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<br /> PROJECT: Cross Dock
<br /> Cr; FOR: Tuff Shed_Jeffery Beag
<br /> � - \;40'0P k' v ADDRESS: 6501 Rainier Dr.,
<br /> Everett,WA
<br /> ,; SHEET#: 8
<br /> MATERIAL HANDLI IN`*„RING CALCULATED BY: tchang
<br /> EST.'sss DATE: 6/11/2024
<br /> TEL:(909)869-0989 PN: 20240523 5
<br /> 1130 E.CYPRESS ST,COVINA,CA 91724
<br /> LRFD Basic Load Combinations:Type 144"
<br /> 2021 IBC&RMI/ANSI MH 16.1
<br /> V Troos=1,105 lbs MTr=, =E(fTr-•hY)=89,934 in-lbs (3 =0.7
<br /> V Long=372 lbs ET =M /frame depth=1,873 lbs li = 1.0(Uplift combination only)
<br /> P =Product Load/2=3,600 lbs p = 1
<br /> D =Dead Load•0.5=100 lbs SD, =.88
<br /> L=Live Load=0 lbs S=Snow Load=0 lbs R=Rain Load=0 lbs
<br /> Lr=Live Roof Load=0 lbs W=Wind Load=0 lbs
<br /> Basic Load Combinations
<br /> 1.Dead Load = 1.4 D+ 1.2 P
<br /> =(1.4.100)+(1.2.3,600)=4,460 lbs
<br /> 2.GravityLoad = 1.2D+ 1.4P+ 1.6L+0.5(LrorSorR)
<br /> =(1.2 100)+(1.4.3,600)+(1.6.0)+(0.5 0)=5,160 lbs
<br /> 3.Snow/Rain = 1.2D+0.85P+(0.5L or 0.5W)+ 1.6(Lr or S or R)
<br /> =(1.2.100)+(0.85.3,600)+(0.5.0)+(1.6.0)=3,180 lbs
<br /> 4.Wind Load = 1.2D+0.85P+0.5L+ 1.0W+0.5(L,or S or R)
<br /> =(1.2.100)+(0.85.3,600)+(0.5.0)+(1.0.0)+(0.5 0)=3,180 lbs
<br /> 5A.Seismic Load (Transverse)=(1.2+0.2SDS)D+(1.2+0.2SDS)RP+0.5L+pETr,as+0.2S
<br /> =(1.2+0.2•.88)•100+(1.2+0.2•.88)•0.7.3,600+0.5.0+1.1,873+0.2.0=5,4781bs
<br /> 5B.Seismic Load (Longitudinal)=(1.2+0.2SDS)D+(1.2+0.2SDS)(3P+0.5L+pELong+0.2S
<br /> =(1.2+0.2•.88)•100+(1.2+0.2•.88)•0.7.3,600+0.5.0+ 1 0+0.2.0=3,605lbs
<br /> 6.Wind Uplift =0.9D+0.9Pepp+ 1.0W
<br /> =0.9.100+0.9.3,600+ 1.0.0=90lbs
<br /> 7.Seismic Uplift =(0.9-0.2SDS)D+(0.9-0.2SDS)0P,P,,-pET,,ns
<br /> =(0.9-0.2•.88)•100+(0.9-0.2•.88)•1.3,600- 1.1,873=805 lbs
<br /> For a single beam,D=48 lbs P=1,800 lbs I=225 lbs
<br /> See Base Plate tension Analysis for Over-Strength factor application.
<br /> 8.Product/Live/Impact = 1.2D+ 1.6L+0.5(SorR)+1.4P+1.4I
<br /> (1.2.48)+(1.6.0)+(0.5.0)+(1.4.1,800)+(1.4.225)=2,8921bs
<br /> ASD Load Combinations for Slab Analysis
<br /> 1. (1 +0.105S'DS)D+0.75((1.4+0,14SDS)RP+0.7pE)
<br /> =(1 +0.105•.88)•100+0.75((1.4+0.14•.88)•0.7.3,600+0.7.1.1,873)=3,971lbs
<br /> 2. (1 +0.14SDS)D+(0.85+0.14SDS)RP+0.7pE
<br /> =(1 +0.14•.88)•100+(0.85+0.14•.88)•0.7.3,600+0.7.1.1,873=3,876lbs
<br /> 3. D+P
<br /> = 100+3,600=3,700 lbs
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