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HomeMy WebLinkAbout7631 Gall Blvd (35)JBA consulting si JOHNSTON' B►URKHOLDE ASSOCIATES ructural engineers STRUCTURAL FIXTURE ANCHORAGE CALCULATIONS FOR PREPARED FOR Q., • ••'�G E N F • ', ATE OF O •�Z 3 2 930 CENTRAL • KANSAS CITY, MO 64105 (816) 4214200 • WWW.JBAENGR.COM Calculation Index Paqe I Description I 1 ISeismic Anchorage Design for Importance Factor = 1.0 (Stock Room) 2 Seismic Anchorage Design for Importance Factor = 1.5 (Sales Floor) 3 Gondola (Shelving) Anchorage Design - Load Diagrams 4-5 24X Fixture - 24" W x 90" H 6-7 36V Fixture - 36" W x 78" H 8-9 136X Fixture - 36" W x 90" H 10 - 11 148T Fixture - 48" W x 60" H 12 - 13 148X Fixture - 48" W x 90" H JOHNSTON PROJECT NO: SHEET NO: OF: lT 1935000706 1 13 im BURKHQLDER PROJECT NAME: ASSOCIATES #0706 - Zephyrhills, FL consulting structural engineers MADE BY: DATE: MAV" 03/26/19 930 CENTRAL, KANSAS CITY, MISSOURI 64105 CHECKED BY: DATE: PH: (8!6) 421-4200 WEH: www jhaengrxom Lateral Seismic 3C 2015 / ASCE 7-10 / 2012 RMI (ANSI/MH16.1-12) Braced Down Aisle Response Modification Factor, R = 4.0 6.0 Overstrength Factor, Omega, Q, = 2.0 Deflection Amplification Factor, Cd = 3.5 Detail Reference Section = 15.5.3 Occupancy Category = II Importance Factor, IP = 1.0 0.2 Second Period Accel., SS = 0.058g 1.0 Second Period Accel., S, = 0.032 g (Soil) Site Class = D' Fa = 1.60 Fv = 2.40 SMs = 0.093 g SMt = 0.077 g SDS = 0.062 g SD1 = 0.051 g Seismic Design Category --based on SDS = A -- based on SD1 = A Shelving Fixture Store Latitude/Longitude ASCE-7, Table 15.4-1 Coordinates (per Google): ASCE-7, Table 15.4-1 N 28° 16' 11c' 28.2697 ASCE-7, Table 15.4-1 W 82' 1r 28" 82.1911 ASCE-7, Table 15.4-1 IBC, Table 1604.5 ASCE-7 Sect. 15.5.3 IBC Figs. 1613.3.1(1-5), ASCE-7 Figs. 22-1 thru 22-14 IBC Figs. 1613.3.1(1-5), ASCE-7 Figs. 22-1 thru 22-14 IBC 1613.3.2 -> ASCE-7, Table 20.3-1 IBC Table 1613.3.3(1), ASCE-7 Table 11.4-1 IBC Table 1613.3.3(2), ASCE-7 Table 11.4-2 IBC eq. 16-37, ASCE-7 eq. 11.4-1 IBC eq. 16-38, ASCE-7 eq. 11.4-2 IBC eq. 16-39, ASCE-7 eq. 11.4-3 IBC eq. 16-40, ASCE-7 eq. 11.4-4 IBC Table 1613.3.5(1), ASCE-7 Table 11.6-1 IBC Table 1613.3.5(2), ASCE-7 Table 11.6-2 CS = 0.015 RMI sect. 2.6.3 C5, min = 0.010 RMI sect. 2.6.3 and ASCE-7 sect. 15.5.3 Base Shear, V =Csl W = 0.015 W RMI sect. 2.6.2 Rack Fixture Period, T (Hrack 5 96") = Period, T (96" < Hrack) = Cs (Hrack 5 96") = CS (96" < Hrack) = C., min = Base Shear: Braced Down Aisle 0.259 1.262 sec. - RMI sect. 2.6.3 0.615 1.645 sec. - RMI sect. 2.6.3 0.015 0.007 -> min[ SDS/R , SDI/((T)(R)) ] 0.015 0.005 --> min[ SDS/R , SDI/((T)(R)) ] 0.010 0.010 -> RMI sect. 2.6.3 and ASCE-7 sect. 15.5.3 Braced Down Aisle V (Hr a 5 96") = CSIpWB = 0.015 0.010 Ws RMI sect. 2.6.2 V (H,ck> 96") = CslpWs, = 0.015 0.010 Ws RMI sect. 2.6.2 Load Combinations for LRFD Member Design (RMI, Section 2.2): for RISA Frame analysis DL = Dead Load LC #1: 1 ADL + 1.2PL PL = Maximum load from pallets/product stored on racks LC #2: 1.2DL + 1 APL EL = Seismic Load - RMI section 2.6.6 - Vert. Distribution LC #6a: (0.9-0.2SDS)DL + (0.9-0.2SDS)PLapp + (1.0)EL <--- EL and PLapp = (0.67)PL at each shelf level 0.8876 DL 0.8876 PLaPP 1.0000 EL LC #6b: (0.9-0.2SDS)DL + (0.9-0.2SDS)PLaPP + (1.0)EL <--- EL and PLapp = (1.0)PL at top shelf only 0.8876 DL 0.8876 PLapp 1.0000 EL LC #5: (1.2+0.2SDS)DL + (0.85+0.2SDS)PL + (1.0)EL 1.2124 DL 0.8624 PL 1.0000 EL JOHNSTON PROJECT NO: SHEET NO: OF: 1935000706 2 .13 r BU`RKHOLDER PROJECTNAME: JBAAsSOCIATES #0706 - Zephyrhills, FL consulting structural engineers MADE BY: DATE: MAV 03/26/19 930 CENTRAL, KANSAS CITY, MISSOURI 64105CHECKED BY: DATE: PH: (816) 421-4200 WEB: www jbaengr.com Lateral Seismic Analysis 2017 FBC / IBC 2015 /ASCE 7-10 / 2012 RMI (ANSI/MH16.1-12) Braced Down Aisle Store Latitude/Longitude Response Modification Factor, R = 4.0 6.0 ASCE-7, Table 15.4-1 Coordinates (per Google): Overstrength Factor, Omega, IIc = 2.0 ASCE-7, Table 15.4-1 N 28° 16' 11" 28.2697 Deflection Amplification Factor, Cd = 3.5 ASCE-7, Table 15.4-1 W 82° 11' 29" 82.1911 Detail Reference Section = 15.5.3 ASCE-7, Table 15.4-1 Occupancy Category = II IBC, Table 1604.5 Importance Factor, IP = 1.5" ASCE-7 Sect. 15.5.3 0.2 Second Period Accel., SS = 0.058 g IBC Figs. 1613.3.1(1-5), ASCE-7 Figs. 22-1 thru 22-14 1.0 Second Period Accel., S, = 0.032 g IBC Figs. 1613.3.1(1-5), ASCE-7 Figs. 22-1 thru 22-14 (Soil) Site Class = D IBC 1613.3.2 -> ASCE-7, Table 20.3-1 Fa = 1.60 IBC Table 1613.3.3(1), ASCE-7 Table 11.4-1 Fv = 2.40 IBC Table 1613.3.3(2), ASCE-7 Table 11.4-2 SMS = 0.093 g IBC eq. 16-37, ASCE-7 eq. 11.4-1 SM, = 0.077 g IBC eq. 16-38, ASCE-7 eq. 11.4-2 SDS = 0.062 g IBC eq. 16-39, ASCE-7 eq. 11.4-3 Sp, = 0.051 g IBC eq. 16-40, ASCE-7 eq. 11.4-4 Seismic Design Category --based on Sos = A IBC Table 1613.3.5(1), ASCE-7 Table 11.6-1 -- based on So, = A IBC Table 1613.3.5(2), ASCE-7 Table 11.6-2 Shelving Fixture Rack Fixture CS = 0.015 Cs, min = 0.010 Period, T (Hrack < 96") = Period, T (96" < Hrack) = Cs (Hrack < 96") = Cs (96" < Hrack) = CS, min = Base Shear: Braced 0.259 0.615 0.015 0.015 0.010 RMI sect. 2.6.3 RMI sect. 2.6.3 and ASCE-7 sect. 15.5.3 Down Aisle 1.262 sec. - RMI sect. 2.6.3 1.645 sec. - RMI sect. 2.6.3 0.007 -> min[ SDS/R , SD1/((T)(R)) ] 0.005 --> min[ SDS/R , SD1/((T)(R)) ] 0.010 -> RMI sect. 2.6.3 and ASCE-7 sect. 15.5.3 Braced Down Aisle V (Hrack < 96") = CsIPW. = 0.023 0.015' Ws RMI sect. 2.6.2 V (Hra,*> 96") = CSIPWB = 0.023 0.015' Ws RM V sect. 2.6.2 JOHNSTON PROJECT NO: SHEET NO: JJOR ('� 1935000706 3 13 BURKHOLDER PROJECTNAME: JBAAsSOCIATES #0706 - Zephyrhills, FL consulting structural engineers MADE DATE. 03/26/19 930 CENTRAL, KANSAS CITY, MISSOURI 64"I05 CHECKED BY: DATE: PH:(846)421-4200 WEH wtivwjbaengr.com Gondola (Shelving) Anchorage Design - Load Diagrams 2017 FBC / IBC 2015 /ASCE 7-10 / 2012 RMI (ANSI/MH16.1-12) r o r. I z -, II. I C' fLr� d Z I v 1 V En ) tj Itn i Vr CL;DEPTH CL DEPTH ANCHOR CL ! ANCHOR CL HALF GONDOLA HALF GONDOLA DEPTH D SIDE VIEW PLAN VIEW SIDE ME PLAN VIEW Base Shear, RMI, sect. 2.6.2: V = (CS)(IP)(WS) CSIP, CS based on frame height and IP = 1.0 or 1.5 with Public Access WS = (0.67(PLRF)(PL)) + DL PLRF = 1.0,for Cross -Aisle frames PL = (0.67)PL, for RMI, sect. 2.6.9(1) & ASCE 7, 15.5.3.6(a) Overturning Stability: (1.0)PL, for RMI, sect. 2.6.9(2) & ASCE 7, 15.5.3.6(b) Center of Mass (CM) of Product Load (PL) is typically 6" above the shelf or (1/2)(Shelf height, HI) when shelf height is < 12". Fx = 1..n, is set at a Service Load level using V= (0.7)[CSIPWS] Load Case #1: (2/3)PL at each shelf level RMI, secL2.6.9(1) & ASCE 7, 15.5.3.6(a) Design Shelf Loads: wX hx = YI (0.7V)(wx)(hx) Ovrtum'g Resist'g (wx)(hx) Ewxhx (0.67)PL Mom,MOT Mom, MRST W5 Y5 (W5)(Y5) F5 (F5)(Y5) w5(D/2) W4 Y4 (wa) M F4 (F4)(Y4) w4(D/2) W3 Y3 (W3)(Y3) F3 (F3)(Y3) W3(D/2) W2 Y2 (w2)(Y2) F2 (F2)(Y2) W2(D/2) W1 Y1 (W1)(Y0 F1 (F1)(Y1) w1(D/2) wu= DLframe Yu=Ht/2 (Wu)(YU- F. (Fu)(Yu) Wu(D/2) I(..)(h.) I f(F.+F,)=0.7V MarF(F)(Y) I M.+ =J(W)(D/2) 9" Shelf = 15 Ibs/shelf (Pharmacy) 12" Shelf = 50 Ibs/shelf 15" Shelf = 50 Ibs/shelf (Apparel) 18" Shelf = 125 Ibs/shelf = 50 Ibs/shelf (Apparel) 24"+ Shelf = 150 Ibs/shelf = 225 Ibs/shelf (Grocery) 30" (HD TV) Shelf = 75 Ibs/shelf No. of Shelf Levels / Fixture Height (Ht): Load Case #2: (1.0)PL at top shelf level only RMI, sect.2.6.9(2) & ASCE 7, 15.5.3.6(b) (4) Levels at Ht — 48" wx= (1.0)PL hx _ - YI (0.7V)(wx)(hx) Ovrtum'g Mom,MOT Resist'g Mom, MRST w h Jwxhx W5 w =DL Y5 =Ht/2 (W5)(Y5) w F5 F (F5)(Y5) F w5(D/2) w D/2 i(.Q(h,) F(F-F5)=OIV MorF(F)(Y) MRSTVW)(D/2) (5) Levels at 48" < Ht — 90" (7) Levels at Ht > 90" (4) Levels at "24V" & "24X" (Full) = 69" & 81" (Top Shelf) (4) Levels at HD TV = 96" (Top Shelf) (120" tall fixture) (9) Levels at Pharmacy = 84" ("311)(" fixture) Factor Of Safety against Overturning at Load Case #1 & #2, FOSOT = MRST/MOT FOSOT < 1.0; Anchor Bolts required for both Shear & Tension FOSoT >= 1.0; Anchor Bolts required for Shear only, no net uplift tension at base connection FOSOT>= 1.5; No Anchor Bolts required (Except for Half Gondola Frames per owner's requirements) iae Connection Desian Load Combinations: RMI, section 2.2 - Strenqth Desiqn LC #6: (0.9-0.2SDS)DL + (0.9-0.2SDs)(0.67)PL - OJEL), for Load Case #1 Shear, Ruh = (flo)V/2 (0.9-0.2SDs)DL + (0.9-0.2SDs)PL - 00(EL), for Load Case #2 Tension, Rug =[(OOMOT/0.7}(0.9-0.2SDs)MRsTU(FrameDepth) PROJECT NO: SHEET NO: ]0': 1935000706 4 •13 ° BU'RKHOLDER JBAJOHNSTON PROJECTNAME: AsSOCIATES #0706 - Zephyrhills, FL MADE BY: DATE.MAV consulting structural engineers 03/26/19 930 C4'NTRAL - KANSAS CITY, MO 64105 CHECKED BY: DATE: 816,421.4200 - WWW.)13AENGR.00M Shelving / Single Sided 90" Tall "X"5 Level 24X 2017 FBC / IBC 2015 / ASCE 7-10 / 2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor = 1.5 Supported on Elevated Floor (Y/N): No WOrl"` Total Load per shelf = 150lbs # of Levels = Wall 5 Level Uniform Weight per level = 18.75 psf/shelf Weight of Unit = 100 lbs Anchorage spacing/Trib width = 8 ft (Frames are assumed to be 4'-O' oc ) Shelf depth = 24 in h,= Din Shelf Load / Level h,= Din hT = Din he= Din h,= 21 in 300 lbs h, = 21 in 300 lbs h3 = 21 In 300 lbs h2= 21 in 300 lbs h, = 6 in 300 lbs Total Shelf Height, H, = 90 in Unit Height, Hp = 90 in Unit Base Depth, D = 15 in ci Cs Overturning Stability Load cases are per ASCE 7 sect. 15.5.3.E : Load Case V [per RMI sect. 2.6.8(1) - PL=0.67(PL)] Load Case 2' [per RMI sect. 2.6.8(2) - PL=1.0(PL)] [per RMI sect. 2.6.2, PLRF =1.0] [per RMI sect. 2.6.2, PLRF = 1.0] Seismic (C,)(Ip) = 0.023 W, (Cross -Aisle) Seismic (C,)(Ip) = 0.023 W, (Cross -Aisle) W. = (0.67)(PLRF)((0.67)PL)+DL = 773.4 lbs W. = (0.67)(PLRF)(0 )PL)+DL = 301.0 lbs Base Shear, V = C,IpW, = 17.9 lbs Base Shear, V = C,IpW, = 7.0 lbs Horizontal forces per level, F. = C„,V (RMI sect 2.6.6) Horizontal forces per level, F = C„,V (RMI sect 2.6.6) (Service Loads, E = 0.7) F.= 0.0 lbs @ 0 in (CM) (Service Loads) F.= 0.0 lbs Note: F3= 0.0 lbs @ 0 in (CM) F.= 0.0 lbs (CM) = Product Center of F7= 0.0 lbs @ 0 in (CM) FT= 0.0 lbs Mass typically 6 inches F6= 0.0 lbs @ 0 in (CM) F.= 0.0 lbs above the top of shelf at F5= 4.1 lbs @ 96 in (CM) Fs = 4.2 lbs @ 96in (CM) each level. F4 = 3.2 lbs @ 75 in (CM) F4 = 0.0 lbs F3 = 2.3 lbs @ 54 in (CM) F3 = 0.0 lbs F2 = 1.4 lbs @ 33 in (CM) F2 = 0.0 lbs F, = 0.5 lbs @ 12 in (CM) F, = 0.0 lbs; F. = 1.0 lbs @ 45 in (CM) F. = 0.7 lbs @ 45in (CM) If, = 17.9 lbs (@ Factored Loads) If, = 7.0 lbs (@ Factored Loads) Calculate Overturning Moment (Service), MOT = Ffh; Calculate Overturning Moment (Service), MOT = Efhi MOT = 859 in-lbs MOT = 436 in-lbs Calculate Resisting Moment (Service), MRST Calculate Resisting Moment (Service), MR, MR, = 8250 in-lbs MRST = 3000 in-lbs Factor of Safety Factor of Safety FOS = 9.605 FOS = 6.887 NO UPLIFT - NO ANCHORS REQUIRED NO UPLIFT - NO ANCHORS REQUIRED Base Reactions: Reactions (Service Loads): LC #1 LC #2 T%v x 22GA STEEL i ANCHOR STRAP Rh= 6lbs 2lbs 3J"" PLACE STRAP AT R = 0lbs (No Uplift) 0 lbs (No Uplift) 14tip EACH END FRAME Overturning FOS = 9.605 >=1.5 6.887 >= 1.5 ? n - - - - AND 8.0-oc (MAX) AT INTERIOR FRAMES. Sliding Restraint force, RRST / FOS = 111lbs / 17.674 >= 1.5 OK 45lbs / 18.364 >= 1.5 OK i `� TYPIUNC>. Reactions (Factored Loads): LC #1 �, LC #2 m c c_} t301T Base Shear (Ruh) = 18 lbs < 7 lbs J P E R STRAP, PER STRAP, Net Uplift (Rp„) = 0 Ibs ._ 0 Ibs -••- TYP J UNO. Overturning + Gravity (Pp) = 829 lbs 252 lbs Ii . 5 h , ] i) f j Tension Allowables Anchor Design (using "Cracked Concrete" Properties) Steel Strength, (0.75)�N„ = 4239 lbs <-ACI 318-14 Eq 17.4.1.2 Try: 3/870DeWalt Screw Bolt+'- Anchor - 2" embed. Concrete Breakout, (0.75)aN,a,= 636lbs <--ACI 318-14 Eq 17.4.2.1a Embedment = 2 in Pullout Strength, (0.754Np = NA <-ACI 318-14 Eq 17.4.3.1 V, = 2500"psi LC #1 LC #2 en '= Din <- Eccen. Of Anchor Factored Tension Load (N) = 0 lbs 0 lbs h,, = 1.33 in 1.5(h,,) = 2 in max tension stress ratio (TSR) = 0.000 OK 0.000 OK c, = 5 In 1.5(c,) = 7.5 in Shear Allowables Conc. thickness, t= 4In Steel Strength, +V„= 1449Ibs <-ACI 318-14 Eq 17.5A.2c # of Anchors, n = ' 1 anchors per connection Concrete breakout, �Vpp,= 1578 lbs <_ACI 318-14 Eq 17.5.2.1 b Sx= Din Concrete pryout,+V.= 913lbs <-ACI318-14Eg17.5.3.1b A„ = 0.094 InA2 LC #1 LC #2 Factored Shear Load (Vp) = 18 lbs 7 lbs Max shear stress ratio (VSR) = 0.020 OK 0.008 OK Combined shear and tension stress ratio (TSR + VSR) = 0.020 < 1.2 OK - LC#1 (controls) USE: NO UPLIFT - USE (1) 3/8"0 DeWalt Screw Bolt+ Anchor - 2" embed. ICC REPORT #ESR-3889 24X - Half Gondola JOHNSTON PROJECT NO: SHEET NO: OF: 1935000706 5 13 BURY. -HOLDER JBAAsSOCIATES PROJECT NAME: #0706 - Zephyrhills, FL MADE BY: DATE: consultingstructural. engineers MAV 03/26/19 930 CENTRAL. KANSAS CITY, MO 64105 CHECKED BY: DATE: 916.421,4200 WWW.JBAEN( R.COM Shelving / Single Sided 90" Tall "X" 5 Level 24X 2017 FBC / IBC 2015 / ASCE 7-10 / 2012 RMI (ANSI/MH16.1-12) Punching Shear Check: (Design per ACI 318-14 section 14.5.5) Max. Factored Vertical Load (P) = 829 Ibs Slab Concrete V, = 2500 psi Slab thickness (t) = 4 in. Rack Post X-X = 2 in. Rack Post Y-Y = 2in. b.= 24.00 in. 0 = 1.00 Vn= 19200 Ibs Eq.(22-10) Vn Max = 12768 Ibs Eq.(22-10) Wn= 7660.80lbs V,JmV"= 0.108 < 1.0 O.K. H/2 X—X Hj2, �- -J44 d . N I 12 I � �4 °. I r d ? I . a 4: I \ bo < (Punching Perimeter) 20. BEAM FIXED AT ONE END. FREE TO DEFLECT VERTICALLY BUT NOT any'ATE Slab tension based on Soil bearing area check: Allowable soil bearing = 500 psf Max Vertical Load (Service) (P) = 661 Ibs Area reqd. for bearing (Arm) = 1.32 it' "b" distance = 13.79 in Slab thickness (t) = 4.00 in S = (1 ")(t)Z/6 = 2.67 in'fin pM,. (tension allowable) = Q7.5%f',)'R](S) = 600 in-lb/in Factored uniform bearing, w = P / A,d = 4 Iblintin M. = w L�/3 = (w )[(b-(2"))/2)j / 3 = 50.53 in-lb/in - Defl. End Mt = 26 in-lb/in MIAM,„= 0.084 < 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 (t) = 4.0 in Modulus of Rupture, f,= 7.5*SQRT(fc) = 375.0 psi Concrete Slab Section Modulus, S = b(t)2/6 = 32.0 in'/ft Allowable Concrete Slab Bending Moment, M.LJFS = S*f,/1.5 = 1000.0 ft*lbs/ft Effective Cantilever Span Length (L,) at Mm = 6.3 ft Total Length of Slab (I,+ Width of Single Rack) = 7.6 ft Trib. Width of Slab = Trib width of Rack = 8.0 ft Weight of Concrete Slab at Rack (P,o ) = 3030 Ibs Resisting Moment - Concrete Slab at Rack, MRST(wb) = P,a * LJ2 = 137697 in*Ibs Load Combination #1: MOT = 859 in*Ibs MRST(R.k) + MRST(.Wb) = 145947 in*Ibs Total Overturning FOS = 169.910 OK Load Combination #2: MOT = 436 in*Ibs MRST(R.k) + MRST("kb) = 140697 in*Ibs Total Overturning FOS = 323.010 OK AT 01HER—UNIFORMLY<DISTRIBGT D LOAD EF FEC TI VE ,ANI I Fy>sEREI F�AGJH (t Tat*E4ukr t'ft"ormL0W . y 3.$ A-V . * VI'. Vx .. srX Mmxx.�sttluA�sO� _:�. 1A,3taot�fne} ati Ma . . am AK. "•e'd sm _at dx . . . . . . . A-,E-FP I� 24X - Half Gondola PROJECT NO: SHEET NO: OF: 1935000706 6 13 BURKHOLDER JBAJOHNSTON PROJECT NAME: AsSOCIATES #0706 - Zephyrhills, FL MADE BY: DATE: consulting structural engineers MAV 03/26/19 930 ClENTRAL ' KANSAS CITY, MO 64105 CHECKED BY: DATE: 816.421,4200 • W W W.JBAENGR.COM Shelving / Double Sided 78" Tall "V" 5 Level 36V 2017 FBC / IBC 2015 / ASCE 7-10 / 2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor = 1.5 Supported on Elevated Floor (Y/N): No SHE F ;' <-assumes (2) shelves per level Total Load per shelf = 125Level LFTI !-- # of Levels = 5 Level ' Uniform Weight per level = 20.83 psf/shelf Xj Weight of Unit = 100 ibs Upright Frame anchorage spacing nb width 4 ft (Frames are assumed to be 4'-0" oc 9 P 9(T� )_ ) sn Shelf depth (ea. side) = - 18 in Shelf Load / Level / Frame h.= Oin i h. = Din_.` S hfi= Din d i hs = 18 in 250 lbs r'1 N =' 18 in 250 lbs X h, = ° 18 in 250 lbs h� = 18 in 250 lbs cnl h, = 6 in 250 lbs Total Shelf Height, H, = 78 in Unit Height, H. = 78 in T Unit Base Depth, D = 24 in Overturning Stability Load cases are per ASCE 7 sect. 15.5.3.E : (� Load Case 1' [per RMI sect. 2.6.8(1) - PL=0.67(PL)] Load Case 2• [per RMI sect. 2.6.8(2) - PL=1.0(PL)] [per RMI sect. 2.6.2, PLRF = 1.0] [per RMI sect. 2.6.2, PLRF = 1.0] Seismic (Ca)(1.) = 0.023 W. (Cross -Aisle) Seismic (C,)(la) = 0.023 W. (Cross -Aisle) W. = (0.67)(PLRF)((0.67)PL)+DL = 661.1 lbs W. = (0.67)(PLRF)((1)PL)+DL = 267.5 lbs Base Shear, V = C,I,W" = 15.3 lbs Base Shear, V = C"I^ = 6.2 lbs Horizontal forces per level, F. = C,=V (RMI sect 2.6.6) Horizontal forces per level, F. = C,,,V (RMI sect 2.6.6) (Service Loads, E = 0.7) F.= 0.0 lbs @ 0 in (CM) (Service Loads) FB= 0.0 lbs NQ= F6= 0.0 lbs @ 0 in (CM) F6= 0.0 lbs (CM) = Product Center of Fr= 0.0 lbs @ 0 in (CM) Fr= 0.0 lbs Mass typically 6 inches F6= 0.0 lbs @ 0 in (CM) F6= 0.0 lbs above the top of shelf at Fs= 3.4 lbs @ 84 in (CM) Fs= 3.7 lbs @ 84in (CM) each level. F4 = 2.7 lbs, @ 66 in (CM) Fa = 0.0 lbs F3 = 2.0 lbs @ 48 in (CM) F3 = 0.0 lbs F2 = 1.2 lbs @ 30 in (CM) FZ = 0.0 lbs F, = 0.5 lbs @ 12 in (CM) F, = 0.0 lbs Fa = 0.9 lbs @ 39 in (CM) F = 0.7 lbs @ 39in (CM) Ef, = 15.3 lbs (@ Factored Loads) If, = 6.2 lbs (@ Factored Loads) Calculate Overturning Moment (Service), MOT = ifh, Calculate Overturning Moment (Service), MOT = Efh, MOT = 639 in-lbs MOT = 334 in-lbs Calculate Resisting Moment (Service), MRST Calculate Resisting Moment (Service), MRsr MRST = 11250 in-lbs MRST = 4200 in-lbs; Factor of Safety Factor of Safety FOS = 17.607 FOS = 12.564 NO UPLIFT - NO ANCHORS REQUIRED NO UPLIFT - NO ANCHORS REQUIRED Check Single Frame / Bay Overturning Stability: MOT (LC#1) = 639 In-lbs MOT (LC#2) = 334 in-lbs MRST (LC#1) = 11250 in-Ibs MRST (LC#2) = 4200 in-lbs - E L FOS=M / MOT = 17.607 21.5 No AB Reqd FOS = MRST / MOT = 12.564 RST o a 1.5 No AB R d -- - - - ,•^ i W z 22GA STEED eq - ANCHOR STRAP -> No Anchorage Re d - No Net Uplift at LC#1 and LC#2 PLACE STRAP AT EACH ENO FRAME Base Reactions: AND 8'-0" cx (MAX) AT i- -= INTERIOR FRAMES, Reactions (Service Loads): LC #1 LC #2 'fl j i TYP t uNo. R = 5lbs 2lbs [J 0 . -. (1)ANCHOR BOLT R = 0 lbs (No Uplift) 0 lbs; (No Uplift) PER sTRAP,. - .. TYP t tJNU. Overturning FOS = 17.607 >= 1.5 12.564 >= 1.5 '1 • J i € • > 13 f Sliding Restraint force, RRST / FOS = 891bs / 16.634 >=1.5 OK 371bs / 16.997 >= 1.5 OK i................_..........__...........:_�i .._ Reactions (Factored Loads): LC #1 LC #2 Base Shear (R,,,,) = 15 lbs 6 lbs Tension Allowables Net Uplift (R,,,,) = 0 lbs 0 lbs Steel Strength, (0.75)ON,a = 4239 lbs <--ACI 318-14 Eq 17.4.1.2 Overturning + Gravity (P) = 656 lbs 198 lbs Concrete Breakout, (0.75)$Ncb= 636 lbs <-Act 318-14 Eq 17.4.2.1a Pullout Strength, (0.75)$Naa= NA <.-ACI 318-14 Eq 17.4.3.1 Anchor Des (usI "Cracked Concrete- Prooertiesl LC #1 LC #2 Try: 3/8"0 DeWalt Screw Bolt+ Anchor 2" embed. Factored Tension Load (N) = 0 lbs 0 lbs Embedment = 2 In max tension stress ratio (TSR) = 0.000 OK 0.000 OK f ', _ 2500 psf Shear Allowables e, _ ,, 0 in <- Ecoen. Of Anchor Steel Strength, OV_= 1449 lbs <-ACI 318-14 Eq 17.5.1.2c h,, = 1.33 in 1.5(h,,) = 2 In Concrete breakout, sV&o= 1578lbs <-ACI 318-14 Eq 17.5.2.1b Ca = 5 In 1.5(ca) = 7.5 in Concrete pryout, OVwa = 913 lbs <-ACI 318-14 Eq 17.5.3.1 b Cone. thickness, t = 41n LC #1 LC #2 # of Anchors, n = 1 anchors per connection Factored Shear Load (Va) = 15 lbs 6 lbs % = 0 In '- Max shear stress ratio (VSR) = 0.017 OK 0.007 OK Asa = 0.094 in^2 Combined shear and tension stress ratio (TSR + VSR) = 0.017 < 1.2 OK - LC#1 (controls) USE: NO UPLIFT - NO ANCHORS REQUIRED 36V - Full Gondola PROJECT NO: SHEET NO: OF: JBAJOHNSTON 1935000706 7 13 BURKHOLDER PROIECTNAME: AsSOCIATES #0706 - Zephyrhills, FL consulting. Structural engineers MADE BY: DATE: MAV 03/26/19 930 Ch-NTRAL -- KANSAS CITY, MO 64105 CHECKED BY: DATE: 816.421,4200- WWW.1BAENGRC0M Shelving / Double Sided 78" Tall "V" 5 Level 36V 2017 FBC / IBC 2015 / ASCE 7-10 / 2012 RMI (ANSI/MH16.1-12) Punching Shear Check: (Design per ACI 318-14 section 14.5.5) Max Factored Vertical Load (Pu) = 656 Ibs Slab Concrete Vc = 2500 psi Slab thickness (t) = 4 in. Rack Post X-X = 2in. Rack Post Y-Y = 2; in. bo= 24.00 in. 0 = 1.00 V.= 19200 Ibs Eq.(22-10) Vn Max = 12768 Ibs Eq. (22-10) OVn = 7661 Ibs MAV = 0.086 < 1.0 O.K. r— n .* J N I I . _4.,I �bo a (Punching Perimeter) 24. BEAM FIXED AT ONE END FREE TO DEFLECT V'Ai I V Slab tension based on Soil bearing area check: Allowable soil bearing = 500 psi Max Vertical Load (Service) (P) = 543 Ibs Area reqd. for bearing (A_d) = 1.09 ftZ 'b' distance = 12.51 in Slab thickness (t) = 4.00 in S = (1')(t)2/6 = 2.67 in3fin �Mm (tension allowable) = Q7.5%f'o)'r2)(S) = 600 in-lb/in Factored uniform bearing, wu = Pu / Ar.0 = 4.20 Ib/in!n Mu= w.L213 = (wu)[(b-(2')y2)21 / 3 = 38.60 in-lbin - Defl. End M1 = 20 in-lbliin KAM = 0.064 < 1.0 O.K. Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack = 24 in Slab thickness (t) = 4.0 in Modulus of Rupture, fr= 7.5'SQRT(fc) = 375.0 psi Concrete Slab Section Modulus, S = b(t)Z/6 = 32.0 in/ft Allowable Concrete Slab Bending Moment, M. = S"fr = 1000.0 ft`lbs/ft Effective Cantilever Span Length (L j at Mm = 6.3 ft Total Length of Slab (lo+ Width of Single Rack) = 8.3 ft Trib. Width of Slab = Trib width of Rack = 4.0 It Weight of Concrete Slab at Rack (Prq �) = 1665 Ibs Resisting Moment - Concrete Slab at Rack, MRsT(.mn) = Poo o' Lo/2 = 83158 in'Ibs 10 Load Combination #1: Mor = 639 in`lbs MRSTM,. kl + MRsrab) = 94408 in'Ibs Total Overturning FOS = 147.757 OK Load Combination #2: MoT = 334 in'Ibs MRSTM xt + MRsrkwn) = 87358 in•lbs RESTATE AT OVER—UNIFORMILY DISTRIBUTED LOAD I 111t3I Toth Eapr1M, Unffrrm Load » 9 w1 Vt ....wx, tl�.m7rx.(stFaMQMnA� m''' M, (At **"mud M d) ;. L+ i 3ma : (et &*&,w *ad) .. a a , 9,4SE ,DEPTH gECTIVE j 0 t_LIJ rN"ILE'v'E F -D Si-ASPAN 36V - Full Gondola PROJECT NO: SHEET NO: oF: 1935000706 8 ,13 JBAJOHNSTON BU'RKH`OLDER PROJECT NAME: AsSOCIATES #0706 - Zephyrhills, FL MADE BY: DATE: consulting structural engineers MAV 03/26/19 930 CENTRAL • KANSAS CITY, MO 64105 816A21.4200 • WWW.JBAENGR.COM CHECKED BY: DATE: Shelving / Double Sided 90" Tall "X" 5 Level 36X 2017 FBC / IBC 2015 / ASCE 7-10 / 2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor = 1.$ Supported on Elevated Floor (YIN): No Total Load per shelf = 125lbs <-assumes (2) shelves per level WOTt1 SHELF' DEPTH # of Levels = 5 Level Uniform Weight per level = 20.83 psf/shelf Weight of Unit = 100lbs Upright Frame anchorage spacing nb width 4 ft (Frames are assumed to be 4'-0" oc 9 P 9(T� )_ ) Shelf depth (ea. side) =,. 18 in Shelf Load / Level / Frame h,= Din hs= Din S h7 = Din he = 0 in h6= 21 in 250 lbs 2_ h4 = 21 in 250 lbs h, = 21 in 250 lbs i hz = : 21 in 250 lbs .c't h, = 6 in 250 lbs Total Shelf Height, H, = 90 in Unit Height, H. = 90 in Unit Base Depth, D = 24 in Overturning Stability Load cases are per ASCE 7 sect. 15.5.3.E : 0 Load Case 1• [per RMI sect. 2.6.8(1) - PL=0.67(PL)) Load Case 2• [per RMI sect. 2.6.8(2) - PL=1.0(PL)l [per RMI sect. 2.6.2, PLR, = 1.01 [per RMI sect. 2.6.2, PLR, =1.01 Seismic (CS)(I,) = 0.023 W. (Cross -Aisle) Seismic (C,)(I,) = 0.023 W. (Cross -Aisle) W. = (0.67)(PLRF)((0.67)PL)+DL = 661.1 lbs Ws = (0.67)(PLRF)((1)PL)+DL = 267.5 lbs Base Shear, V = C,I^ = 15.3 lbs Base Shear, V = C,I,W, = 6.2 lbs Horizontal forces per level, F. = C,,,V (RMI sect 2.6.6) Horizontal forces per level, F. = C,,,V (RMI sect 2.6.6) (Service Loads, E = 0.7) Fs= 0.0 lbs @ 0 in (CM) (Service Loads) Fq= 0.0 lbs NAM Fs= 0.0 lbs @ 0 in (CM) F8= 0.0 lbs (CM) = Product Center of F7= 0.0 lbs @ 0 in (CM) F7= 0.0 lbs Mass typically 6 inches Fs= 0.0 lbs @ 0 in (CM) Fs= 0.0 lbs above the top of shelf at F5= 3.5 lbs @ 96 in (CM) Fs = 3.7 lbs @ 96in (CM) each level. F4 = 2.7 lbs @ 75 in (CM) F4 = 0.0 lbs F, = 2.0 lbs @ 54 in (CM) F, = 0.0 lbs FZ = 1.2 lbs @ 33 in (CM) FZ = 0.0 lbs F1 = 0.4 lbs @ 12 in (CM) F, = 0.0 lbs F. = 1.0 lbs @ 45 in (CM) F = 0.7 lbs @ 45in (CM) 7f; = 15.3 lbs (@ Factored Loads) Ef, = 6.2 lbs (@ Factored Loads) Calculate Overturning Moment (Service), MOT = Efih, Calculate Overturning Moment (Service), MOT =111h, MoT = 731 in-lbs MOT = 382 in-lbs Calculate Resisting Moment (Service), MR, Calculate Resisting Moment (Service), MRST MRsT = 11250 in-lbs MRsT = 4200 in-lbs Factor of Safety Factor of Safety FOS = 15.400 FOS = 10.993 NO UPLIFT - NO ANCHORS REQUIRED NO UPLIFT - NO ANCHORS REQUIRED Check Single Frame / Bay Overturning Stability: MOT (LC#1) = 731 in-lbs MOT (LC#2) = 382 in-lbs MRsT (LC#1) = 11250 in-Ibs MRsT (LC#2) = 4200 in-lbs FOS=MRsT / MoT = 15.400 z 1.5 No AB Reqd FOS = MRsT / MOT = 10.993 x 1.5 No AB Regd "' � ""' .. - iwM x 22GA STEEL r ANCHOR STRAP -> No Anchors a Re d - No Net Uplift at LC#1 and LC#2 a = PLcCS STRAP r E Base Reactions: ANOB'-0"oc (MAX) AT i-- - ':- ;.- INTERIOR FRAMES, Reactions (Service Loads): LC #1 LC #2 I I a TYP I UNO. Rn = 5 lbs 2 lbs . �,.. s,3 .._...... (1) ANCHOR BOLT n PER STRAP„„. R = 0lbs (No Uplift) 0 lbs (No Uplift) ,,., (- FYP'q U1v0. Overturning FOS = 15.400 - 1.5 10.993 - 1.5 Sliding Restraint force, RRsT / FOS = 90lbs / 16.812 >= 1.5 OK 37lbs / 17.226 >= 1.5 OK Reactions (Factored Loads): LC #1 LC #2 Base Shear (Ph) = 15 lbs 6 lbs Tension Aliowables Net Uplift (Rw) = 0 lbs 0 lbs; Steel Strength, (0.75)pN„ = 4239 lbs <--ACI 318-14 Eq 17.4.1.2 Overturning + Gravity (P,) = 665 lbs 202 lbs Concrete Breakout, (0.75)�N,bn = 636 lbs <--ACI 318-14 Eq 17.4.2.1 a Pullout Strength, (0.75)pN„= NA <_Act 318-14 Eq 17.4.3.1 Anchor Design fusino "Cracked Concrete" Properties) LC #1 LC #2 Try: 3/8"0 DeWall Screw Bolt+ Anchor 2" embed. Factored Tension Load (N) = 0 lbs 0 lbs Embedment = 2 in max tension stress ratio (TSR) = 0.000 OK 0.000 OK V, = 2500 pat Shear Ailowables a, '= pin I <- Eccen. Of Anchor Steel Strength, +VW = 1449 lbs 4-ACI 318-14 Eq 17.5.1.2c h„ = 1.33 in 1.5(h,,,) = 2 In Concrete breakout, �V,w = 1578 lbs <--ACI 318-14 Eq 17.5.2.1 b C. = 5 in 1.5(c,) = 7.5 in Concrete pryout, �V,,, = 913 lbs <--ACI 318-14 Eq 17.5.3.1 b Conc. thickness, t = 4, In LC #1 LC #2 # of Anchors, n = 1 - anchors per connection Factored Shear Load (V,) = 15 lbs 6 lbs Sx = Din Max shear stress ratio (VSR) = 0.017 OK 0.007 OK A_ = 0.094 inA2 Combined shear and tension stress ratio (TSR + VSR) = 0.017 < 1.2 OK - LC#1 (controls) USE: NO UPLIFT - NO ANCHORS REQUIRED 36X - Full Gondola JOHNSTON PROJECT NO: SHEET NO: OF: 1935000706 9 13 BURKHOLDER PROJECT NAME: JBAAssocIATES #0706 - Zephyrhills, FL consulting structural engineers MADE BY: DATE: MAV 03/26/19 930 CENTRAL' CANSAS CITY, MCA 64105 CHECKED BY: DATE: 8I6.42I A200 • W W WJ8AhNGR.00 M Shelving / Double Sided 90" Tall "X" 5 Level 36X 2017 FBC / IBC 2015 / ASCE 7-10 / 2012 RMI (ANSI/MH16.1-12) Punching Shear Check: (Design per ACI 318-14 section 14.5.5) Max. Factored Vertical Load (P) = 665 Ibs Slab Concrete Vc = 2500 psi Slab thickness (t) = 4 in. Rack Post X-X = 2 in. Rack Post Y-Y = 2 in. b,= 24.00 in. 9 = 1.00 V = 19200 Ibs Eq.(22-10) Vn max = 12768 Ibs Eq. (22-10) OV = 7661lbs V„/OV"= 0.087 < 1.0 O.K. Slab tension based on Soil bearing area check: x-x r+-r- -a- s - N I ` 1.....,4 �ba . (Punching Perimeter) ,M, BEA?A FIXED AT ONE END, FREE TD DEFLECT VERTICALLY BUT NOT ROTATE AT OTHER —UNIFORMLY DISTRIBUTED LOAD Allowable soil bearing = 500 psi Max. Vertical Load (Service) (P) = 546 Ibs Area reqd. for bearing (A ad) = 1.09 fe "b" distance = 12.54 in Slab thickness (t) = 4.00 in S = (1")(t)2/6 = 2.67 in3An �M,a (tension allowable) = Q7.5)[(f'")"2](S) = 600 in-lb/in Factored uniform bearing, w = P / A_A = 4.23 lb/in/in M = w L2/3 = (w )[(b-(2"))Y2)2j / 3 = 39.12 in-lb/in - Dell. End M1 = 20 in-lb/in M,IAMM= 0.065 < 1.0 O.K. Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack = 24 in Slab thickness (t) = 4.0 in Modulus of Rupture, f,= 7.5'SQRT(fc) = 375.0 psi Concrete Slab Section Modulus, S = b(02/6 = 32.0 in3/it Allowable Concrete Slab Bending Moment, M,, = S'fr = 1000.0 ft'Ibs/ft Effective Cantilever Span Length (Lj at Ma, = 6.3 ft Total Length of Slab (I, + Width of Single Rack) = 8.3 ft Trib. Width of Slab = Trib width of Rack = 4.0 ft Weight of Concrete Slab at Rack (P_) = 1665 Ibs Resisting Moment - Concrete Slab at Rack, MRST(,MI = P— ` L"/2 = 83158 in"Ibs / Load Combination 01: MOT = 731 in"Ibs MRSTIRrkI + MRST(W b) = 94408 in"Ibs Total Overturning FOS = 129.232 OK Load Combination #2: MOT = 382 in'Ibs MRSTIRaki + MRSTNWn 87358 in"Ibs TM.1 rl —h—inn Fr)-', = 99A Ado nl( EFEECTIVE SL! 4B SFAt l TaW Eegrkr_ tNslftrrm LosO » 3 ai R - V - . . a.'rrf. Yx or..ex:. M max.�sttlapolfld� w(+. .. M. [ it. AMNotbd Mal NJr .... ,.. . " 5+p(is -- 80 tA!3 DEP rH1, a w F— J I ' (10 �: 36X - Full Gondola JOHNSTON PROJECT NO: SHEET NO: OF: 1935000706 10 *13 BURKHOLDER JBAAsSOCIATES PROJECT NAME: #0706 - Zephyrhills, FL MADE BY: DATE: consulting structural engineers, MAV 03/26/19 930 CENTRAL . K AN$AS CM, MO 64105 CHECKED BY: DATE: 816.421.4200 • WWW.JBAENGR.COIN Shelving / Double Sided 60" Tall "T"'5 Level 48T 2017 FBC / IBC 2015 / ASCE 7-10 / 2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor = 1.5 Supported on Elevated Floor (YN): No Total Load per shelf = 150 lbs <-assumes (2) shelves per level WIDTH SHELF AEI TF I- # of Levels = 5 Level Uniform Weight per level = 18.75 psf/shelf Weight of Unit = 1001bs Upright Frame anchorage spacing nb width 4 ft (Frames are assumed to be 4'-O" oc 9 Pa 9R� )_ ) C S Shelf depth (ea. side) =, 24 in Shelf Load / Level / Frame he= Din h3= 0in F' S hT = 0 in j h,= 0in .. hs = 13.5 in 300 lbs h4 = 13.5 in 300 lbs h3 = 13.5 in 3001bs h, = 13.5 in 300 lbs t J h, = 6 in 300 lbs Total Shelf Height, H, = 60 in Unit Height, H. = 60 in Al Unit Base Depth, D = 33 in Overtunning Stability Load cases are per ASCE 7 sect. 15.5.3.E : D Load Case 1• [per RMI sect. 2.6.8(1) - PL=0.67(PL)] Load Case 2• [per RMI sect. 2.6.8(2) - PL=1.0(PL)] [per RMI sect. 2.6.2, PLRF = 1.01 [per RMI sect. 2.6.2, PLR, = 1.01 Seismic (C,)(I,) = 0.023 W, (Cross -Aisle) Seismic (C,)(l,) = 0.023 W. (Cross -Aisle) W. = (0.67)(PLRF)((0.67)PL)+DL = 773.4 lbs W. = (0.67)(PLRF)(0 )PL)♦DL = 301.0 lbs Base Shear, V = C,I,W, = 17.9 lbs Base Shear, V = C,I,W, = 7.0 lbs Horizontal forces per level, F. = CKV (RMI sect 2.6.6) Horizontal forces per level, F. = C,,,,V (RMI sect 2.6.6) (Service Loads, E = 0.7) F8= 0.0 lbs @ 0 in (CM) (Service Loads) Fs= 0.0 lbs UQ= Fs= 0.0 lbs @ 0 in (CM) Fs= 0.0 lbs (CM) = Product Center of FT= 0.0 lbs @ 0 in (CM) FT= 0.0 lbs Mass typically 6 inches F, = 0.0 lbs @ 0 in (CM) Fs = 0.0 lbs above the top of shelf at F5= 3.9 lbs @ 66 in (CM) Fs= 4.2 lbs @ 66in (CM) each level. F4 = 3.1 lbs @ 52.5 in (CM) F4 = 0.0 lbs F3 = 2.3 lbs @ 39 in (CM) F3 = 0.0 lbs Fz = 1.5 lbs @ 25.5 in (CM) Fz = 0.0 lbs F1= 0.7lbs @ 12 in (CM) F, = 0.0 lbs F. = 0.9 lbs @ 30 in (CM) F. = 0.6 lbs @ 30in (CM) VI = 17.9 lbs (@ Factored Loads) if; = 7.0 lbs (@ Factored Loads) Calculate Overturning Moment (Service), MOT = Tfih; Calculate Overturning Moment (Service), MOT = if h, MOT = 591 in-lbs MOT = 299 in-lbs Calculate Resisting Moment (Service), MRST Calculate Resisting Moment (Service), MRsT MRsT = 18233 in-lbs MRST = 6600 in-lbs Factor of Safety Factor of Safety FOS = 30.860 FOS = 22.039 NO UPLIFT - NO ANCHORS REQUIRED NO UPLIFT - NO ANCHORS REQUIRED Check Single Frame / Bay Overturning Stability: MOT (LC#1) = 591 in-lbs MOT (LC#2) = 299 in-lbs. MRsT (LC#1) = 18233 in-lbs MRST (LC#2) = 6600 in-lbs FOS=MRST/MOT = 30.860 z 1.5 No AB Regd FOS = M / M - RST oT - 22.039 ----- .--. _ �.�-- 1"wx226A STEEL z 1.5 No AB Regd ............ ANCHOR STRAP M -> No Anchorage Reqd - No Net U IIR at LC#1 and LC#2 EPLACIS STRAP AT j ACH END FRAME Base Reactions: AS � -! AND:$`-0"oc (MAX) AT r- _ t--4 '_- INTERIOR FRAMES, Reactions (Service Loads): LC #1 LC #2 t ' t y i TYP tuNa, r ' Rh = 6 lbs 2 lbs ? . s - ' (1)ANCHOR MOLT R = 0 Ibs (No Uplift) 0 Ibs (No Uplift) 3 PER STRAP.. TYP t,tRJO: Overturning FOS = 30.860 >-1.5 22.039 >-1.5 - - } ✓ I i f Sliding Restraint force, RRsT / FOS = 101lbs / 16.107 >= 1.5 OK 40lbs / 16.322 >= 1.5 OK '(I Reactions (Factored Loads). LC #1 LC #2 Base Shear (R,h) = 18 lbs, 7 lbs Tension Allowables Net Uplift (R,,,,) = 0 lbs 0 lbs Steel Strength, (0.75)$N„ = 4239 lbs <-ACI 318-14 Eq 17.4.1.2 Overturning + Gravity (P) = 746lbs 209 lbs Concrete Breakout, (0.75)¢Ncw= 636lbs <-ACI 318-14 Eq 17.4.2.1a Pullout Strength, (0.75)�No = NA <_Act 318-14 Eq 17.4.3.1 Anchor Design (using "Cracked Concrete" Properties) Concrete" Properties) LC #1 LC #2 Try: 3/$ 0 DeWalt Screw BOO Anchor 2* embed. Factored Tension Load (N) = 0Ibs 0Ibs Embedment = 2 in max tension stress ratio (TSR) = 0.000 OK 0.000 OK f', = 2500 psi Shear Allowables e, = Din <- Ecoen. Of Anchor Steel Strength, +V„= 1449 lbs <-ACI 318-14 Eq 17.5.1.2c h,, = 1.33 in 1.5(h„) = 2 in Concrete breakout, 4Vd.= 1578 lbs <-ACI 318-14 Eq 17.5.2.1 b c, = 5 in 1.5(c,) = 7.5 in Concrete pryout, +V,p, = 913 lbs <-ACI 318-14 Eq 17.5.3.1 b Conc. thickness, t = - 4In I LC #1 LC #2 # of Anchors, n = 1 anchors per connection Factored Shear Load (V) = 18 lbs 7 lbs Sx = ' Din Max shear stress ratio (VSR) = 0.020 OK 0.008 OK A„ = 0.094 inA2 Combined shear and tension stress ratio (TSR + VSR) = 0.020 < 1.2 OK - LC#1 (controls) USE: NO UPLIFT - NO ANCHORS REQUIRED 48T - Full Gondola PROJECT NO: 1935000706 BURKH'OLDER JBAJOHNSTON PROJECTNAME: AsSOCIATES #0706 - Ze I consulting structural engineers MADE BY: MAVCHECKED 930 CENTRAL ' KANSAS CITY, MO 64105 816.421.4200 W W W.JBAENGR.COM BY: Shelving / Double Sided 60" Tall "T" 5 Level 48T 2017 FBC / IBC 2015 / ASCE 7-10 / 2012 RMI (ANSI/MH16.1-12) Punching Shear Check: (Design per ACI 318-14 section 14.5.5) Max. Factored Vertical Load (P) = 746 Ibs Slab Concrete Vc = 2500 psi Slab thickness (t) = 4 in. Rack Post X-X = 2R in. Rack Post Y-Y = 2in. b,= 24.00 in. 0 = 1.00 V = 19200lbs Eq.(22-10) Vn max = 12768 Ibs Eq. (22-10) OVn= 7661 Ibs V.AV"= 0.097 <1.0O.K. Slab tension based on Soil bearing area check: Allowable soil bearing = 500', psi Max. Vertical Load (Service) (P) = 631 Ibs Area reqd. for bearing (A_,) = 1.26 fe "b" distance = 13.48 in Slab thickness (t) = 4.00 in S = (1 ")(tf/6 = 2.67 in3fin +M„ (tension allowable) = Q7.5%f'°)'%S) = 600 in-lb/in Factored uniform bearing, w, = P, / A„° = 4.10 Ibfinln Mu= w.L2/3 = (wu)[(b-(2")Y2)j / 3 = 45.06 in-lb/in - Defl. End M1 MJAM,.= 0.075 < 1.0 O.K. Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack = 33 in Slab thickness (t) = 4.0 in Modulus of Rupture, f,= 7.5*SQRT(fc) = 375.0 psi Concrete Slab Section Modulus, S = V0216 = 32.0 in3/ft Allowable Concrete Slab Bending Moment, M,, = SYr = 1000.0 ft*lbs/R Effective Cantilever Span Length (L.) at M,, = 6.3 ft Total Length of Slab (I,+ Width of Single Rack) = 9.1 ft Trib. Width of Slab = Trib width of Rack = 4.0 it Weight of Concrete Slab at Rack (P_) = 1815 Ibs Resisting Moment - Concrete Slab at Rack, MRsT(.i.b) = P. * LJ2 = 98817 in*Ibs Load Combination #1: MOT = 591 in*Ibs MRST(R..k) + MRST(.M) = 117050 in*Ibs Total Overturning FOS = 198.118 OK Load Combination #2: MOT = 299 in*Ibs MRST(R.k) + MRST(Wb)= 105417 in*lbs Total Overturning FOS = 352.013 OK FL 11 13 DATE: 03/26/19 DATE: H/2 X—X H/2 L. = r—^— ----- ---� a .I N <° I♦ I � I ° a___A] (Punching Perimeter) 20. BEAM FIXED AT ONE END. FREE To DEFLECT VERTICALLY BUT NOT ROTATE AT OTHER —UNIFORMLY DISTRIBUTED LD,AO ,. I. ................ J.__...,._.....,:.j Totai Egake. Untillorm idad . - B •, � al V. A. vi . _ Wit x IT Ai max.;tst alma ama} ; wf+. y srt, {ata.tpoW rha� _ 23 in-lb/in (is AXs ♦s�Tt-r Mt�_` i, ' i , - r 3msa. �staaaat�aena}.. "1 Mar�ent 48T - Full Gondola JOHNSTON PROJECT NO: SHEET NO: ` '" T 1935000706 12_ .13 " ( T r'N S'_�` BIJRKHOLDER JBAAsSOCIATES PROJECT NAME: #0706 - Zephyrhills, FL MADE BY: DATE: consulting stIuctUral engineers MAV 03/26/19 930 CENTRAL KANSAS CITY, MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving / Double Sided 90" Tall "r 5 Level 48X 2017 FBC / IBC 2015 / ASCE 7-10 / 2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor = 1.5 Supported on Elevated Floor (Y/N): No Total Load per shelf = 160 the <-assumes (2) shelves per level WIDTH �f IEEE D PTf # of Levels = 5 Level Uniform Weight per level = 18.75 psf/shelf Weight of Unit = 100lbs Upright Frame anchorage spacing nb width 4 ft (Frames are assumed to be 4'-O"oc 9 P 9(T� )_ ) Shelf depth (ea. side) = 24 in Shelf Load / Level ! Frame i h6= Oin h8= Din hT= Oin h5= 21 in 300 lbs " h4 = 21 in 300 lbs h3 = 21 in 300 lbs hZ= 21 in 300 lbs ty h1 = 61n 300 lbs Total Shelf Height, H, = 90 in Unit Height, H = 90 in ' Unit Base Depth, D = 33 in Overturning Stability Load cases are per ASCE 7 sect. 15.5.3.E : O Load Case 1• [per RMI sect. 2.6.8(1) - PL=0.67(PL)] Load Case 2' [per RMI sect. 2.6.8(2) - PL=1.0(PL)] [per RMI sect. 2.6.2, PLRF = 1.0] [per RMI sect. 2.6.2, PLRF = 1.01 Seismic (C,)(lo) = 0.023 W, (Cross -Aisle) Seismic (C,)(1.) = 0.023 W. (Cross -Aisle) W. = (0.67)(PLRF)((0.67)PL)+DL = 773.4 lbs W. _ (0.67)(PLRF)(0 )PL)+DL = 301.0 lbs Base Shear, V = C.I.W. = 17.9 lbs Base Shear, V = C,I,W, = 7.0 lbs Horizontal forces per level, F. = C.V (RMI sect 2.6.6) Horizontal forces per level, F. = CKV (RMI sect 2.6.6) (Service Loads, E = 0.7) Fa= 0.0 lbs @ 0 in (CM) (Service Loads) Fq= 0.0 lbs Note: Fe= 0.0 lbs @ 0 in (CM) F6= 0.0 lbs (CM) = Product Center of FT= 0.0 lbs @ 0 in (CM) Fr= 0.0 lbs Mass typically 6 inches F6= 0.0 lbs @ 0 in (CM) F6= 0.0 lbs above the top of shelf at F5= 4.1 lbs @ 96 in (CM) FS= 4.2 lbs @ 96in (CM) each level. F4 = 3.2 lbs @ 75 in (CM) F4 = 0.0 lbs F3 = 2.3 lbs @ 54 in (CM) F3 = 0.0 lbs F2 = 1.4 lbs @ 33 in (CM) F2 = 0.0 lbs F1 = 0.5 lbs, @ 12 in (CM) F, = 0.0 lbs F. = 1.0 lbs @ 45 in (CM) F = 0.7 lbs @ 45in (CM) If, = 17.9 lbs (@ Factored Loads) if, = 7.0 lbs (@ Factored Loads) Calculate Overturning Moment (Service), MOT = E11hi Calculate Overturning Moment (Service), MOT 1:;hi MOT = 859 in-lbs MOT = 436 in-lbs Calculate Resisting Moment (Service), MRST Calculate Resisting Moment (Service), MRST MRST = 18233 in-lbs MRST = 6600 in-lbs Factor of Safety Factor of Safety FOS = 21.226 FOS = 15.152 NO UPLIFT - NO ANCHORS REQUIRED NO UPLIFT - NO ANCHORS REQUIRED Check Single Frame / Bay Overturning Stability MOT (LC#1) = 859 in-lbs MOT (LC#2) = 436 in-lbs MRST (LC#1) = 18233 in-lbs MRST (LC#2) = 6600 in-lbs FOS=MRST / MOT = 21.226 a 1.5 No AB Reqd FOS = MRST / MOT = 15.152 HSTEEL a 1.5 No AS Reqd : -" --- - -- .- ,,r"` 'ANCHOROP, STRAP AN -> No Anchorage Reqd - No Net Uplift at LC#1 and LC#2 y" PEACE STRAP AT I �? EACH ENO FRAME.. AND S'-4"oc (MAX) AT Base Reactions: 4 = INTERIOR FRAMES, ~ �' Reactions (Service Loads): LC #1 LC #2 - ¢ TYP I VN0. >� ( u, R,,= 6lbs 2lbs ti z-3 (1)ANCHOR SOLT PER STRAP, i R = O lbs (No Uplift) O lbs (No Uplift) - - _ - '+ TYP ) UNO. Overturning FOS = 21.226 - 1.5 15.152 >= is 7 • [l (1 a )? { Sliding Restraint force, RRST / FOS = 1031bs 116.43 >=1.5 OK 411bs / 16.744 >= 1.5 OK � �t Reactions (Factored Loads): LC #1 LC #2 Base Shear (Ruh) = 18 lbs 7 lbs Tension Allowables Net Uplift (R,,,) = 0 lbs 0 lbs Steel Strength, (0.75)$N„ = 4239lbs <--ACI 318-14 Eq 17.4.1.2 Overturning + Gravity (P) = 763 lbs 218 lbs Concrete Breakout, (0.75)bN,b,= 636lbs <--ACI 318-14 Eq 17.4.2.1a Pullout Strength, (0.75)¢No = NA <-ACI 318-14 Eq 17.4.3.1 Anchor Design (using "Cracked Concrete- Pronerties) LC #1 LC #2 Try: 3/8"0 DeWalt Screw Bolt+ Anchor 2" embed. Factored Tension Load (N) = 0 lbs 0 lbs Embedment = 2 In max tension stress ratio (TSR) = 0.000 OK 0.000 OK V, = 2500 psi Shear Allowables e, = ' O In <- Eccen. Of Anchor Steel Strength, +V„= 1449 lbs 4-ACI 318-14 Eq 17.5.1.2c h,, = 1.33 in 1.5(h„) = 2 in Concrete breakout, �Vc .= 1578 lbs <--AC1318-14 Eq 17.5.2.1 b C. = 5 in 1.5(c,) = 7.5 in Concrete pryout, �V,,, = 913 lbs <-ACI 318-14 Eq 17.5.3.1 b Conc. thickness, t = 4 in LC #1 LC #2 # of Anchors, In = 1 anchors per connection Factored Shear Load (V) = 18 lbs 7 lbs Sx = 0 in Max shear stress ratio (VSR) = 0.020 OK 0.008 OK A„ = 0.094 inA2 Combined shear and tension stress ratio (TSR + VSR) = 0.020 < 1.2 OK - LC#1 (controls) USE: NO UPLIFT - NO ANCHORS REQUIRED 48X - Full Gondola JBAJOHNSTON BURKHOLDER AsSOCIATES consulting structural engineers 930 CENTRAL K.ANSAS CITY, MO 64105 816A21.4200 - W W W.JBAENGR: Cf.)M / Double Sided 90" Tall "X" 5 Level 2017 FBC / IBC 2015 / ASCE 7-10 / 2012 RMI Punching Shear Check: (Design per ACI 318-14 section 14.5.5) IROJECT NO: 1935000706 2ROJECi NAME: #0706 - Zephyrhills, FL MADE BY: MAV :HECKED BY: 48X 'ANSI/MH16.1-12) Max. Factored Vertical Load (P) = 763 Ibs Slab Concrete f rc = 2500 psi Slab thickness (t) = 4 in. Rack Post X-X = 2 in. Rack Post Y-Y = 2in. b.= 24.00 in. 0 = 1.00 V = 19200 Ibs Eq.(22-10) V max = 12768 Ibs Eq. (22-10) oV = 7661lbs V,JAV = 0.100 < 1.0 O.K. H/2 X—X H,/2, N la I \ I 1 N 4 bo NO: OF: 13 13 03/26/19 (Punching Perimeter) 20. BEAM FIXED AT GIVE END FREE TO DEFLECT YER Slab tension based on Soil bearing area check: Allowable soil bearing = ' 500,', psf Max. Vertical Load (Service) (P) = 637 Ibs Area regd. for bearing (A_d) = 1.27 fe "b" distance = 13.55 in Slab thickness (t) = 4.00 in S = (1')(t)2/6 = 2.67 in'/in �M,a (tension allowable) = m,(7.5)[(f'0)"2I(S) = 600 in-lb/in Factored uniform bearing, w = P / A_d = 4.16 Ibfinfin M. = w L2/3 = (w )[(b-(2"))/2)2) / 3 = 46.19 in-lbfin - Defl. End M1 = 24 in-lbin M,J��= 0.077 < 1.0 O.K0.077 < 1.0 O.K Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack = 33 in Slab thickness (t) = 4.0 in Modulus of Rupture, f,= 7.5"SQRT(fc) = 375.0 psi Concrete Slab Section Modulus, S = b(t)2/6 = 32.0 in3/ft Allowable Concrete Slab Bending Moment, M.. = S'fr = 1000.0 ft'Ibs/ft Effective Cantilever Span Length (Lj at M,r = 6.3 ft Total Length of Slab (I,+ Width of Single Rack) = 9.1 It Trib. Width of Slab = Trib width of Rack = 4.0 ft Weight of Concrete Slab at Rack (Pry) = 1815 Ibs Resisting Moment - Concrete Slab at Rack, IMRST(wb) = P_' L./2 = 98817 in"Ibs Load Combination #1: MOT = 859 in"Ibs MRST(R.kl + MRST(wb) = 117050 in"Ibs Total Overturning FOS = 136.268 OK Load Combination #2: MOT = 436 in"Ibs MRST(R-k) + MRST(.I b) = 105417 in"Ibs Total Overturning FOS = 242.014 OK TN kLY BUT fIOT RDTATE AT OTHER --UNIFORMLY DISTRIBUTED LOAD EFFECTIVE ;A.r�`FILEVEPED SLAB SF --'AN I-.E.NGTH I._c 'tow Equiv,,Uniform Low R:-V .. . . �k) is itud tn,#) .\. . . wf+ My (S'te.a. udow) .. ,R.: tl€MA\.(0 342) Amax. l"tdsAfobdeaq, . "R1 % 4 48X - Full Gondola 1925 Prospect Ave. Orlando, FL 32814 P (407) 661-9100 Architects Engineers Planners F (407) 661-9101 TO: City of Zephyrhills 5335 8th Street Zephyrhills, FL 33542 Ph: (813) 780-0020 LETTER OF TRANSMITTAL DATE: 6/27/2019 1 JOB NO.: 2180914 ATTENTION: Building Department RE: Walmart #706 7631 Gall Blvd. Zephyrhills, FL 33541 Parcel I D: 34-25-21-0110-00000- 0010 WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via UPS Ground the following items: ❑ Shop Drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of Letter ❑ Change Order ❑ COPIES DATE NO. DESCRIPTION 2 6/27/19 Commercial set of Building Plans 1 6/27/19 Building Permit Application 1 6/27/19 Property Appraiser Card ❑ For Approval ❑ Approved as Submitted ❑ Resubmit copies for approval For Your Use ❑ Approved as Noted ❑ Submit copies for distribution ❑ As Requested ❑ Returned for Corrections ❑ Return corrects prints ❑ For Review & Comments ❑ Remarks: The attached documents are for Plan Review submittal for the project noted above. Please address comments to my attention; Clarence Almonor, as I am the primary contact regarding permit approval. Should you have any questions, please contact me at 407-661-9100 or via email at ClarenceA(a)c-P.com. Thank you! ❑ FOR BIDS DUE COPY TO: File ❑ PRINTS RETURNED AFTER LOAN TO US SIGNED: CZAweyw,&A1~rI,dY, Ext. 1607