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PROJECT NO:
<br />SHEET NO: ]0':
<br />1935000706
<br />4
<br />•13 °
<br />BU'RKHOLDER
<br />JBAJOHNSTON
<br />PROJECTNAME:
<br />AsSOCIATES
<br />#0706 - Zephyrhills, FL
<br />MADE BY:
<br />DATE.MAV
<br />consulting structural engineers
<br />03/26/19
<br />930 C4'NTRAL - KANSAS CITY, MO 64105
<br />CHECKED BY:
<br />DATE:
<br />816,421.4200 - WWW.)13AENGR.00M
<br />Shelving / Single Sided 90" Tall "X"5 Level
<br />24X
<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 />WOrl"`
<br />Total Load per shelf = 150lbs
<br /># of Levels = Wall 5 Level
<br />Uniform Weight per level = 18.75 psf/shelf
<br />Weight of Unit = 100 lbs
<br />Anchorage spacing/Trib width = 8 ft
<br />(Frames are assumed to be 4'-O' oc )
<br />Shelf depth = 24 in
<br />h,= Din
<br />Shelf Load / Level
<br />h,= Din
<br />hT = Din
<br />he= Din
<br />h,= 21 in
<br />300 lbs
<br />h, = 21 in
<br />300 lbs
<br />h3 = 21 In
<br />300 lbs
<br />h2= 21 in
<br />300 lbs
<br />h, = 6 in
<br />300 lbs
<br />Total Shelf Height, H, = 90 in
<br />Unit Height, Hp = 90 in
<br />Unit Base Depth, D = 15 in
<br />ci
<br />Cs
<br />Overturning Stability Load cases are per ASCE 7 sect. 15.5.3.E :
<br />Load Case V [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 (C,)(Ip) = 0.023 W, (Cross -Aisle)
<br />Seismic (C,)(Ip) = 0.023 W, (Cross -Aisle)
<br />W. = (0.67)(PLRF)((0.67)PL)+DL = 773.4 lbs
<br />W. = (0.67)(PLRF)(0 )PL)+DL = 301.0 lbs
<br />Base Shear, V = C,IpW, = 17.9 lbs
<br />Base Shear, V = C,IpW, = 7.0 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) F.= 0.0 lbs
<br />Note: F3= 0.0 lbs @ 0 in (CM)
<br />F.= 0.0 lbs
<br />(CM) = Product Center of F7= 0.0 lbs @ 0 in (CM)
<br />FT= 0.0 lbs
<br />Mass typically 6 inches F6= 0.0 lbs @ 0 in (CM)
<br />F.= 0.0 lbs
<br />above the top of shelf at F5= 4.1 lbs @ 96 in (CM)
<br />Fs = 4.2 lbs @ 96in (CM)
<br />each level. F4 = 3.2 lbs @ 75 in (CM)
<br />F4 = 0.0 lbs
<br />F3 = 2.3 lbs @ 54 in (CM)
<br />F3 = 0.0 lbs
<br />F2 = 1.4 lbs @ 33 in (CM)
<br />F2 = 0.0 lbs
<br />F, = 0.5 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 />If, = 17.9 lbs (@ Factored Loads)
<br />If, = 7.0 lbs (@ Factored Loads)
<br />Calculate Overturning Moment (Service), MOT = Ffh;
<br />Calculate Overturning Moment (Service), MOT = Efhi
<br />MOT = 859 in-lbs
<br />MOT = 436 in-lbs
<br />Calculate Resisting Moment (Service), MRST
<br />Calculate Resisting Moment (Service), MR,
<br />MR, = 8250 in-lbs
<br />MRST = 3000 in-lbs
<br />Factor of Safety
<br />Factor of Safety
<br />FOS = 9.605
<br />FOS = 6.887
<br />NO UPLIFT - NO ANCHORS REQUIRED
<br />NO UPLIFT - NO ANCHORS REQUIRED
<br />Base Reactions:
<br />Reactions (Service Loads): LC #1
<br />LC #2 T%v x 22GA STEEL
<br />i ANCHOR STRAP
<br />Rh= 6lbs
<br />2lbs 3J""
<br />PLACE STRAP AT
<br />R = 0lbs (No Uplift)
<br />0 lbs (No Uplift) 14tip
<br />EACH END FRAME
<br />Overturning FOS = 9.605 >=1.5
<br />6.887 >= 1.5 ? n
<br />- - - -
<br />AND 8.0-oc (MAX) AT
<br />INTERIOR FRAMES.
<br />Sliding Restraint force, RRST / FOS = 111lbs / 17.674 >= 1.5 OK
<br />45lbs / 18.364 >= 1.5 OK
<br />i `�
<br />TYPIUNC>.
<br />Reactions (Factored Loads): LC #1
<br />�,
<br />LC #2 m c c_}
<br />t301T
<br />Base Shear (Ruh) = 18 lbs
<br /><
<br />7 lbs J
<br />P E R STRAP,
<br />PER STRAP,
<br />Net Uplift (Rp„) = 0 Ibs
<br />._
<br />0 Ibs -••-
<br />TYP J UNO.
<br />Overturning + Gravity (Pp) = 829 lbs
<br />252 lbs Ii . 5 h , ] i) f
<br />j
<br />Tension Allowables
<br />Anchor Design (using "Cracked Concrete" Properties)
<br />Steel Strength, (0.75)�N„ = 4239 lbs
<br /><-ACI 318-14 Eq 17.4.1.2
<br />Try: 3/870DeWalt Screw Bolt+'- Anchor - 2" embed.
<br />Concrete Breakout, (0.75)aN,a,= 636lbs
<br /><--ACI 318-14 Eq 17.4.2.1a
<br />Embedment = 2 in
<br />Pullout Strength, (0.754Np = NA
<br /><-ACI 318-14 Eq 17.4.3.1
<br />V, = 2500"psi
<br />LC #1
<br />LC #2
<br />en '= Din <- Eccen. Of Anchor
<br />Factored Tension Load (N) = 0 lbs
<br />0 lbs
<br />h,, = 1.33 in 1.5(h,,) = 2 in
<br />max tension stress ratio (TSR) = 0.000 OK
<br />0.000 OK
<br />c, = 5 In 1.5(c,) = 7.5 in
<br />Shear Allowables
<br />Conc. thickness, t= 4In
<br />Steel Strength, +V„= 1449Ibs <-ACI 318-14
<br />Eq 17.5A.2c
<br /># of Anchors, n = ' 1 anchors per connection
<br />Concrete breakout, �Vpp,= 1578 lbs <_ACI 318-14
<br />Eq 17.5.2.1 b
<br />Sx= Din
<br />Concrete pryout,+V.= 913lbs <-ACI318-14Eg17.5.3.1b
<br />A„ = 0.094 InA2
<br />LC #1
<br />LC #2
<br />Factored Shear Load (Vp) = 18 lbs
<br />7 lbs
<br />Max shear stress ratio (VSR) = 0.020 OK
<br />0.008 OK
<br />Combined shear and tension stress ratio (TSR + VSR) = 0.020 < 1.2 OK - LC#1 (controls)
<br />USE: NO UPLIFT - USE (1) 3/8"0 DeWalt Screw Bolt+ Anchor - 2" embed. ICC REPORT #ESR-3889
<br />24X - Half Gondola
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