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DR
<br />CE-9 V
<br />NOV 12 2023 0
<br />CITY OF EVERETT
<br />Permit Services
<br />bimply Supported - I imber Beam Design
<br />Project: 21-0000 PROJECT
<br />Date: 11/3/2023
<br />Page: 1.1
<br />Member Tag: Dbl .loisf V, Span,ft: 14.75 '
<br />Braced,ft: 0.5... Flat Use: N
<br />Repetitive: N Pres Treat: N
<br />Provide: (2) 2 x " 10° `
<br />Grade: Hem -Fir #2 Shear Diagram ♦ Moment Diagram
<br />Distributed Loads Point Loads End Reactions
<br />Unit Weight, Beg. Trib End Trib Start Location, End Location, Load Location , Start End
<br />PSF Width, FT - Width, FT FT FT I RS FT
<br />40
<br />1.33 " : , .
<br />133 ;" .
<br />x, 0" .
<br />, '0 14.75
<br />0 " °
<br />235
<br />392
<br />392
<br />0,:
<br />-
<br />0 :-
<br />a
<br />0
<br />0.
<br />-
<br />.0
<br />0
<br />0,
<br />0
<br />0
<br />0
<br />0
<br />0
<br />0`0
<br />TM,
<br />0
<br />0
<br />0
<br />0
<br />0.-
<br />0 s
<br />0"
<br />0
<br />0
<br />0
<br />0
<br />0
<br />0
<br />T.,tel Z�7 407
<br />18
<br />1.33
<br />1-.33 =
<br />. 0
<br />,14.75 ,
<br />726 `,,
<br />2,75
<br />767
<br />312
<br />U --0
<br />0,.-h
<br />0.
<br />�E
<br />0
<br />0`
<br />0
<br />0
<br />QJ
<br />T-4-1 7C7 131 n
<br />0--
<br />0`
<br />0"_
<br />0 "
<br />0
<br />1210
<br />: 0
<br />1210
<br />0
<br />"
<br />Maximum of Load Combinations
<br />D+L,
<br />Total 1210 0
<br />End Reactions
<br />Defledtion,A 0.50 in
<br />D+L Deflection,A
<br />0.49 in
<br />1977
<br />704
<br />Moment, M 3238 ft-Ibs
<br />D+L Moment, M
<br />3238 ft-Ibs Req'd Bearing Length
<br />Shear, V 1977 Ibs
<br />D+L Shear, V
<br />1151 Ibs
<br />1.63
<br />0.58
<br />*Taken distance'd' from support, subject
<br />to NDS 3.4.3
<br />Hanger
<br />Modified Material Properties
<br />Modifiers
<br />Deflection (in.)
<br />Cd = 1.00 Cd = 1.15
<br />CF 1.10
<br />DDL=
<br />0.278
<br />0L = L/
<br />,;' 360.. `
<br />Bearing Perp '" 405 psi 405 psi
<br />CR 1.00
<br />DLL =
<br />0.219
<br />AT = L/
<br />" . 2'40
<br />Bending, Fb 980 psi 1,127 psi
<br />Cr 105,
<br />DSL =
<br />0.000
<br />Limit
<br />Capacity
<br />Shear, Fv 150 psi 173 psi
<br />CL or Cv 1.00
<br />DSL+LL =
<br />0.219
<br />0.49
<br />44.6%
<br />M. Elasticity, E 1,300,000 1,300,000,11
<br />DTL =
<br />0.497
<br />0.74
<br />67.5%
<br />Required Section Properties
<br />Provided Section Properties Results
<br />Capacity
<br />Area, A 17.19 in'
<br />Area, A
<br />27.75 in'
<br />Satisfactory
<br />62.0%
<br />Section Modulas, S 39.67 in
<br />Section Modulas, S
<br />42.78 in'
<br />Satisfactory
<br />92.7%-
<br />Moment of Inertia, 1 133 inA4
<br />Moment of Inertia, 1
<br />198 inA4
<br />Satisfactory
<br />67.5%
<br />
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