PROBLEM 1 :
THE COMPRESSION GRAVITY LOADS FOR A BUILDING COLUMN HAVE BEEN ESTIMATED WITH THE FOLLOWING LOADS
:
TYPE OF LOAD LOAD UNIT
Dead Load 668 kN
Live Load 1335 kN
Roof Live Load 267 kN
Snow Load 0 kN
Rain Load 0 kN
Compression 312 kN
Wind load
Tension -267 kN
Compression 223 kN
Seismic or Earthquake Load Effects
Tension -178 kN
DETERMINE THE CRITICAL DESIGN LOAD USING THE NSCP 2015 LOAD AND COMBINATION.
COMPUTATION USING EXCEL SOFTWARE :
LOAD COMBINATION RESULT UNIT
U = 1.4D 935.2 kN
U = 1.2D + 1.6L + 0.5Lr 3071.1 kN
U = 1.2D + 1.6L + 0.5(Lr or S or R) U = 1.2D + 1.6L + 0.5S 2937.6 kN
U = 1.2D + 1.6L + 0.5R 2937.6 kN
U = 1.2D + 1.6Lr + 1.0L 2563.8 kN
U = 1.2D + 1.6Lr + 0.5W 1384.8 kN
U = 1.2D + 1.6Lr + 0.5W 1362.3 kN
U = 1.2D + 1.6S + 1.0L 2136.6 kN
U = 1.2D + 1.6(Lr or S or R)+(1.0L or 0.5W) U = 1.2D + 1.6S + 0.5W 957.6 kN
U = 1.2D + 1.6S + 0.5W 935.1 kN
U = 1.2D + 1.6R + 1.0L 2136.6 kN
U = 1.2D + 1.6R + 0.5W 957.6 kN
U = 1.2D + 1.6R + 0.5W 935.1 kN
U = 1.2D + 1.0W + 1.0L + 0.5Lr 2582.1 kN
U = 1.2D + 1.0W + 1.0L + 0.5Lr 2537.1 kN
U = 1.2D + 1.0W + 1.0L + 0.5S 2448.6 kN
U = 1.2D + 1.0W + 1.0L + 0.5(Lr or S or R)
U = 1.2D + 1.0W + 1.0L + 0.5S 2403.6 kN
U = 1.2D + 1.0W + 1.0L + 0.5R 2448.6 kN
U = 1.2D + 1.0W + 1.0L + 0.5R 2403.6 kN
U = 1.2D + 1.0E + 1.0L + 0.2S 2359.8 kN
U = 1.2D + 1.0E + 1.0L
U = 1.2D + 1.0E + 1.0L + 0.2S 1958.8 kN
U = O.9D + 1.0W 913.2 kN
U = O.9D + 1.0W
U = O.9D + 1.0W 868.2 kN
U = 0.9D +1.0E 824.2 kN
U = 0.9D +1.0E
U = 0.9D +1.0E 779.2 kN
CRITICAL DESIGN LOAD 3071.1 kN
FINDINGS/CONCLUSION:
Therefore the resulted critical design load is 3071.1kN
PROBLEM 2 :
A COLUMN IN THE UPPER STOREY OF A BUILDING IS A SUBJECTED TO THE FOLLOWING LOADS :
TYPE OF LOAD
Dead Load
Live Load
Roof Live Load
Snow Load
Rain Load
Compression
Wind load
Tension
Compression
Seismic or Earthquake Load Effects
Tension
ALL LOADS ARE COMPRESSION EXCEPT FOR THE WIND LOAD, WHIC CAN BE EITHER TENSION OR COMPRESSION.
DETERMINE THE CONTROLLING ACI LOAD COMBINATION AND THE CORRESPONDING FACTORED LOAD.
COMPUTATION USING EXCEL SOFTWARE :
LOAD COMBINATION
U = 1.4D
U = 1.2D + 1.6L + 0.5Lr
U = 1.2D + 1.6L + 0.5(Lr or S or R) U = 1.2D + 1.6L + 0.5S
U = 1.2D + 1.6L + 0.5R
U = 1.2D + 1.6Lr + 1.0L
U = 1.2D + 1.6Lr + 0.5W
U = 1.2D + 1.6Lr + 0.5W
U = 1.2D + 1.6S + 1.0L
U = 1.2D + 1.6(Lr or S or R)+(1.0L or 0.5W) U = 1.2D + 1.6S + 0.5W
U = 1.2D + 1.6S + 0.5W
U = 1.2D + 1.6R + 1.0L
U = 1.2D + 1.6R + 0.5W
U = 1.2D + 1.6R + 0.5W
U = 1.2D + 1.0W + 1.0L + 0.5Lr
U = 1.2D + 1.0W + 1.0L + 0.5Lr
U = 1.2D + 1.0W + 1.0L + 0.5S
U = 1.2D + 1.0W + 1.0L + 0.5(Lr or S or R)
U = 1.2D + 1.0W + 1.0L + 0.5S
U = 1.2D + 1.0W + 1.0L + 0.5R
U = 1.2D + 1.0W + 1.0L + 0.5R
U = 1.2D + 1.0E + 1.0L + 0.2S
U = 1.2D + 1.0E + 1.0L
U = 1.2D + 1.0E + 1.0L + 0.2S
U = O.9D + 1.0W
U = O.9D + 1.0W
U = O.9D + 1.0W
U = 0.9D +1.0E
U = 0.9D +1.0E
U = 0.9D +1.0E
CRITICAL DESIGN LOAD
FINDINGS/CONCLUSION:
Therefore the resulted critical design load is 59.2k
PROBLEM 3 :
THE COMPRESSION GRAVITY LOADS FOR A BUILDING COLUMN
:
LOAD UNIT TYPE OF LOAD
26 kips Dead Load
15 kips Live Load
5 kips Roof Live Load
8 kips Snow Load
5 kips Rain Load
8 kips
Wind load
-8 kips
0 kips
Seismic or Earthquake Load Effects
0 kips
COMPRESSION. DETERMINE THE CRITICAL DESIGN LOAD USING THE NSCP
COMPUTATION USING EXCEL SOFTWARE :
LOAD COMBINATION
U = 1.4D
RESULT UNIT
36.4 kips U = 1.2D + 1.6L + 0.5(Lr or S or R)
57.7 kips
59.2 kips
57.7 kips
54.2 kips
43.2 kips
43.2 kips U = 1.2D + 1.6(Lr or S or R)+(1.0L or 0.5W)
59 kips
48 kips
48 kips
54.2 kips
43.2 kips
43.2 kips
56.7 kips
U = 1.2D + 1.0W + 1.0L + 0.5(Lr or S or R)
56.7 kips
58.2 kips
58.2 kips
56.7 kips
U = 1.2D + 1.0E + 1.0L
56.7 kips
46.4 kips
U = O.9D + 1.0W
46.4 kips
31.4 kips
U = 0.9D +1.0E
31.4 kips
23.4 kips
23.4 kips
59.2 kips
FINDINGS/CONCLUSION:
Therefore the resulted critical design load is 690k
COLUMN HAVE BEEN ESTIMATED WITH THE FOLLOWING LOADS
LOAD UNIT
150 kips
300 kips
60 kips
0 kips
0 kips
Compression 70 kips
Tension -60 kips
Compression 50 kips
Tension -40 kips
2015 LOAD AND COMBINATION.
COMBINATION RESULT kips
210 kips
U = 1.2D + 1.6L + 0.5Lr 690 kips
U = 1.2D + 1.6L + 0.5S 660 kips
U = 1.2D + 1.6L + 0.5R 660 kips
U = 1.2D + 1.6Lr + 1.0L 576 kips
U = 1.2D + 1.6Lr + 0.5W 311 kips
U = 1.2D + 1.6Lr + 0.5W 306 kips
U = 1.2D + 1.6S + 1.0L 480 kips
U = 1.2D + 1.6S + 0.5W 215 kips
U = 1.2D + 1.6S + 0.5W 210 kips
U = 1.2D + 1.6R + 1.0L 480 kips
U = 1.2D + 1.6R + 0.5W 215 kips
U = 1.2D + 1.6R + 0.5W 210 kips
U = 1.2D + 1.0W + 1.0L + 0.5Lr 580 kips
U = 1.2D + 1.0W + 1.0L + 0.5Lr 570 kips
U = 1.2D + 1.0W + 1.0L + 0.5S 550 kips
U = 1.2D + 1.0W + 1.0L + 0.5S 540 kips
U = 1.2D + 1.0W + 1.0L + 0.5R 550 kips
U = 1.2D + 1.0W + 1.0L + 0.5R 540 kips
U = 1.2D + 1.0E + 1.0L + 0.2S 530.2 kips
U = 1.2D + 1.0E + 1.0L + 0.2S 440.2 kips
U = O.9D + 1.0W 205 kips
U = O.9D + 1.0W 195 kips
U = 0.9D +1.0E 185 kips
U = 0.9D +1.0E 175 kips
CRITICAL DESIGN LOAD 690 kips
690k
