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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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Basement Column Supporting Lateral Resisting Frame Based on CBC 2001/ ACI 318-05
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INPUT DATA & DESIGN SUMMARY
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CONCRETE STRENGTH
fc' =4.5ksi
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REBAR YIELD STRESS
fy =60ksi
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COLUMN CLEAR HEIGHT
h =14ft
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COLUMN SIZE
c1 =24in
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c2 =24in
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AMPLIFICATION FACTOR (Tab 16-N)
W0 =2.2
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DESIGN LEVEL BASEMENT DISPLACEMENTDS =0in
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LOADS, ASD (ft-kips, kips)
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PVMPground
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DL225157.5
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LL27090
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E / 1.4-333.31310.1
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( - P for uplift)
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LONGITUDINAL REINFORCING
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SECTIONTOPBOTTOM
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LEFT5#105#10
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( d =21.37in )( d =21.37in )
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( 1 Layer)( 1 Layer)
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RIGHT5#105#10
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( d =21.37in )( d =21.37in )
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( 1 Layer)( 1 Layer)
THE COLUMN DESIGN IS ADEQUATE.
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TRANSVERSE REINFORCEMENT FOR CONFINEMENT
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4Legs #4@5
in, o.c., full height (ACI 318-05 4.4.5 / CBC 1921.4.4.5)
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ANALYSIS
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DESIGN CRITERIA
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1.
Since the column supported reaction from lateral resisting frame, CBC 1633.2.4 &1921.4.4.5 apply.
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2.
Since the column is not part of the lateral force resisting system, CBC 1921.7 apply.
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3.
Since the transverse reinforcement required 12" at least into footing per CBC 1921.4.4.5,
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a condition of pinned top & fixed bottom should be used.
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DESIGN LOADS AT TOP OF COLUMN
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U1 = 1.2 D + f1 L +1.0 W0 Eh
, (CBC 1630.8.2.1, 12-17 & 30-2)
U2 = 0.9 D ± 1.0 W0 Eh
, (CBC 1630.8.2.1, 12-18 & 30-2)
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Pu =-432.6kipsMu =0.3ft-kipsPu =-682.3kipsMu =0.3ft-kips
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Vu =403.5kipsf1 =0.5Vu =403.5kips
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U3 = 1.4 D + 1.7 L
, (CBC 1909.2.1)
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Pu =994.5kipsMu =0.0ft-kips
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Vu =0.0kips
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CHECK CAPACITY SUBJECTED TO BENDING AND AXIAL LOAD
2.2
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LOADINGU1,topU1,botU2,topU2,botU3,topU3,bot
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Pu (kips)-432.6-422.5-682.3-674.8994.51006.3
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Mu (ft-kips)0.30.20.30.20.00.0
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dns = Cm/[1-Pu/(0.75Pc)]
1.0001.0001.0001.0001.1681.170
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dnsMu (ft-kips)
0.30.20.30.20.00.0
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fMn (ft-kips) @ Pu
498.1822.4822.4822.4822.3822.3
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where
EI = 0.4EcIg / (1+bd) = 0.25 EcIg
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Pc = p2EI / (kLu)2
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SUMMARY OF LOAD VERSUS MOMENT CAPACITIES (for ACI 318-05 10.2 & 10.3 only)
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CAPACITYf Pn (kips)
f Mn (ft-kips)
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AT AXIAL LOAD ONLY
17390
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AT MAXIMUM LOAD
1739281
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AT 0 % TENSION
1384487
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AT 25 % TENSION
1148580
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AT 50 % TENSION
941648
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AT e t = 0.002
605743
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AT BALANCED CONDITION
585751
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AT e t = 0.005
258943
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AT FLEXURE ONLY
0822
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AT TENSION ONLY
-10970
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f Pn (kips)(cont'd)
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f Mn (ft-kips)
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All load points to be within capacity diagram.
[Satisfactory]
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DETERMINE INDUCED MOMENT IN THE COLUMN
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213.9712067ft-kips