.834 4 67 i 4 max 3275.575 7 573.575 7 1219.04 7 68 min 392.001 6 4.432 4 9.482 4 69 5 max 3276.064 7 573.757 7 0 1 70 I min 392.197 <" 6 4:493` 4 0 1 71 P22A 1 i max 2112.669 2 626 8 7.704 8 72 min '' 382.333 - 6 314.073 7 5101.017 7 73 ! 2 max 1413.587 2 727 8 4.277 8 74 ! min ' 347.694 " 6 400.231 7 3400.985 7 75 3 max 1412.665 2 872 8 78.807 5 76 min- 347.231 " 6 400:66 7 1398.758 7 77 4 max 1411 743 2 1.016 8 1243 269 5 78 min 346.769 " 6 401.09 7 6.62 4 79 5 max 1410.821 2 1.16 8 2612.139 7 80 min 346.307 `' 6 401.519 7 472 4 81 I P22B 1 max 1410.821 2 1.115 8 2612.139 7 82 min 346.307 6 389.54 7 472 4 83 I 2! max 1409.898 2 1.26 8 4560.912 7 84 I min " 345.844 6 389.969 7 6.388 ` 4 85 I 3 max 1408.976 2 1.404 8 6511.832 7 86 I min 345382 6 390.399 7 13.97 4 87 4 1 max 1408.054 2 1.549 8 8464.9 7 88 I min 344.919 6 390.828 7 22.274 4 89 5 max 708.972 2 1.636 8 10506.234 7 90 min 220.011 4 563.494 7 31.295 4 91 ' P23A 1 I max 707.064 2 275.928 7 10174.04 7 RISA -2D Version 13.0.0 [W: \... \... \...\... \Racks \Engra 3 84H - W -int Frame.r2d] Page 11 Company 4 DesignerJobNumber H4 t4 t OGIES Model Name Johnston Burkholder Associates 48W x 84H - Want Frames Aug 7, 2014 Checked By: Envelope Member Section Forces (Continued) Mem e Shea if I hi 92 min 219.15 3 1.545 I 3t015 4 93 2 max 706418 2 275.627 7 9208.818 7 94 min 218.826 3 1.443 6 25.782 4 95 3 max 705.773 2 275.327 7 8244.649 7 96 min 218.503 3 1.342 6 20.903 4 97 4 max 705.127 2 275.026 7 7281 532 7 98 min 218.179 3 1.241 6 16 378 4 99 5 max 704.482 2 274.725 7 6319.468 100 min 217.855 3 1.14 6 12.207 4 101 P23B 1 max 704.482 2 284.097 7 6319.468 7 102 min 217.855 3 1.148 4 12.207 4 103 2 max 703.836 2 283.797 7 5325.653 7 104 min 217.532 3 1.047 4 8.366 4 105 3 max 703.191 2 283.496 7 4332.892 7 106 I min 217208 3 946 4 4.879 4 107 4 max 702.545 2 283.195 7 3341.182 7 108 i min 216.884 3 845 4 658 8 109 5 max 7012 2 282.894 7 2350.525 7 110 1 min 216.561 3 743 4 3.529 8 111 P24 1 max 698.4 2 311.912 7 0 1 112 min 214.807 3 017 4 0 1 113 2 max 698.746 2 312 073 7 083 4 114 min 214.98 3 072 4 584.986 7 115 3 max 699.092 2 312.234 7 268 4 116 min 215.154 3 126 4 1170.274 7 117 4 max 699.437 2 312.395 7 555 4 118 F min 215327 3 18 4 1755.863 7 119 5 max 699.783 2 312.556 7 943 4 120 F min 215.5 3 234 4 2341.755 7 121 P31 1 max 2131.986 2 108.344 8 1302.212 8 122 min 413.253 6 3.904 1 46.899 123 2 max 2132.539 2 108.431 8 977.049 124 F min 413.53 6 3.906 1 35.183 1 125 3 max 2133.093 2 108.518 8 651.626 126 min 413.807 6 3208 1 23.461 127 4 max 2133.646 2 108.604 8 325.943 128 min 414.085 6 321 1 11.733 129 5 max 2134.199 2 108.691 8 0 130 min 414.362 6 3.912 1 0 131 P32A 1 max 1425.752 2 79.782 8 1273.449 8 132 min 365.156 6 2.433 1 36.249 133 2 max 1424.922 2 79.652 8 914.724 8 134 F min 364.74 6 2.43 1 25.307 135 3 max 1424.092 2 79.522 8 556.584 8 136 F min 364.324 6 2.427 1 14.378 137 4 max 1423.262 2 79392 8 199.029 8 138 min 363.908 6 2.424 1 3463 1 139 5 F max 1422.432 2 79.262 8 7.439 1 140 min 363.491 6 2.421 1 157.941 141 P32B 1 I max 1422.432 2 79.115 8 7.439 1 142 1 min 363491 6 2.414 1 157.941 RISA-2D Version 13.0.0 [W:\...\ ...1...1...\Racks\Engr48)4/3 84H - W-int Frame.r2d] Page 12 Company : Johnston Burkholder Associates Designer Job Number TECHNOLOGIES Model Name : 48W x 84H - W-int Frames Aug 7, 2014 Checked Envelope Member Section Forces (Continued) Sec Shear-RH n 1 -i LC 143 2 max 21.60214_ 2 78.985 8 18.297 1 144 min 363.075 6 2.411 1 513.666 8 145 3 max 1420.772 2 78.855 8 29.142 1 146 362.659 6 2.409 1 868.807 8min 147 4 max 1419.942 2 78.725 8 39.974 1 148 min 362.243 6 2.406 1 1223.362 8 149 5 max 1419.112 2 78.595 8 50.793 150 I Mn 361.827 6 2.403 1 1577.332 8 151 P33A 1 max 712.876 2 54.725 8 607.44 152 Mn 226.295 4 1.399 1 13.36 153 2 max 712.138 2 54.609 8 388.77 8 154 min 225.925 4 1.396 1 7.771 1 155 3 max 711.401 2 54.494 8 187.585 6 156 min 225.555 4 1.393 1 2.188 157 4 max 710.663 2 54.378 8 38.708 6 158 Mn 225.185 4 1.391 1 47.289 7 159 5 max 709.925 2 54.263 8 8.936 1 160 I min 224.815 4 1.388 1 264.463 161 P33B 1 max 709.925 2 54.109 8 8.936 162 min 224.815 4 1.383 1 264.463 8 163 2 max 709.003 2 53.965 8 -15.844 1 164 min 224.353 4 1.38 1 -534.647 8 165 3 max 708.081 2 53.82 8 -22.737 1 166 Mn 223.891 4 1.377 1 -804.109 167 I 4 max 707.159 2 53.676 8 -29.613 168 min 223.428 4 1.374 1 -1072.849 169 5 max 706.237 2 53.531 8 -36.473 170 min 222.966 4 1.37 1 -1340.866 8 171 SB12 1 max 13.332 7 24.048 5 0 1 172 min 1.03 6 353.117 2 0 1 173 2 max 10.285 7 12.024 5 6157.474 2 174 i min 005 6 176.558 2 419.341 6 175 3 max 10.116 2 0 1 8209.966 2 176 min 1.02 6 0 1 559.121 6 177 4 max 10.093 2 176.558 2 6157.474 2 178 flhIit 3.716 4 12.024 5 419.341 6 179 180 5 max min 10.07 7.026 2 4 353.117 24.048 2 5 0 1 1r0 181 S822 1 max 16.337 8 24.048 5 0 1 182 min 6.559 2 353.117 2 0 8 183 2 max 7.814 8 12.024 5 6157.474 2 184 Mn 6.582 2 176.558 2 419.341 6 185 I 3 max 1.647 4 0 1 8209.966 186 min 6.604 2 0 a 559.121 2 6157.474 6 21874max3.743 3 176.558 188 min 9.233 8 12024 5 419.341 6 189 5 max 5.902 1 353.117 2 0 1 190 min 17.756 8 24.048 5 0 191 SB32 1 max 42.122 8 111 483 3 0 1 192 min 11.277 5 353.117 2 0 8 193 2 max 29.28 8 55.741 3 6157.474 2 RISA-2D Versbn 13.0.0 [WA... \ \ \ Racks \ Engr 4,13)413 84H - W-int Frame.r2d Page 13 r FA TECHNOLOGIC Company Designer Job Number Model Name Johnston Burkholder Associates 48W x 84H - W-int Frames Aug 7, 2014 Checked By: Envelope Member Section Forces (Continued) Member S Shea rilhl NAnmn ntflh 'n1 194 1 min 8.229 5 176.55-8 1943.98 4 195 3 [ max 20.219 2 0 8209.966 2 196 1 min 5.181 0 2591.974 4 197 4 max 20A96 2 176.558 6157.474 2 198 min 3.355 4 55.741 3 1943.98 4 199 I max 20.173 2 353.117 2 0 200 min 12.297 111.483 3 8 201 D1 1 I max 2175.464 219 0 202 I min 11.206 2.251 1 0 203 2 ' max 2174.007 109 3 22.467 204 min 10.65 6 1.125 2.186 205 3 ' max 2172.55 7 0 29.956 1 206 1 min 10.095 0 1 2.914 3 207 4 i. max 2171.093 1.125 22.467 1 208 1, min 9.075 8 109 2.186 3 209 max 2169.637 7 2251 0 210 I min 7.917 8 219 5 0 1 211 H1 I max 3.586 7.91 0 1 212 I min 797.975 7 2.139 0 7 213 I max 3.42 7.379 26.901 3 214 I min 797.482 7 2.67 85.526 5 215 I max 3.255 8 6.849 5 59.738 3 216 min 796.989 7 3.297 165.115 5 217 I max 3.089 8 6.318 5 98.512 3 218 min 796.496 7 4.618 7 238.767 5 219 max 2.923 8 5.787 147.523 7 220 1 niin 796.003 7 5.939 306483 5 221 H2 1 max 4.056 6 3215 8 25.592 8 222 min 835.084 7 42.8 7 2033.543 7 223 max 3.891 6 1.893 8 2.142 4 224 I min 834.591 7 44.121 1547.332 225 3 I max 3.725 6 572 8 7.364 226 I rnin 834.098 7 45.442 7 1046.338 227 4 max 3.559 6 329 4 6.651 4 228 min 833.605 7 46.764 7 530.56 229 I max 3.393 6 86 4 0 230 min 833.112 7 48.085 7 0 1 231 H3 max 34 1 2.643 7 0 1 232 I min 28.498 7 1.061 4 002 7 233 max 382 8 1.321 7 8.905 4 234 i . i min 28.005 7 531 4 22.176 7 235 max 547 8 0 1 11.873 236 1 min 27.512 7 0 1 29.568 7 237 4 ' max 713 8 531 5 8.905 4 238 I min 27.019 7 1.321 8 22.176 7 239 5 I max 879 1.061 5 0 240 min 26.526 2.643 8 002 25 of 32 Company : Johnston Burkholder Associates tv A Designer 4,,,,niSat Job Number TECHNOLOGIES Model Name : 48W x 84H - W-int Frames Aug 7, 2014 Checked By: Envelope Member Section Deflections 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 Sec x in LC in LC LN Ratio LC P11 1 max 0 1 0 1 NC min max 0 1 5 0 Ii 003 5 NC 2 0 NC min 0 2 009 7 3699.166 3 max 0 5 007 i 5 NC 5 min 0 2 617 7 2312.069 7 4 max 0 5 011 5 NC 5 min 0 2 023 I 7 2642.502 7 5 max 0 5 016 5 NC 5 min 001 2 027 I 7 NC 7 P12A 1 max 0 5 016 5 NC 5 min 001 2 027 I 7 NC 7 2 max 0 5 034 5 NC 5 min 002 2 021 7 3392.839 7 3 max 0 3 054 5 NC 5 min 002 2 01 F 3 2689.232 3 4 max 0 3 074 5 NC 5 min 003 2 0 6 NC 6 5 max 0 3 088 5 NC 5 min 003 2 0 6 NC 6 P12B 1 max 0 3 088 5 NC 5 min 603 2 0 6 NC 6 2 max 0 3 092 5 NC 5 min 003 2 0 6 NC 6 3 max 001 3 082 5 NC 5 min 004 2 0 6 NC 6 4 max 001 3 054 5 NC 5 min 004 2 0 I 6 NC 6 5 max 001 3 003 5 NC 5 min 005 2 051 I 7 NC P13A 1 max 001 3 003 5 NC 5 min 005 2 051 I 7 NC 2 max 001 3 003 8 NC min 005 2 123 7 195.246 3 max 001 3 003 8 NC min 005 2 218 7 84.222 4 max 001 3 002 8 NC min 005 2 333 7 49.81 7 5 max 001 3 002 8 NC min 005 2 465 7 33.838 P13B 1 max 001 3 002 8 NC 8 min 005 2 465 7 NC 7 2 max 001 002 8 NC 8 min 006 2 613 7 94.596 7 3 max 001 3 002 8 NC 8 mm 006 2 774 1 7 45.344 7 4 max 601 3 002 , 8 NC 8 min 006 2 945 I 7 29.185 7 max min 001 006 3 2 001 I 8 1.123 7 NC 21.268 8 7 RISA-2D Version 13.0.0 [W:\...\ \ \... \ Racks \EngrS3N 84H - W-int Frame.r2d] Page 15 Company : Johnston Burkhdder Associates Designer re el e:,:b.e‘RA Job Number TECHNOLOGIES Model Name : 48W x 84H - W-int Frames Aug 7, 2014 Checked By:_ Envelope Member Section Deflections (Continued) Member Sec LC LC 51 P14 1 max 001 3 001 8 NC 8 52 min 006 2 1.123 7 NC 7 53 2 max 0 3 001 8 NC 8 54 min 006 2 1.221 7 76.616 7 55 3 max 0 3 0 8 NC 8 56 min 006 2 122 7 38.095 7 57 4 max 0 3 0 8 NC 8 58 min 006 2 1.42 7 25.288 7 59 5 max 0 3 0 8 NC 8 60 min 006 2 1.52 7 18.908 7 61 P21 1 max 002 7 031 7 NC 7 62 min 0 6 014 5 621.393 5 63 2 max 001 7 027 7 NC 7 64 min 0 6 009 5 939.147 5 65 3 max 0 7 02 7 NC 7 66 min 0 6 005 5 1557.289 5 67 4 max 0 7 01 7 NC 7 68 min 0 6 003 5 3325.049 69 5 max 0 1 0 1 NC 70 min 0 1 0 1 NC 71 P22A 1 max 0 6 014 5 NC 5 72 min 002 7 031 7 NC 7 73 2 max 0 6 031 5 NC 5 74 min 002 7 026 7 3430.585 75 3 max 0 6 053 5 NC 5 76 min 003 7 011 3 2214.018 3 77 4 max 0 6 075 5 NC 5 78 min 003 7 0 6 NC 6 79 5 max 0 6 092 5 NC 5 80 min 003 7 0 6 NC 6 81 P228 1 max 0 6 092 5 NC 5 82 min 003 7 0 6 NC 6 83 2 max 0 6 097 5 NC 5 84 min 004 7 0 6 NC 6 85 3 max 0 6 087 5 NC 5 86 min 004 7 0 6 NC 6 87 4 max 0 6 057 5 NC 5 88 min 005 7 0 6 NC 6 89 5 max 001 6 003 8 NC 90 min 005 7 057 7 NC 7 91 P23A 1 max 001 6 003 8 NC 92 min 005 7 057 7 NC 7 93 2 max 001 6 003 8 NC 8 94 min 005 7 135 7 179.088 7 95 3 max 001 6 003 8 NC 8 96 min 005 7 233 7 79.426 7 97 I 4 max 001 6 003 8 NC 8 98 min 005 7 349 7 47.915 7 99 5 max 001 6 002 8 NC 8 100 min 006 7 481 7 33 03 7 101 P23B 1 max 001 6 002 8 NC 8 RISA-2D Version 13.0.0 [WA...\ Racks\Engr WV/3y 84H - W-int Frame.r2d] Page 16 Company Johnston Burkhdder Associates Designer Job Number T E C H N O L O G I E S Model Name . 48W x 84H - W -int Frames Aug 7, 2014 Checked By:___ Envelope Member Section Deflections (Continued) Sec LC LC 1021 min 006 7 481 7 NC 7 103 ', 2 max 001 6 7 _ 002 8 NC 8 1041 1051 min 006 626 7 96.326 7 3 max 001 6 002 8 NC 8 106 min 006 7 - 783 7 46.327 7 107 ! 4 max 002 6 002 8 NC 8 108 mm 006 7 949 7 29.887 7 1091 5 max 002 6 001 8 NC 8 1101 min 006 7 1.123 7 21.811 7 111 P24 1 max 006 7 1.509 7 NC 7 112 i min 002 6 0 8 NC 8 1131 2 max 006 7 1.411 I 7 NC 7 114 min 002 6 0 8 NC '' 8 1151 3 max 006 7 1.314 7 NC 7 116 min 002 6 0 8 NC " 8 1171 118 4 max min 006 7 1.218 7 NC 7 002 6 001 8 NC " 8 1 19 5 max 006 7 1.123 7 NC 7 120 min 002 6 001 8 NC `' 8 121 ! P31 1 max 002 2 021 8 NC 8 122 min 0 6 0 1 NC " 1 123 i max 001 2 016 8 NC 8 1241 min 0 6 0 1 NC 1 1251 3 max 0 2 011 8 NC 8 126 min 0 6 0 1 NC 1 1271 4 max 0 2 005 8 NC 8 128 min 0 6 0 1 NC 1 1291 130 5 max min 0 0 1 1 0 1 NC 1 0 1 NC 1 1311 P32A 132 1 max min 0 002 6 2 0 1 NC 1 021 8 NC 8 1331 2 max 0 6 0 1 1 NC 1 1341 min 002 2 028 8 2509.904 8 135 ( 8 4 max min max 0 002 0 6 2 6 001 036 001 1 8 1 NC 1194.296 NC 1 8 1 136 I 1371 1381 1391 min 003 2 044 8 - 768.739 8 5 max 0 6 002 1 NC 1 140 min 003 2 052 8 563.966 8 1411 P32B 1 max 0 6 002 1 NC 1 142 min 003 2 052 8 NC 8 1431 144 1451 146 2 max 0 6 002 1 NC 1 3 004 2 061 8 NC '' 8min max min 0 004 6 2 002 1 NC 1 069 8 NC', 8 147 i 4 max 001 6 002 1 NC 1 148 min 004 2 076 8 NC 8 149 5 max 001 6 003 1 NC 1 1501 1 min max 005 001 2 6 082 003 8 1 NC NC 8 1151P33A 152 min 005 2 082 8 NC 8 RISA -2D Version 13.0.0 [W: \... \... \... \... \Racks \Engr \464/3 84H - W -int Frame.r2d] Page 17 Company Johnston Burkholder Associates Designer K abst Job Number TECHNOLOGIES Model Name 48W x 84H - W-int Frames Aug 7, 2014 Checked By:_ Envelope Member Section Deflections (Continued) Mem e x Fin' LC in 153 154 2 max 001 6- 003 1- NC 1 min 005 2 088 8 3070.316 8 155 max 001 6 003 1 NC 1 156 min 005 093 I 8 1499951 157 4 max 001 003 1 NC 1 158 min 005 099 8 985.817 8 159 max 001 003 1 NC 1 160 min 006 2 104 8 735.169 8 161 P33B max 001 6 003 1 NC 1 162 rriin 006 2 104 8 NC 8 163 max 002 6 004 1 NC 1 164 min 006 2 111 8 NC 8 165 max 002 004 1 NC 1 166 min 006 2 117 8 NC 8 167 max 002 6 004 1 NC 1 168 min 006 2 122 8 NC 169 max 002 6 004 1 NC 1 170 min 006 127 8 NC 171 SB12 max 0 2 0 2 NC 172 min 017 8 002 8 NC 173 max 0 2 107 2 NC 174 min 018 8 007 6 1002.071 175 max 0 2 15 2 9208.923 6 176 min 018 8 01 6 713.975 7 177 max 0 1 107 2 NC 5 178 min 018 8 008 5 1002.071 179 5 max 0 1 004 8 NC 180 min 018 8 001 5 NC 5 181 SB22 max 003 1 002 2 NC 2 182 min 08 0 4 NC 183 2 max 003 109 2 NC 5 184 min 08 8 007 6 1002071 7 185 3 max 003 1 152 2 9208.923 6 186 ' min 08 8 011 6 713.975 7 187 4 max 003 1 11 2 NC 5 188 08 8 008 5 1002.071 7 189 5 max 003 1 006 8 NC 8 190 min 08 8 002 5 NC 191 SB32 1 max 004 1 003 2 NC 192 min 125 8 0 4 NC 4 193 2 max 004 1 11 2 2788.042 194 min 125 8 034 4 1002.071 7 195 max 004 1 153 2 1986.48 4 196 min 125 8 048 4 713.975 7 197 4 max 004 1 111 2 2788.042 4 198 min 125 8 035 3 1002.071 7 199 max 004 1 007 8 NC 8 200 min 125 8 002 5 NC 5 201 D1 max 01 5 021 5 NC 5 202 min 025 7 023 7 NC 203 max 008 5 031 5 NC 5 RISA-2D Version 13.0.0 [WA... \ \ \ Racks \Engr \M(1./3 84H - W-int Frame.r2d] Page 18 Company Johnston Burkhdder Associates le Designer Job Number L" 4'474 TECHNOLOGIES Model Name 48W x 84H - W-int Frames Aug 7,2014 Checked By: Envelope Member Section Deflections (Continued) din] LC LC Ratio LC 2041 FB250x410x0066 min 029 7 009 3 NC 2 205 ' 3 max 007 5 041 5 NC 46.5 206 207 024 4 min max 032 005 7 5 002 051 3 5 NC 3 5NC 208 46.5 2 min 036 7 002 I 6 NC 6 209 5 max 003 5 06 5 NC 5 210 min 039 7 001 6 NC 211 H1 1 max 027 7 005 5 NC 2121 min 015 - 001 7 NC 7 2131 2 max 028 7 005 3 NC 3 2141 min 014 5 013 5 2974.716 5 215 3 max 029 7 009 i 3 NC 3 2161 min 014 5 024 J 5 1874.984 5 217 4 max 03 7 009 3 NC 3 218 ; min 013 5 023 -1 5 2167.251 5 2191 5 max 031 7 0 3 NC 3 220 min 012 5 005 1 5 NC 221 H2 1 max 043 7 001 6 NC 6 222 min 009 5 027 7 NC 223 2 max 044 7 002 6 NC 224 min 009 5 147 i 7 337.155 225 3 max 045 7 002 ; 6 NC 2261 min 008 5 153 1 7 293.714 2271 4 max 047 7 002 1 6 NC 6 228] min 008 5 083 7 468392 7 2291 5 max 048 7 026 7 NC 7 2301 min 007 5 005 1 2 NC 231 H3 1 max 1.098 7 002 i 6 NC 2321 min 001 8 085 7 NC 233 2 max 1.098 7 003 I 6 NC 2341 min 001 8 047 7 NC 7 235 3 max 1.098 7 003 3 NC 3 2361 min 001 8 009 2 NC 2 237 max 1.098 7 033 7 NC 7 238] min 001 8 008 ' 2 NC 2 2391 5 max 1.098 7 076 7 NC 7 240 min 001 8 005 1 2 NC Envelope MSC 13th(360-05): LRFD Steel Code Checks Ch in] * * nhi*Mn lb-in Cb Eon 1 i SB12 FB250x410x0066 204 46.5 2 024 0 2 17454 738 40936.5 40368 075 1.136 H1-lb 2 I S622 FB250x410x0066 203 46.5 2 024 0 2 17454.738 40936.5 40368 075 1.136 HI lb 3 1 SB32 FB250x410x0066 204 46.5 2 024 0 2 17454 738 40936.5 40368.075 1.136 H1-1b Envelope AISI S100-10: LRFD Cold Formed Steel Code Checks Member Shape Code Check Lochn] LC Shear Check Login] LC Phi*Pn lb Phi*Tn[1.. PhitMnlb.. Cb Cm Eqn 1 ; P11 UB300x1625x100 .392 8.5 7 .074 0 7 4871.754 26829 12250.617 1 .85 C52.2-3 2 I P12A UB300x1625x100 .366 0 .046 20 7 17846.523 26829 12250.617 1 .85 C5.2.2-3111 RISA-2D Version 13.0.0 [WA...\ \...\Racks\Engr \43W3 84H - W-int Frame.r2d] Page 19 Company 4.4„t„. Designer t 0 Job Number rt. rx. 7.4 TECHNOLOGIES Model Name Johnston Burkhdder Associates 48W x 84H - W-int Frames Aug 7, 2014 Checked Br_ Envelope AISl S100-10: LRFD Cold Formed Steel Code Checks (Continued) Member ' 3 P126 UB300x1625x100 774 20 7 072 20 7 17846523 26829 12375 1 85 05 1.2-1 4 P13A UB300x1625x100 986 0 7 045 0 7 0370.129 26829 12250.617 1 85 C52.2-3 5 P136 UB300x1625x100 609 0 7 046 0 7 0370129 26829 12250 617 1 85 052.23 6 P14 UE3300x1625x100 216 0 7 043 0 7 4871154 26829 12250.617 1 85 C52.2-3 7 P21 UB300x1625x100 529 0 7 078 8.5 7 P4871 754 26829 12250 617 1 85 C5 2.2-3 8 P22A UB300x1625x100 521 0 7 055 20 7 17846 523 26829 12250.617 1 85 C52.2-3 9 P226 UB300x1625x100 901 19 375 7 076 20 7 17846 523 26829 12250.617 1 85 C52.2-3 10 P23A UB300x1625x100 861 0 7 037 0 7 0370129 26829 12250.617 1 85 052.2-3 ii P236 UB300x1625x100 546 0 7 039 0 7 20370.129 26829 12250.617 1 85 052.2-3 12 P24 UB300x1625x100 215 7.5 7 042 7.5 7 24871.754 26829 12250.617 1 85 C52.2-3 13 P31 UB300x1625x100 121 0 8 014 12 8 24871 754 26829 28446 1 85 052 2-3 14 P32A UB300x1625x100 111 0 8 010 0 8 18840/37 26829 28446 1 85 C52-2-3 15 P326 UB300x1625x100 122 18 8 010 0 8 18640.737 26829 28446 1 85 C5 2.2-3 16 P33A UB300x1625x100 052 0 8 007 0 8 20370.129 26829 28446 1 85 C52.2-3 17 P336 UB300x1625x100 078 20 8 007 0 8 20370 129 26829 28446 1 85 C52.2-3 18 D1 F813175x125x062 764 24-952 7 001 53-232 1 2878.433 13761 3795.449 1 1 052.2-1 19 H1 FBB175x125x062 110 44.75 5 002 0 5 3643.596 13761 3790.249 1 1 C5.1.2-1 20 H2 FBB175x125x062 597 0 7 014 44.75 7 3643.596 13761 3790.249 1 1 C5.1.2-1 1 21 1 H3 i FBB175x125x062 010 22 375 7 001 44.75 8 3643596 13761 3790.249 1 1 05.1.2-1 31 of 32 Design Maps Summary Report rilusGs Design Maps Summary Report User - Specified Input Report Title #2077 hu August 7, 2014 13:24:3 Y U fC ASCE 7 -10 Standard which utilizes USGS hazard data available Sri 2008) Site Coordinates 33.6622 °N, 117.2944 °W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I /II /III I "**2mi l 5000m Building Code Reference Document Page 1 of 2 pquest USGS- Provided Output Ss = 2.237 g S, = 0.950 g S „s = 2.237 g 1.426 g 20141 S °s = 1.491 g S°, = 0.950 g z MapQuest. For information on how the 5S and 51 values above have been calculated from probabilistic (risk- targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. 2.30 2,07 1.54 G T 1. N 1.15 0.5 0.09 0. MCER Response Spectrum 0 0 0.00 0.20 0.40 0.00 0.20 1.00 1.20 1.40 1.00 1,20 2.00 Period, T (sec) 1.G5 1.5 1 1 1 IA 0. m n. N 0. 0. n. 0.1 0.0 Design Response Spectrum For PGA„, T1, CRS, and C,, values, please view the detailed report. 32 of 32 00 0.20 0.40 0.00 0.50 1.00 1.20 1.40 1.00 1.90 2.00 Period, T (sec) http: / /ehp4- earthquake. cr. usgs. gov /des igimlaps /us /summary. php ?template= minimal &latitud... 8/7/2014 lk Ernia LLI WINO "I Um o 10 a LAKE ELSINORE, CA STORE NO.: 2077 DRAWING INDEX GENERAL C1 SP1 COVER SHEET OVERALL SITE PLAN STRUCTURAL RACKING FXS1 RACK ANCHORAGE PLAN, NOTES, AND DETAILS GENERAL SCOPE OF WORK DEPARTMENT 26 RELAY - REMOVE /RELOCATE SALES FLOOR SHELVING VICINITY MAP BUILDING CODE SUMMARY CODES: OCCUPANCY: TYPE OF CONSTRUCTION: ALLOWABLE AREA: FIRE PROTECTION: NAME OF PROJECT: STREET ADDRESS: PROPOSED USE: BUILDING CODE: MECHANICAL CODE: PLUMBING CODE: ELECTRICAL CODE: FIRE CODE: ACCESSIBILITY CODE: LAKE ELSINORE, CA 31700 GRAPE STREET RETAIL 2013 CBC 2013 CMC 2013 CPC 2013 CEC 2013 CFC 2013 CBC CHAPTER 11B 2015 SPECIAL PROJECT - D26 M- MERCANTILE; WHOLESALE OR RETAIL STORE (MAIN USE) - SECT. 309.1 S1- STORAGE AREA - SECT. 311.2 VB UNPROTECTED (SPRINKLERED) UNLIMITED NEW MERCHANISE LAYOUT, REF FXS1 FOR ANCHORAGE PATCH AND REPAIR FLOOR TO MATCH ADJACENT EXISTING MERCHANDISE RACKS, TYP - NEW MERCHANDISE RACKS, TYP -- -- 2 PER SECT. 602.5 AND TABLES 601 AND 602 SECTION 507.3 BUILDING IS EQUIPPED THROUGHOUT WITH AN AUTOMATIC SPRINKLER SYSTEM AND IS SURROUNDED ON ALL SIDES BY 60 FEET MINIMUM OF PERMANENT OPEN SPACE. UNLIMITED AREA CRITERIA IS APPLICABLE. 8' -8" O N 6' -0" MERCHANDISE PLAN 3/32" = 1' -0" ARCHITECTURAL STRUCTURAL BUILDING OFFICIAL BRR ARCHITECTURE, INC. JAMES ALLEN HAILEY 6700 ANTIOCH PLAZA, SUITE 300 MERRIAM, KS 66204 JOHNSTON BURKHOLDER ASSOCIATES JOSEPH FLANAGAN, P.E. 930 CENTRAL STREET KANSAS CITY, MO 64105 CITY OF LAKE ELSINORE COMMUNITY DEVELOPMENT SONIA SALAZAR 130 SOUTH MAIN STREET LAKE ELSINORE, CA 92530 EXISTING MERCHANDISE RACKS, TYP 5' - 6" 4, EXISTING MERCHANDISE RACKS, TYP EXISTING MERCHANDISE RACKS, TYP IIIEXISTING SQ FT: 126,661 DATE: 08/08/14 PROTO: 116 DIV1 r OVERALL FLOOR PLAN 1" = 50' -0" i1 CITY irYi: LFK E t3 It DING DIV\SION 7% ERMiTi4 — ; I- I, ikI OM On El" LU Ala an o RIS 4,15 5p as U U w CO w 0 z O CL. H CO O p aZOz<Q Z OUZsU)Q' W Oaw >h-Z OpO O n-w'QUm wU S4Y t.Z, aw1,i_ W S : zC) F-OZ C UW QWUOOa ZT t -ZO U?OoWtn O QUZN QWLU "Oa()OD CC aOat[ wl!w <> Dzccwi)IJ cnQYZF --q sWt -w gz OQOau )<WOWWO= 0 40 0 0, CL C) UJ CC :5 CC CC < CONSULTANTS LAKEELS STORENO: 2077 SPECIALPROJECT N Y) ct 0 0) JOBNUMBER: ISSUE BLOCK CHECKED BY: DRAWN BY: AJW PROTO: 116 DIV1 DOCUMENT DATE: 08/08/14 AMES A. ALEY C-30870 REDAT COVER SHEET SHEET: C 1 i 9T71+919'7H-lra^- dF.'+.°•i 4 t _.••••I.. ya..wrr ts.»a.rs.++"Sv +- mka.cq.. vkyti•l K+.r.,r+.lr r+. 1.w-. +04w' - «4,'.i 16_,&4 :AI -y •• ,. t.. .•••••••••.•.•, - ...'+' 'R:aer1as/, SCALE 1 60. CINTERI.';h>E . 4:44(;44 41 Y ARY . . PA :EL L4M: . r eft) PA.* Iwf. $IAL-L I '4 5 A `+EJ PAPt IAG $TAI..t• tq '. 94) TO T AL P IN& 514.k. f UT ti' E r PAV, ION L low% I T itAVX OttTy AM44.4,T P$'ibIE IT Mf AVY p4, Tf Xe..CHE TE Po./Emk 'SIT CAM COAL (i$'.7 5') TRASH EM.I. .051Jr1, . NA A O CAF Sitµ;. 4 1 1 4 ) VAN yAIMU'CAP STALL (i 43' CCI RET'E S I X; A•ALA . . SiEE E YA< S i,T [WTAL MJC ,tGNI v ,ARDS O no ~win f .00R APEh, PEN SECTION ' fowl. PERM1'4,Y AMt•TAIINED t SHEET OF 1 SHEET PROJECT DATA LAND AR A S(`.1ARE PROVII)EQ PROVIDE() DOCUMENT DATE: SQ. FT F's TAG£ SPACES RATIO WAL-MART (PARCEL 1 812,8995 126,390 892 7-1/1000 WAL -4tART ( PARCEL 1) AFTER ExPAhSiCN 8)2,895 156,390 1992 5, 7/1000 RETAIL (PARCEL 2) 220.414 31,787 148 4,6/1000 RETAIL (PARCEL 3) 325.829 62,075 324 5.2/1000 RETAIL (PARCEL 4)1 154,249 18,000 94 5 2/1000 PARCEL 5 352.975 Al /AVAIL, N /AVAIL, N/AVAiL• PARCEL 6 20.643 3,300 30 10.0/1000 PARCEL 7 28,709 6.500 43 . 6.6/1000 PARCEL 8 36,457 7,500 58 7,7/1000 PARCEL 9 56,927 8,500 56 8 6/1000 TOTALS BE ORE ExPANSION) 2.009.148 261,752 1656 TOTALS AFTER EXPANSION) 2,009,148 291,752 1656 4i-401:1) 41; miss IOrr+c! PAp a4 %S PARCEL 1 w Y k PAIL. 2 5.06 AC. ± ( N E 1 7 48 AC : (NET t , Y LOG WAL M.4A'T ra- 92,. -0/ r24swa s V • 1 •, 24' 7117 1!) 0 0 0 4 10.950SF t 62,075 SF 1 r•4titlT t 4141044 91' I MY is, Oa z 1' 24„.,,43. 31..t... 0 PARCEL 5 8.10 AC.. NET) yl PHASE 2 r? SIGN c4( 81,.)C.( 4.44.L 21!51 t ipA . *11it' EXIST R/* 5TA 10'5 +33 44 CL (PAPE ST,. STA 2.68i C L R N r~YN RU EE PROPup Rt* 11 -fir • ...... ' • •-• "''"""- -- ,....- r• - w""' JOST R jilt 0000• >.... St, M, _0000.+ -,.-4r A w. •.•.••.• t •• 0.00.1..,.••••• 1•••... 0.••••••••••••••••••-••• •, w••.: I•••• •. a•Y.•:. qn. rw.x Nww ••rY «_•.r,_r_ vw >nbrr, 0000. - 0000.,.. SITE PLAN NTS EXISTING C:EMYE£tL.INE ExIS' ?ItC. C£hI1E i uNF. "' F CE'ti rEtiuNi CIVI41.. N TS r- V f'1lI;G LOY LIGHTING POLES ADD r ixruerS •,Tr LAWS WC NECvIRE.D PAINT La fir S'ALL.E0 CY Tbf. DI41OPFR's ELECTRICAL CONTRA; TOR, M ELECTAIC+k. CON TAACTgi IOU. PRE) V 4 OE IX -MAW A OBE -Y'E AIR 'MOM T Y CE 41 if k C A It . AL+. I AC.41 41:1 CoS 1 S r fiC£Iw Af+PING OF FACTORY PA1NTEO Pal ES, STO ALif , LIA8ILtTY APO UAW Mt1r SK ALL Elf iNcLL DE0 I4 11f 1 NSTAL;. All ON CONTRAC T po 1 GE ALL F I X1tM S NO ES IrtAi £O Tar t TN (I-W) *ILL AE' R04 4 Si(D 8Y IK...M*T . ALL OT)-(R S 11F E I GhT I trG U*TL) S AMU PUt.E.S PIt,.L. 111 PROwIC A Si T( (MrtL4.'LR'S ELECTRIC.. CGINIRACTat . as U C 0 STIPULATIONFORREUSE CUA • D ao wOt -o tL ZU OzZIn w z w u LLCI: 01- 1- cnu".wwp -..-. CONSULTANTS STORENO: 2077 SPECIALPROJECTJOBNUMBER: ISSUE BLOCK CHECKED BY: DRAWN BY: AJW PROTO: 116 DIV1 DOCUMENT DATE: 08/08/14 THIS SHEET IS A COPY OF THE AVAILABLE AS -BUILT SITE PLAN FOR THE PROJECT AND REPRESENTS ADDITIONAL INFORMATION ON THE ASSUMED EXISTING CONDITIONS AT THE PROJECT SITE. THE ARCHITECT OF RECORD CANNOT BE HELD RESPONSIBLE FOR THE ACCURACY OF THE EXISTING CONDITIONS ILLUSTRATED OWNER PROVIDED INFORMATION OVERALL SITE PLAN SHEET: SPI 1 N N N NOTESANDDETAILS - z 0 ANCHORAGEWSP \DRAWINGS \5010 N CD rn Q o N 0o Q U LLI O O z N V) J CO Li J KMCKNIGHT co LO 0) h 0 N Cr) mot' N 0 0 0 N F- w N CO I GENERAL NOTES DESIGN LOADS 1.0 GENERAL 1.1 ALL FIXTURES SHALL BE DESIGNED TO MEET ALL BUILDING CODE REQUIREMENTS INCLUDING SECTION 2209.1 OF THE 2013 CBC. 1.2 JOHNSTON BURKHOLDER ASSOCIATES HAS DESIGNED THE BASE ANCHORAGE FOR THE FIXTURES SHOWN ON THIS INSTALLATION DRAWING TO RESIST DESIGN SEISMIC LATERAL FORCES FOR BUILDING CODES NOTED IN THE "DESIGN LOADS" TABLE ON THIS SHEET. INSTALLATION OF THE FIXTURES SHALL MEET THE LAYOUT SHOWN ON THE FIXTURE LAYOUT PLAN, PROVIDED BY OWNER. 2.0 SLAB AND FOUNDATION ASSUMPTIONS 2.1 SLAB ON GRADE IS ASSUMED TO HAVE A MINIMUM OF 2,500 PSI COMPRESSIVE STRENGTH. 2.2 THE SLAB ON GRADE INSTALLED IS ASSUMED TO BE A MINIMUM OF 4 INCHES THICK, UNREINFORCED AND PLACED OVER A MINIMUM OF 4 INCHES OF DRAINAGE FILL. 2.3 THE SLAB -ON -GRADE IS DESIGNED TO BEAR ON A NET SOIL BEARING CAPACITY OF 500 PSF MINIMUM. 3.0 MATERIAL FOR RACKS AND ANCHORAGE 3.1 ALL ANCHORS TO THE SLAB SHALL BE AS NOTED ON THESE PLANS. 3.2 OWNER IS TO PROVIDE MAINTENANCE PER RMI 1.4.1. 3.3 RACK INSTALLER SHALL OBTAIN OUT -OF -PLUMB INSTALLATION TOLERANCE FROM FIXTURE SUPPLIER PRIOR TO INSTALLATION - RMI 2008, SECTION 1.4.11.1. 3.4 USE E70xx WELD RODS OR EQUAL TO TENSILE STRENGTH OF BASE METAL OF WELDMENTS. PER AWS D1.1 OR D1.3. NO FIELD WELDING IS PERMITTED. ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS, IN AN APPROVED SHOP. 3.5 PROVIDE 6" AT 120" TALL RACKS AND 4 1/2" AT RACKS LESS THAN 120" (OR EQUAL TO 5% OF THE UPRIGHT FRAME HEIGHT) MINIMUM CLEARANCE BETWEEN OTHER RACK FIXTURES OR ADJACENT BUILDING ELEMENTS PER ASCE 7, SECT 15.5.3.4. 1. CODE 2. GRAVITY LOADS A. REFER TO MANUFACTURER'S RATED LOADS. 3. LATERAL LOADS A. SEISMIC LOADS 1. 5% DAMPED SPECTRAL RESPONSE COEFF (Sps) 2. 1 -SEC PERIOD SPECTRAL RESP COEFF (Sp1) 3. SEISMIC DESIGN CATEGORY 4. SITE CLASS (ASSUMED) 5. NON- BUILDING STRUCTURAL SYSTEM AND SEISMIC RESISTING SYSTEM 6. RESPONSE MODIFICATION FACTOR (R) 7. OVERSTRENGTH FACTOR (Do) 8. IMPORTANCE FACTOR (Ip) 9. ANALYSIS PROCEDURE ASCE -7, SECT. 12.8 & 15.5) 10. DESIGN BASE SHEAR (PER 2008 RMI) 2013 CALIFORNIA BUILDING CODE (2013 CBC) 1.491g 0.950g E D STEEL STORAGE RACKS 4.0 2.0 1.5 EQUIVALENT LATERAL FORCE 0.559W SPECIAL INSPECTIONS REQUIRED SPECIAL NSPECTIONS AS REQUIRED BY SECTION 1704 OF THE 2013 CALIFORNIA BUILDING CODE OR BY ENGINEER OF RECORD: PERIODIC SPECIAL INSPECTIONS: 1. POST- INSTALLED ANCHORS - USED FOR THE ANCHORAGE OF STORAGE RACK OR SALES FLOOR SHELVING FIXTURES, PER SECTION 1705.11.7 OF 2013 CBC FOR EACH ANCHOR LISTED IN "ANCHOR BOLT DETAIL" ON THIS SHEET. 6 -FXS1 AT EACH FRAME, TYP UN 0) N UPRIGHT FRAME POST HORIZ /DIAG FRAME BEAMS UPRIGHT FRAME - HORIZONTAL /DIAGONAL BEAM TO POST CONNECTION DETAIL VARIES cc PLAN VIEW BEAM SPAN (VARIES) 0 N) 0 N) TYP 0 ELEVATION 0 7 -19 SECT A UPRIGHT FRAME POST OUTSIDE FACE OF END FRAME 12 GA STL ANCHOR PL (BY SUPPLIER) TYP AT EACH END ANCHOR BOLTS: (1) 3/8" DIA POWERS WEDGE BOLT +, REF 4 -FXS1. hnom = 2 1/8 ", ho = 2 3/4 ", (UNO). ANCHOR AT DEEP END CAP FRAMES 1 1/2"=V-o" 7-33 1 5/8" 1 N) 1 3/4" J REF RACK /SHELVING LEGEND TYP SECT B 3/8' SECT C NOTE: ASTM A570, GRADE 55, Fy = 55 KSI ( TYPCAL AT EACH SECTION) SHELF BEAM LAYOUT VARIES REF RACK /SHELVING LEGEND FOR SHELF LOADS UPRIGHT FRAME POST TYP SECT B 8 TYP FXS1 HORIZ /DIAG FRAME BEAMS 4' -1 1/2" U U >- w TYP 6 -FXS1 t- N SIDE VIEW N cc CO 0 N SALES FLOOR RACK ELEVATIONS AND SECTIONS REFRACK /SHELVINGLEGEND UPRIGHT FRAME POST, REF 3 -FXS1 SHELF BEAM, REF 3 -FXS1 TYPICAL UPRIGHT FRAME POST, REF 3 -FXS1 3 3/16" L U Li STANDARD 2 -PIN BEAM END CONNECTOR 3/16" MATERIAL x 6 3/4" HIGH, WITH DEVICE TO RESIST 1,000 -Ibs UPWARD BEAM END SHEAR FORCE. PER RMI SECT. 7.1.2) 3/16" SECTION THRU BEAM 1 8 SHELF BEAM, REF 3 -FXS1 2 -PIN BEAM CONNECTOR ASTM A570, GRADE 55 UPRIGHT FRAME POST TO SHELF BEAM CONNECTION ANCHOR BOLTS: (1) 1/2" DIA POWERS WEDGE BOLT +, REF 4 -FXS1. hnom = 2 1/2 ", ho = 3 ", (UNO). NOTES: 1. PROVIDE SIZE AND QUANTITY OF ANCHORS AS NOTED ABOVE AT EACH UPRIGHT FRAME POST. 2. WHEN BASE PLATE CONTAINS GREATER NUMBER OF BOLT HOLES THAN ANCHORS SPECIFIED: a. ADDITIONAL HOLES IN BASE PLATE NEED NOT BE FILLED WITH ANCHOR BOLTS. 3. PROVIDE WASHERS AS REQUIRED TO ESTABLISH REQUIRED EMBEDMENT DEPTH, "hnom ". VARIES THISSHEET z O TYPICAL ANCHOR AT RACK FRAMES 1 1/2"=V-0" DESIGN SHELF LOADS: 1 TO 9 LEVELS = 100 lbs/SHELF 10 ( +) LEVELS = 80 lbs/SHELF GONDOLA AND DEEP END CAP FRONT VIEW 3 7 -07 4" END OF FRAME -TYP EACH SIDE EXIST FIXTURE FRAME CL OF ANCHOR BOLTS TYP 8 3/8 SECTION AT END FRAME 2 MIN SECTION AT INTERIOR FRAME 7 -30 OUTSIDE FACE OF END FRAME LIGHT GAUGE STEEL STRAP 1" WIDE x 22 GA MIN THICKNESS) REF 2 -FXS1 FOR PLACEMENT OF STRAPS ANCHOR BOLTS: (1) 3/8" DIA POWERS WEDGE BOLT +, REF 4 -FXS1. hnom = 2 1/8", ho = 2 3/4 ", (UNO). LIGHT GAUGE STEEL STRAP 1" WIDE x 22 GA MIN THICKNESS) REF 2 -FXS1 FOR PLACEMENT OF STRAPS ANCHOR BOLTS: (2) 3/8" DIA POWERS WEDGE BOLT +, REF 4 -FXS1. hnom = 2 1/8", ho = 2 3/4 ", (UNO). TYPICAL ANCHOR AT GONDOLA FRAMES 2 1/2"MIN 6 1 /2 "MAX AT 24" GONDOLA ANCHOR STRAP BY WALMART O GONDOLA SHELVES ABOVE 0_ F- T--GONDOLA UPRIGHT FRAME, TYP 0 f-ANCHOR STRAP BY WALMART 1 /2 GONDOLA PLAN VIEW SHELFSPACING W ER 2 3/4 3/4 VARIES u- 1 10 HSS 2 3 4 "x1 "x14GA OUTRIGGER LEG EXISTING FIXTURE FRAME 0_ F- HSS 2 3/4 "x1 "x11 GA POST GONDOLA SHELVING BY SUPPLIER HSS 1 "x1 "x16GA OUTRIGGER POST, TYP ANCHOR STRAP BY WALMART 0 z X 0 REFPLAN 7 -06 ANCHOR PL BY SUPPLIER, TYP DEEP END CAP PLAN VIEW SHELFSPACING W HSS 2 3/4 "x1 "x11 GA POST 3/8 3/8 C2 3/4 2 3/4 VARIES GONDOLA SHELVING SUPPLIER 1 /2 GONDOLA SIDE VIEW AT FIXTURE FRAME HSS 2 3/4 "x1 "x14GAj OUTRIGGER LEG ' L I- 1 BY ° w U W J z J w z U) U U- w o' DEEP END CAP SIDE VIEW RACK /SHELVING LEGEND SHELVING FRAMES MARK FRAME HEIGHT TYPE DEC 78" DEEP END CAP V 78" GONDOLA RACK FRAMES FRAME MARK FRAME POST TYPE FRAME COUNT RACK TYPE MARK TOP SHELF HEIGHT MAX SHELF LOAD, lbs TYPE 48 -84 100B UB C 8 W - int 84" 900 SALES FLOOR RACK SHELVING WIDTH IN INCHES) HEAVY DUTY SD = SUPER DUTY) 48 V HD SHELVING TYPE MARK AND HEIGHT, PER SCHEDULE TYP GONDOLA FIXTURE SYMBOL SHELVING DEPTH 36 78 DEC (DEEP END CAP) END FRAME HEIGHT TYP DEEP END CAP FIXTURE SYMBOL RACK FRAME WIDTH (INCHES) W -int 44-84 075 B T RACK FIXTURE TYPE MARK SHELF CONFIGURATION VARIES - BY WALMART) RACK UPRIGHT FRAME POST TYPE, (B = UB) RACK UPRIGHT FRAME POST WALL THICKNESS inches, 075 = 0.075 "). RACK FRAME HEIGHT (INCHES) TYP RACK FIXTURE SYMBOL NOTES: 1. THE STORAGE RACK VENDOR SHALL PROVIDE NUMBER OF FRAMES AS NOTED IN SCHEDULE. ANCHOR BOLT BILL OF MATERIAL BOLT TYPE QUANTITY POWERS WEDGE BOLT+ - 3/8" DIA x 3" ( #7224SD) 40 POWERS WEDGE BOLT+ - 1/2" DIA x 3" ( #7244SD) 16 ANCHOR STRAPS (GONDOLA) 24 BILL OF MATERIAL NOTES: BOLTS AND ANCHOR STRAPS NOTED ABOVE ARE FURNISHED BY WALMART AND INSTALLED BY A THIRD PARTY COMPANY HIRED BY WALMART. U t - PL THICKNESS hnom - EMBEDMENT DEPTH ho - MIN HOLE DEPTH La - LENGTH OF ANCHOR ALL ANCHOR BOLTS SHALL BE POWERS WEDGE BOLT +. INSTALL PER ICC ESR -2526. REF BASE PLATE DETAIL FOR DIAMETER AND EMBEDMENT. REF STRUCTURAL INSPECTION NOTES ON THIS SHEET FOR SPECIAL INSPECTION REQUIREMENTS WITH CONCRETE ANCHOR BOLT. ACCEPTABLE ALTERNATE ANCHOR TYPES ARE; 1) HILTI KWIK HUS -EZ SCREW ANCHOR, INSTALL PER ICC ESR -3027 2) SIMPSON STRONG TIE TITEN HD SCREW ANCHOR, INSTALL PER ICC ESR -2713 USE SAME QUANTITY, DIAMETER AND EMBEDMENT DEPTH NOTED IN ICC ESR REPORT OF ALTERNATE ANCHOR TYPE THAT IS EQUAL TO OR GREATER THAN "hnom" AND "ho" VALUES NOTED IN ANCHOR DETAILS. NOTE: IF CENTERLINE OF ANCHOR BOLTS FALLS WITHIN 1" OF CONTROL JOINT, SHIFT FIXTURE 2" (MAX) PERPENDICULAR TO THE JOINT, OTHERWISE SUBMIT RFI TO THE ARCHITECT FOR ALTERNATE INSTALLATION BEFORE INSTALLING BOLTS. C4) ANCHOR BOLT 7-05 CITY OF LAKE ELSINORF BUtt DING DIVISION w PERMIT z 0 HSS 1 "x1 "x16GA OUTRIGGER POST, TYP TYPICAL GONDOLA AND DEEP END CAP SHELVING ELEVATIONS 3/8-=v-0- 7 -01 AP F: A 3678' 3678 L._ DEC DEC (N 0 N 3 -FXS1 TYP 2 -FXS1 TYP 48 -84 100B RACK /SHELVING FIXTURE ANCHORAGE PLAN (PARTIAL) ARCHITESTIPULATIONFORREUSE w W o z ozcn pu ~ aZO0<Ice0 L W -:" i'5 Zwv :: ::. OW : Q;U w0 Y ; p: pw: Z¢ N 3o >- W W U zWJ " 4, d Q; O ~ m__, = C w0 =_ Wow W V)I-w p ,pjQr- OW W W z h- 0 - z p L W O OwQ!pwU oZ z V w D d 7-, O W U } ` r & z OCZ zJ WC7f-ZwU Uz O V) l C. ,y, W W Z W O V) W W W Z 'S 0 UQUWd - N-w <woQ za r=- 0UOzd_aawnam CONSULTANTS N O z LL! 0 H- U) ILO rn aQ z ISSUE BLOCK CHECKED BY: BBB DRAWN BY: M AV PROTO: SPECIAL PROJECT PROTO CYCLE: N/A DOCUMENT DATE: 08/08/14 RACK ANCHORAGE PLAN, NOTES AND DETAILS SHEET: FXS1