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PROJECT NO:
<br />SHEET NO:
<br />oF:
<br />1935000706
<br />8
<br />,13
<br />JBAJOHNSTON
<br />BU'RKH`OLDER
<br />PROJECT NAME:
<br />AsSOCIATES
<br />#0706 - Zephyrhills,
<br />FL
<br />MADE BY:
<br />DATE:
<br />consulting structural engineers
<br />MAV
<br />03/26/19
<br />930 CENTRAL • KANSAS CITY, MO 64105
<br />816A21.4200 • WWW.JBAENGR.COM
<br />CHECKED BY:
<br />DATE:
<br />Shelving / Double Sided 90" Tall "X" 5 Level 36X
<br />2017 FBC / IBC 2015 / ASCE 7-10 / 2012 RMI (ANSI/MH16.1-12)
<br />Seismic Importance Factor = 1.$
<br />Supported on Elevated Floor (YIN): No
<br />Total Load per shelf = 125lbs <-assumes (2) shelves per level
<br />WOTt1
<br />SHELF'
<br />DEPTH
<br /># of Levels = 5 Level
<br />Uniform Weight per level = 20.83 psf/shelf
<br />Weight of Unit = 100lbs
<br />Upright Frame anchorage spacing nb width 4 ft (Frames are assumed to be 4'-0" oc
<br />9 P 9(T� )_ )
<br />Shelf depth (ea. side) =,. 18 in Shelf Load / Level
<br />/ Frame
<br />h,= Din
<br />hs= Din
<br />S
<br />h7 = Din
<br />he = 0 in
<br />h6= 21 in 250 lbs
<br />2_
<br />h4 = 21 in 250 lbs
<br />h, = 21 in 250 lbs
<br />i
<br />hz = : 21 in 250 lbs
<br />.c't
<br />h, = 6 in 250 lbs
<br />Total Shelf Height, H, = 90 in Unit Height, H. =
<br />90 in
<br />Unit Base Depth, D = 24 in
<br />Overturning Stability Load cases are per ASCE 7 sect. 15.5.3.E :
<br />0
<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)l
<br />[per RMI sect. 2.6.2, PLR, = 1.01
<br />[per RMI sect. 2.6.2, PLR, =1.01
<br />Seismic (CS)(I,) = 0.023 W. (Cross -Aisle)
<br />Seismic (C,)(I,) = 0.023 W. (Cross -Aisle)
<br />W. = (0.67)(PLRF)((0.67)PL)+DL = 661.1 lbs
<br />Ws = (0.67)(PLRF)((1)PL)+DL = 267.5 lbs
<br />Base Shear, V = C,I^ = 15.3 lbs
<br />Base Shear, V = C,I,W, = 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) Fs= 0.0 lbs @ 0 in (CM)
<br />(Service Loads) Fq= 0.0 lbs
<br />NAM Fs= 0.0 lbs @ 0 in (CM)
<br />F8= 0.0 lbs
<br />(CM) = Product Center of F7= 0.0 lbs @ 0 in (CM)
<br />F7= 0.0 lbs
<br />Mass typically 6 inches Fs= 0.0 lbs @ 0 in (CM)
<br />Fs= 0.0 lbs
<br />above the top of shelf at F5= 3.5 lbs @ 96 in (CM)
<br />Fs = 3.7 lbs @ 96in (CM)
<br />each level. F4 = 2.7 lbs @ 75 in (CM)
<br />F4 = 0.0 lbs
<br />F, = 2.0 lbs @ 54 in (CM)
<br />F, = 0.0 lbs
<br />FZ = 1.2 lbs @ 33 in (CM)
<br />FZ = 0.0 lbs
<br />F1 = 0.4 lbs @ 12 in (CM)
<br />F, = 0.0 lbs
<br />F. = 1.0 lbs @ 45 in (CM)
<br />F = 0.7 lbs @ 45in (CM)
<br />7f; = 15.3 lbs (@ Factored Loads)
<br />Ef, = 6.2 lbs (@ Factored Loads)
<br />Calculate Overturning Moment (Service), MOT = Efih,
<br />Calculate Overturning Moment (Service), MOT =111h,
<br />MoT = 731 in-lbs
<br />MOT = 382 in-lbs
<br />Calculate Resisting Moment (Service), MR,
<br />Calculate Resisting Moment (Service), MRST
<br />MRsT = 11250 in-lbs
<br />MRsT = 4200 in-lbs
<br />Factor of Safety
<br />Factor of Safety
<br />FOS = 15.400
<br />FOS = 10.993
<br />NO UPLIFT - NO ANCHORS REQUIRED
<br />NO UPLIFT - NO ANCHORS REQUIRED
<br />Check Single Frame / Bay Overturning Stability:
<br />MOT (LC#1) = 731 in-lbs MOT (LC#2) = 382 in-lbs
<br />MRsT (LC#1) = 11250 in-Ibs MRsT (LC#2) = 4200 in-lbs
<br />FOS=MRsT / MoT = 15.400 z 1.5 No AB Reqd FOS = MRsT / MOT = 10.993
<br />x 1.5 No AB Regd "' � ""' .. - iwM x 22GA STEEL
<br />r ANCHOR STRAP
<br />-> No Anchors a Re d - No Net Uplift at LC#1 and LC#2
<br />a
<br />= PLcCS STRAP
<br />r E
<br />Base Reactions:
<br />ANOB'-0"oc (MAX) AT
<br />i-- - ':- ;.- INTERIOR FRAMES,
<br />Reactions (Service Loads): LC #1 LC #2
<br />I I a TYP I UNO.
<br />Rn = 5 lbs 2 lbs
<br />. �,.. s,3 .._...... (1) ANCHOR BOLT
<br />n PER STRAP„„.
<br />R = 0lbs (No Uplift) 0 lbs (No Uplift)
<br />,,.,
<br />(- FYP'q U1v0.
<br />Overturning FOS = 15.400 - 1.5 10.993 - 1.5
<br />Sliding Restraint force, RRsT / FOS = 90lbs / 16.812 >= 1.5 OK 37lbs / 17.226 >= 1.5 OK
<br />Reactions (Factored Loads): LC #1 LC #2
<br />Base Shear (Ph) = 15 lbs 6 lbs
<br />Tension Aliowables
<br />Net Uplift (Rw) = 0 lbs 0 lbs;
<br />Steel Strength, (0.75)pN„ = 4239 lbs <--ACI 318-14 Eq 17.4.1.2
<br />Overturning + Gravity (P,) = 665 lbs 202 lbs
<br />Concrete Breakout, (0.75)�N,bn = 636 lbs <--ACI 318-14 Eq 17.4.2.1 a
<br />Pullout Strength, (0.75)pN„= NA <_Act 318-14 Eq 17.4.3.1
<br />Anchor Design fusino "Cracked Concrete" Properties)
<br />LC #1 LC #2
<br />Try: 3/8"0 DeWall 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 />V, = 2500 pat
<br />Shear Ailowables
<br />a, '= pin I <- Eccen. Of Anchor
<br />Steel Strength, +VW = 1449 lbs 4-ACI 318-14 Eq 17.5.1.2c
<br />h„ = 1.33 in 1.5(h,,,) = 2 In
<br />Concrete breakout, �V,w = 1578 lbs <--ACI 318-14 Eq 17.5.2.1 b
<br />C. = 5 in 1.5(c,) = 7.5 in
<br />Concrete pryout, �V,,, = 913 lbs <--ACI 318-14 Eq 17.5.3.1 b
<br />Conc. thickness, t = 4, In
<br />LC #1 LC #2
<br /># of Anchors, n = 1 - anchors per connection
<br />Factored Shear Load (V,) = 15 lbs 6 lbs
<br />Sx = Din
<br />Max shear stress ratio (VSR) = 0.017 OK 0.007 OK
<br />A_ = 0.094 inA2 Combined shear and tension stress ratio (TSR + VSR) = 0.017 < 1.2 OK - LC#1 (controls)
<br />USE: NO UPLIFT - NO ANCHORS REQUIRED
<br />36X - Full Gondola
<br />
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