column capacity assessment
TRANSCRIPT
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7/22/2019 Column Capacity Assessment
1/5
TEST COLUMN ID: C1
No. of Floor = 6Slab thickness = 5 "
Beam Size = 10 " x 18 "
Column Size = 18 " x 18 "
Area covered. = 20 ' x 15 ' = 300 sft
Beam Length = 20 ' + 15 ' = 35 ft
Column height = = 10 ft
DEAD LOAD
Self wt. of slab =
Self wt. of Beam =
Self wt. of Column =
Floor Finish =
Partition wall =
Total DL(area load) =
LIVE LOAD
Service Live Load = (As per BNBC 93:2.3.3 table 6.2.3)
= 6 ( 300 x 0.118 + 0.338 x 10 ) + 7 x 0.188 x 35 = 277.7 kip
= 6 ( 300 x 0.080 ) = 144 kip
= PDL+PLL =
= 1.2PDL+1.6PLL =
Ultimate capacity of Existing ColumnPu = 0.80( 0.85f'c(Ag Ast) + fy Ast)
= 324 in2
= 12.2 in2
(16-25mm)
= 60 ksi= 3.32 ksi
= 0.65
Pu = 0.80( 0.85f'c(Ag Ast) + fy Ast)
= 837 kip
Pu = 837 kip > kip "ok"564
CAPACITY ASSESMENT OF TEST COLUMN
COLUMN AREA ,Ag
Area of Steel,As
fyf'c
TOTAL SERVICE LOAD, P
TOTAL FACTORED LOAD, Pu
421.7
563.6
kip
kip
0.08 ksf
ksf0.118
TOTAL DEAD LOAD,PDL
TOTAL LIVE LOAD,PLL
0.063
0.188
0.338
0.030
0.025
ksf
k/ft
k/ft
ksf
ksf
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7/22/2019 Column Capacity Assessment
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TEST COLUMN ID: C2
No. of Floor = 6Slab thickness = 5 "
Beam Size = 10 " x 21 "
Column Size = 16 " x 16 "
Area covered. = 10 ' x 20 ' = 200 sft
Beam Length = 10 ' + 20 ' = 30 ft
Column height = = 10 ft
DEAD LOAD
Self wt. of slab =
Self wt. of Beam =
Self wt. of Column =
Floor Finish =
Partition wall =Total DL(area load) =
LIVE LOAD
Service Live Load = (As per BNBC 93:2.3.3 table 6.2.3)
= 6 ( 200 x 0.118 + 0.267 x 10 ) + 7 x 0.219 x 30 = 202.9 kip
= 6 ( 200 x 0.080 ) = 96 kip
= PDL+PLL =
= 1.2PDL+1.6PLL =
Ultimate capacity of Existing Column
Pu = 0.80( 0.85f'c(Ag Ast) + fy Ast)
= 256 in2
= 3.88 in2
(8-20mm)
= 60 ksi
= 3 ksi
= 0.65
Pu = 0.80( 0.85f'c(Ag Ast) + fy Ast)
= 455 kip
Pu = 455 kip > kip "ok"397
fy
f'c
kip
TOTAL FACTORED LOAD, Pu 397.1 kip
COLUMN AREA ,Ag
Area of Steel,As
0.08 ksf
TOTAL DEAD LOAD,PDL
TOTAL LIVE LOAD,PLL
TOTAL SERVICE LOAD, P 298.9
0.030 ksf
0.025 ksf0.118 ksf
CAPACITY ASSESMENT OF TEST COLUMN
0.063 ksf
0.219 k/ft
0.267 k/ft
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7/22/2019 Column Capacity Assessment
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TEST COLUMN ID: C3
No. of Floor = 6Slab thickness = 5 "
Beam Size = 10 " x 20 "
Column Size = 18 " x 18 "
Area covered. = 16 ' x 20 ' = 320 sft
Beam Length = 16 ' + 20 ' = 36 ft
Column height = = 10 ft
DEAD LOAD
Self wt. of slab =
Self wt. of Beam =
Self wt. of Column =
Floor Finish =
Partition wall =Total DL(area load) =
LIVE LOAD
Service Live Load = (As per BNBC 93:2.3.3 table 6.2.3)
= 6 ( 320 x 0.118 + 0.338 x 10 ) + 7 x 0.208 x 36 = 298.4 kip
= 6 ( 320 x 0.080 ) = 153.6 kip
= PDL+PLL =
= 1.2PDL+1.6PLL =
Ultimate capacity of Existing Column
Pu = 0.80( 0.85f'c(Ag Ast) + fy Ast)
= 324 in2
= 4.85 in2
(10-20mm)
= 60 ksi
= 2.93 ksi
= 0.65
Pu = 0.80( 0.85f'c(Ag Ast) + fy Ast)
= 565 kip
Pu = 565 kip < kip " not ok"604
COLUMN AREA ,Ag
Area of Steel,As
fy
f'c
TOTAL SERVICE LOAD, P 452 kip
TOTAL FACTORED LOAD, Pu 603.8 kip
0.118 ksf
0.08 ksf
TOTAL DEAD LOAD,PDL
TOTAL LIVE LOAD,PLL
0.338 k/ft
0.030 ksf
0.025 ksf
CAPACITY ASSESMENT OF TEST COLUMN
0.063 ksf
0.208 k/ft
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7/22/2019 Column Capacity Assessment
4/5
TEST COLUMN ID: C4
No. of Floor = 6Slab thickness = 5 "
Beam Size = 10 " x 21 "
Column Size = 15 " x 15 "
Area covered. = 16 ' x 16 ' = 256 sft
Beam Length = 16 ' + 16 ' = 32 ft
Column height = = 10 ft
DEAD LOAD
Self wt. of slab =
Self wt. of Beam =
Self wt. of Column =
Floor Finish =
Partition wall =Total DL(area load) =
LIVE LOAD
Service Live Load = (As per BNBC 93:2.3.3 table 6.2.3)
= 6 ( 256 x 0.118 + 0.234 x 10 ) + 7 x 0.219 x 32 = 243.5 kip
= 6 ( 256 x 0.080 ) = 122.9 kip
= PDL+PLL =
= 1.2PDL+1.6PLL =
Ultimate capacity of Existing Column
Pu = 0.80( 0.85f'c(Ag Ast) + fy Ast)
= 225 in2
= 4.8 in2
(8-22mm)
= 60 ksi
= 3.32 ksi
= 0.65
Pu = 0.80( 0.85f'c(Ag Ast) + fy Ast)
= 473 kip
Pu = 473 kip < kip " not ok"
COLUMN AREA ,Ag
Area of Steel,As
fy
f'c
489
TOTAL DEAD LOAD,PDL
TOTAL LIVE LOAD,PLL
TOTAL SERVICE LOAD, P 366.4 kip
TOTAL FACTORED LOAD, Pu 488.9 kip
0.025 ksf0.118 ksf
0.08 ksf
0.219 k/ft
0.234 k/ft
0.030 ksf
CAPACITY ASSESMENT OF TEST COLUMN
0.063 ksf
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7/22/2019 Column Capacity Assessment
5/5
TEST COLUMN ID: C5
No. of Floor = 6Slab thickness = 5 "
Beam Size = 10 " x 16 "
Column Size = 10 " x 15 "
Area covered. = 14 ' x 15 ' = 210 sft
Beam Length = 14 ' + 15 ' = 29 ft
Column height = = 10 ft
DEAD LOAD
Self wt. of slab =
Self wt. of Beam =
Self wt. of Column =
Floor Finish =
Partition wall =Total DL(area load) =
LIVE LOAD
Service Live Load = (As per BNBC 93:2.3.3 table 6.2.3)
= 6 ( 210 x 0.103 + 0.156 x 10 ) + 7 x 0.167 x 29 = 172.4 kip
= 6 ( 210 x 0.080 ) = 100.8 kip
= PDL+PLL =
= 1.2PDL+1.6PLL =
Ultimate capacity of Existing Column
Pu = 0.80( 0.85f'c(Ag Ast) + fy Ast)
= 150 in2
= 4.85 in2
(10-20mm)
= 60 ksi
= 2.92 ksi
= 0.65
Pu = 0.80( 0.85f'c(Ag Ast) + fy Ast)
= 339 kip
Pu = 339 kip < kip " not ok"
COLUMN AREA ,Ag
Area of Steel,As
fy
f'c
368
TOTAL DEAD LOAD,PDL
TOTAL LIVE LOAD,PLL
TOTAL SERVICE LOAD, P 273.2 kip
TOTAL FACTORED LOAD, Pu 368.1 kip
0.025 ksf0.103 ksf
0.08 ksf
0.167 k/ft
0.156 k/ft
0.015 ksf
CAPACITY ASSESMENT OF TEST COLUMN
0.063 ksf