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PROJECT NO:
<br />SHEET NO:
<br />OF:
<br />1935000706
<br />6
<br />13
<br />BURKHOLDER
<br />JBAJOHNSTON
<br />PROJECT NAME:
<br />AsSOCIATES
<br />#0706 - Zephyrhills, FL
<br />MADE BY:
<br />DATE:
<br />consulting structural engineers
<br />MAV
<br />03/26/19
<br />930 ClENTRAL ' KANSAS CITY, MO 64105
<br />CHECKED BY:
<br />DATE:
<br />816.421,4200 • W W W.JBAENGR.COM
<br />Shelving / Double Sided 78" Tall "V" 5 Level 36V
<br />2017 FBC / IBC 2015 / ASCE 7-10 / 2012 RMI (ANSI/MH16.1-12)
<br />Seismic Importance Factor = 1.5
<br />Supported on Elevated Floor (Y/N): No
<br />SHE F
<br />;' <-assumes (2) shelves per level
<br />Total Load per shelf = 125Level
<br />LFTI !--
<br /># of Levels = 5 Level
<br />'
<br />Uniform Weight per level = 20.83 psf/shelf
<br />Xj
<br />Weight of Unit = 100 ibs
<br />Upright Frame anchorage spacing nb width 4 ft (Frames are assumed to be 4'-0" oc
<br />9 P 9(T� )_ )
<br />sn
<br />Shelf depth (ea. side) = - 18 in Shelf Load / Level
<br />/ Frame
<br />h.= Oin
<br />i
<br />h. = Din_.`
<br />S
<br />hfi= Din
<br />d i
<br />hs = 18 in 250 lbs
<br />r'1
<br />N =' 18 in 250 lbs
<br />X
<br />h, = ° 18 in 250 lbs
<br />h� = 18 in 250 lbs
<br />cnl
<br />h, = 6 in 250 lbs
<br />Total Shelf Height, H, = 78 in Unit Height, H.
<br />= 78 in
<br />T
<br />Unit Base Depth, D = 24 in
<br />Overturning Stability Load cases are per ASCE 7 sect. 15.5.3.E :
<br />(�
<br />Load Case 1' [per RMI sect. 2.6.8(1) - PL=0.67(PL)]
<br />Load Case 2• [per RMI sect. 2.6.8(2) - PL=1.0(PL)]
<br />[per RMI sect. 2.6.2, PLRF = 1.0]
<br />[per RMI sect. 2.6.2, PLRF = 1.0]
<br />Seismic (Ca)(1.) = 0.023 W. (Cross -Aisle)
<br />Seismic (C,)(la) = 0.023 W. (Cross -Aisle)
<br />W. = (0.67)(PLRF)((0.67)PL)+DL = 661.1 lbs
<br />W. = (0.67)(PLRF)((1)PL)+DL = 267.5 lbs
<br />Base Shear, V = C,I,W" = 15.3 lbs
<br />Base Shear, V = C"I^ = 6.2 lbs
<br />Horizontal forces per level, F. = C,=V (RMI sect 2.6.6)
<br />Horizontal forces per level, F. = C,,,V (RMI sect 2.6.6)
<br />(Service Loads, E = 0.7) F.= 0.0 lbs @ 0 in (CM)
<br />(Service Loads) FB= 0.0 lbs
<br />NQ= F6= 0.0 lbs @ 0 in (CM)
<br />F6= 0.0 lbs
<br />(CM) = Product Center of Fr= 0.0 lbs @ 0 in (CM)
<br />Fr= 0.0 lbs
<br />Mass typically 6 inches F6= 0.0 lbs @ 0 in (CM)
<br />F6= 0.0 lbs
<br />above the top of shelf at Fs= 3.4 lbs @ 84 in (CM)
<br />Fs= 3.7 lbs @ 84in (CM)
<br />each level. F4 = 2.7 lbs, @ 66 in (CM)
<br />Fa = 0.0 lbs
<br />F3 = 2.0 lbs @ 48 in (CM)
<br />F3 = 0.0 lbs
<br />F2 = 1.2 lbs @ 30 in (CM)
<br />FZ = 0.0 lbs
<br />F, = 0.5 lbs @ 12 in (CM)
<br />F, = 0.0 lbs
<br />Fa = 0.9 lbs @ 39 in (CM)
<br />F = 0.7 lbs @ 39in (CM)
<br />Ef, = 15.3 lbs (@ Factored Loads)
<br />If, = 6.2 lbs (@ Factored Loads)
<br />Calculate Overturning Moment (Service), MOT = ifh,
<br />Calculate Overturning Moment (Service), MOT = Efh,
<br />MOT = 639 in-lbs
<br />MOT = 334 in-lbs
<br />Calculate Resisting Moment (Service), MRST
<br />Calculate Resisting Moment (Service), MRsr
<br />MRST = 11250 in-lbs
<br />MRST = 4200 in-lbs;
<br />Factor of Safety
<br />Factor of Safety
<br />FOS = 17.607
<br />FOS = 12.564
<br />NO UPLIFT - NO ANCHORS REQUIRED
<br />NO UPLIFT - NO ANCHORS REQUIRED
<br />Check Single Frame / Bay Overturning Stability:
<br />MOT (LC#1) = 639 In-lbs MOT (LC#2) = 334 in-lbs
<br />MRST (LC#1) = 11250 in-Ibs MRST (LC#2) = 4200 in-lbs
<br />- E L
<br />FOS=M / MOT = 17.607 21.5 No AB Reqd FOS = MRST / MOT = 12.564
<br />RST o
<br />a 1.5 No AB R d -- - - - ,•^ i W z 22GA STEED
<br />eq - ANCHOR STRAP
<br />-> No Anchorage Re d - No Net Uplift at LC#1 and LC#2
<br />PLACE STRAP AT
<br />EACH ENO FRAME
<br />Base Reactions:
<br />AND 8'-0" cx (MAX) AT
<br />i- -= INTERIOR FRAMES,
<br />Reactions (Service Loads): LC #1 LC #2
<br />'fl j i TYP t uNo.
<br />R = 5lbs 2lbs
<br />[J 0 . -. (1)ANCHOR BOLT
<br />R = 0 lbs (No Uplift) 0 lbs; (No Uplift)
<br />PER sTRAP,.
<br />- .. TYP t tJNU.
<br />Overturning FOS = 17.607 >= 1.5 12.564 >= 1.5
<br />'1 • J i € • > 13 f
<br />Sliding Restraint force, RRST / FOS = 891bs / 16.634 >=1.5 OK 371bs / 16.997 >= 1.5 OK
<br />i................_..........__...........:_�i .._
<br />Reactions (Factored Loads): LC #1 LC #2
<br />Base Shear (R,,,,) = 15 lbs 6 lbs
<br />Tension Allowables
<br />Net Uplift (R,,,,) = 0 lbs 0 lbs
<br />Steel Strength, (0.75)ON,a = 4239 lbs <--ACI 318-14 Eq 17.4.1.2
<br />Overturning + Gravity (P) = 656 lbs 198 lbs
<br />Concrete Breakout, (0.75)$Ncb= 636 lbs <-Act 318-14 Eq 17.4.2.1a
<br />Pullout Strength, (0.75)$Naa= NA <.-ACI 318-14 Eq 17.4.3.1
<br />Anchor Des (usI "Cracked Concrete- Prooertiesl
<br />LC #1 LC #2
<br />Try: 3/8"0 DeWalt Screw Bolt+ Anchor 2" embed.
<br />Factored Tension Load (N) = 0 lbs 0 lbs
<br />Embedment = 2 In
<br />max tension stress ratio (TSR) = 0.000 OK 0.000 OK
<br />f ', _ 2500 psf
<br />Shear Allowables
<br />e, _ ,, 0 in <- Ecoen. Of Anchor
<br />Steel Strength, OV_= 1449 lbs <-ACI 318-14 Eq 17.5.1.2c
<br />h,, = 1.33 in 1.5(h,,) = 2 In
<br />Concrete breakout, sV&o= 1578lbs <-ACI 318-14 Eq 17.5.2.1b
<br />Ca = 5 In 1.5(ca) = 7.5 in
<br />Concrete pryout, OVwa = 913 lbs <-ACI 318-14 Eq 17.5.3.1 b
<br />Cone. thickness, t = 41n
<br />LC #1 LC #2
<br /># of Anchors, n = 1 anchors per connection
<br />Factored Shear Load (Va) = 15 lbs 6 lbs
<br />% = 0 In '-
<br />Max shear stress ratio (VSR) = 0.017 OK 0.007 OK
<br />Asa = 0.094 in^2 Combined shear and tension stress ratio (TSR + VSR) = 0.017 < 1.2 OK - LC#1 (controls)
<br />USE: NO UPLIFT - NO ANCHORS REQUIRED
<br />36V - Full Gondola
<br />
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