ABCDEFGHIJKLMNOPQRSTUVWXYZAAABACAD
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PROJECT :
PAGE :
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CLIENT :
DESIGN BY :
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JOB NO. : DATE :
REVIEW BY :
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Wall Pier Design Based on CBC 2001 / IBC 2003 / IBC 2006
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INPUT DATA & DESIGN SUMMARY
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CONCRETE STRENGTH
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fc' =3ksi
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REBAR YIELD STRESS
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fy =60ksi
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WALL PIER LENGTH
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L =5ft
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WALL PIER HEIGHT
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H =12ft
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WALL PIER THICKNESS
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t =10in
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VERTICAL EDGE BARS, As
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2#9
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TRANSVERSE REINFORCEMENT, Av
THE DESIGN IS ADEQUATE.
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2#4@6
in, o.c. (at each face.)
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FACTORED AXIAL LOAD
Pu =60kips
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FACTORED SHEAR FORCE
Vu =60
kips, (in plane)
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ANALYSIS
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CHECK WALL PIER DEFINITION (CBC 2001 1902A / IBC 2003 1908.1.4 / IBC 2006 1908.1.8)
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L / t =6.00
within [2.5 , 6]
&H / L =2.40>2
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[Satisfactory]
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CHECK SHEAR STRENGTH (SEC 1921.6.13.2, 1921.4.51, & 1921.3.4.2 / IBC 2003 1908.1.4 / IBC 2006 1908.1.11)
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Ve = (Mpr, left, top + Mpr, right,bot) / H + Vu =
175.1kips
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<
8f(fc')0.5bd =
216.7kips
[Satisfactory]
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<
f[Vc + Avfyd/s ] =
197.8kips
[Satisfactory]
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whered =58.19in
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rleft =0.003>
rmin=MIN[3(fc')0.5/fy, 200/fy ]=
0.003
[Satisfactory]
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rright =0.003>rmin =0.003
[Satisfactory]
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Mpr, left, top = rleft bd2fy (1.25 - 0.919rleft fy/fc') =
691ft-kips
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Mpr, right ,bot = rright bd2fy (1.25 - 0.919rright fy/fc') =
691ft-kips
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f =0.85
(Sec 1909.3.2.3)
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Av = 0.4in2
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Vc = 2(fc')0.5bd =
0.0
kips, (Per Sec 1921.3.4.2, Vc = 0, if (Ve -Vu) ≥ 50% Ve AND Pu < Ag fc' / 20 )
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