cancer hospital calculations check
TRANSCRIPT
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1.9006175
0.1096175
0.5590493
2.3500493
6.8151431
5.1939
67.5
9
59.58156 62.85519
8.1063347 8.2163647
12.76
120.06
42.241603
5.7471569
4.32
6.8693333
6.7626667
30.933492
12.666148
63.572725
17.730265 plus increasing B7 to B6 triangle brickload 1.621243 0.211927
45.774101 plus 1.4 X increasing B7 to B6 triangle brickload
subframe moment distribution
BEAM 11 BEAM 10
1.6Q+1.4G 1.0G
Joint A B
AD AB AE BA BF BC BG CB
DFs 0.337 0.211 0.452 0.174 0.278 0.174 0.373 0.318
FEMs 286.1965 -286.196 91.119 -89.569
-96.378 -60.397 -129.422 -64.711
22.635 45.270 72.240 45.270 97.008 48.504
6.533 13.066
-0.569 -1.138 -1.817 -1.138 -2.440 -1.220
-7.431 -4.657 -9.978 -4.989
0.435 0.869 1.387 0.869 1.863 0.932
0.046 0.092
-0.004 -0.008 -0.013 -0.008 -0.017 -0.009
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-0.145 -0.091 -0.195 -0.097
0.008 0.017 0.027 0.017 0.036 0.018
-0.002 -0.003
0.000 0.000 0.000 0.000 0.001 0.000
-0.003 -0.002 -0.004 -0.002
0.000 0.001 0.000 0.001 0.000
0.000
-103.957 221.050 -117.094 -310.985 71.826 136.130 103.029 -28.188
Reactions 221.3937 245.86579 86.06245 55.77533
x at Mmax 3.482527 3.619359
Mmax 164.4546 17.94072
BEAM 8 BEAM 13
DLs 4.32 DLs 4.32
8.294328 8.2908
5.1939 5.556635
17.808 12.76
30.927
LL 12.95989
LL 12.95438
Design load 45.66734
Design load 64.02541
FEM 214.0657
Reactions 171.2525 FEM 300.1191
Mmax 107.0328 Reactions 240.0953
Mmax 150.0596
subframe moment distribution BEAM 9 & 12
BEAM 9 BEAM 12
SW 4.32 4.32
0.446667 floor 9.35423 8.3798313 8.476031 6.780825 0.468
0.446667 Partition 5.680781
5.1939 0.911287 Wall varies 12.76
LL 14.61598 13.2438
LOAD CASE 1
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1.6LL+1.4DL 1.0DL
LOADS triangular 1.275802
49.80096 6.048 17.08
FEMs 29.49534 6.470457 3.731693 11.55439 19.4481 1.845441
29.49534 3.362117 2.100837 3.763475 19.4481 3.741698
Joint A BAD AB BA BE BF BC
DFs 0.6818182 0.318182 0.171016 0.2915047 0.366463 0.171016
FEMs 51.25188 -38.72177 79.97431
-34.944462 -16.30742 -8.153708
-2.830217 -5.660434 -9.6484667 -12.1295 -5.66043
8.86781
-0.758269 -1.516538 -2.5850084 -3.24972 -1.51654
2.446695 1.141791 0.570896
-0.048816 -0.097632 -0.1664187 -0.20921 -0.09763
0.083249
-0.007118 -0.014237 -0.0242676 -0.03051 -0.01424
0.0381373 0.017797 0.008899
-0.000761 -0.001522 -0.002594 -0.00326 -0.00152
0.000813
-6.95E-05 -0.000139 -0.0002369 -0.0003 -0.00014
0.0005662 0.000264
-32.459 32.459 -53.58619 -12.426992 -15.6225 81.636
Reactions 161.9204 80.13432 78.7048
x at Mmax 3.220457 4.110381 3.239619
Mmax 229.0956 95.03428
BEAM 1,2,3 & 4 ANALYSIS
BEAM 1 BEAM2,3 & 4
LOADS
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Water tank 3.3354 3.3354
Hardstand 0.7965 0.7965
Floor 9 9 5250
SW 4.32 4.32 2625
Wall 9.57 2400
27.0219 17.4519 1200
5250LL 3.75 3.75 2625
design load 43.83066 30.43266
FEM 205.4562 142.6531
Reaction 164.365 114.1225
midspan 102.7281 71.32655
DESIGN
BEAM 11 BEAM 10 BEAM 9
Sag moment 164.45455 117.4281 229.0956
Hog moment 333.635 232.055 60.188
Interior 8.941452
K 0.0590878 weighted average for d 0.042 0.083028556.0585
z 516.8151 527.518 496.7648
As 728.16412 509.394 1055.321
854 = 2Y20 +2Y12 628 = 2Y20 1208 = 2Y25+2Y1
Support
K 0.1224581 29.53544 0.084101 22.567881 0.021555
550.2323 553.71606
z 460.81631 495.9326 543.3238
As 1656.7687 1070.747 253.4952
1834 = 2Y32 +2Y12 1208 = 2Y12 +2Y25 402 = 2Y16
PLANT ROOM SLAB YIELD LINE DESIGN
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Slab approached by lift shaft
Design load 18.72 kN/m2 assume 0.2m depth
E 67.7508 D 1.7029703 x m100.62 3.4883721
58.4766 6.24489825.6074 1.4626866
E 252.4548 D 12.898927
m = 19.57177
K 0.023253
z 163.0544
As 3897.288 minimum pitch 75, 100 for laps
y25@125=3975
deflection check
basic actual 26
provided 37.5
fs 253.622
M/bd2 0.69759 1.96048
1.700368
1.44144
tension mod. 1.700368
allowable span/d 44.20958 ok
Slab on stairway approach
1429.254 1.097015
2080.746 3.266866
E 21.4368 D 1.9088319 x m3.19 4.3880597
15.51521 3.90625
11.90867 1.8506024
5.903881
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17.73177
49.72032
36.68652
76.8222
89.856
E 328.7714 D 12.053744
m = 27.27546
K 0.032406
z 161.2346
As 5132.714 minimum pitch 75, 100 for laps
y32@150=5362
Plant Room 2 Plant Room
design load 9.12
E 11.4912 D 5.8044444 x m19.9044 6.5454545
7.524 2.8086022
7.524 4.2857143
6.0192
15.5496
15.5496
41.13576
90.7884
23.74848
23.74848
9.19296
11.4912
E 239.2346 D 19.444215
m = 12.30364
K 0.014618
z 164.7338
As 3655.549 minimum pitch 75, 100 for laps
y25@125=3927
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Roof slabs on Plant room 1 & 2
thickness 175mm
Live load 0.75
Design load 7.08
Main steel
E 55.755 D 1.12 x m55.755 1.12
E 111.51 D 2.24
m = 49.78125
K 0.076791
z 133.1532
855.5253
As 941.0779 minimum pitch 75, 100 for laps
y20@125=2513
2513
deflection check
basic actual 20
provided 51.02041
fs 94.9105
M/bd2
2.303728 1.5479935
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2
1.3701426
tension mod. 2
allowable span/d 40 not ok
y20@125 on top 2513
100A's/bd 1.436
factor 1.31976
allowable span/d 52.7904 ok
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BEAM 11 BEAM 10
1.0G 1.6Q+1.4G
C A B
CH AD AB AE BA BF BC BG
0.682 0.337 0.211 0.452 0.174 0.278 0.174 0.373
139.259 -139.259 212.581
-46.896 -29.388 -62.975 -31.487
-3.645 -7.290 -11.633 -7.290 -15.621
27.999 33.336
-2.905 -5.809 -9.270 -5.809 -12.448
2.206 1.382 2.962 1.481
-0.129 -0.258 -0.412 -0.258 -0.553
0.197 1.034
-0.090 -0.180 -0.288 -0.180 -0.386
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0.074 0.046 0.099 0.050
-0.004 -0.009 -0.014 -0.009 -0.019
-0.007 0.032
-0.003 -0.006 -0.009 -0.006 -0.012
0.002 0.002 0.003 0.002
0.000 0.000 0.000 0.000 -0.001
0.000
28.188 -44.614 111.300 -66.686 -182.766 -21.625 199.029 5.362
103.9574 123.4038 185.9635
3.360675 3.424794
63.38303 117.4281
BEAM 14
DLs 4.32
7.3361194 12.51816 35.28 37.32
4.917 12.6025 4.65125
21.755
LL 11.462687 19.55963 2.45
3.35
Design load 41.542375 48.79723
FEM 36.42136 52.30798
Reactions 64.22431 204.7775
x at Mmax 5.070607
Mmax 196.4345
2.10524
0.1096175
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1.0DL
LOADS triangular 0.911287
31.236812 18.86813 4.32
1.2368463 57.443925 FEMs 21.0681 4.621755 2.665495
2.5077498 57.443925 21.0681 2.401512 1.500598
C Joint ACB CG CH AD AB BA
0.206296 0.351641 0.442063 DFs 0.681818 0.318182 0.171016
-83.14147 FEMs 28.35535 -24.9702
-19.3332 -9.02216 -4.51108
-2.830217 -7.44744 -14.8949
17.73562 30.23117 38.0049
-0.758269 -1.17482 -2.34964
5.878813 2.743446 1.371723
-0.048816 -0.11729 -0.23459
0.1664985 0.2838043 0.356783 -4.78841
-0.007118 -0.0114 -0.02279
0.087743 0.040947 0.020473
-0.000761 -0.00175 -0.0035
0.0016255 0.0027707 0.003483
-0.00012 -0.00023
0.001273 0.000594
-68.88291 30.518 38.365 -13.365 13.365 -45.5947
101.19536 Reactions 57.24109 38.31836
from left x at Mmax 2.983747
Mmax 72.50023
14.156812
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BEAM 12 BEAM 1 BEAM 2,3 & 4
211.79054 102.7281 71.32655
115.832 205.456 142.653
0.0770903 552.5 0.037056 0.025545
500.23009 531.1213 540.7146
968.84722 442.6028 301.8573
2 982 = 2Y25 628 = 2Y20 402 = 2Y16
0.041783 0.074785 0.051458
527.91169 501.9691 521.2104
502.09455 936.6145 626.3062
628 = 2Y20 982 = 2Y25 628 = 2Y20
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BEAM 11
1.6Q+1.4G
C A B
CB CH AD AB AE BA BF BC
0.318 0.682 0.337 0.211 0.452 0.174 0.278 0.174
-201.728 286.196 -286.1965 212.581
-96.378 -60.397 -129.422 -64.711
-7.811 12.052 24.105 38.465 24.105
66.672 142.868
-6.224 -2.438 -4.877 -7.782 -4.877
-3.238 -2.029 -4.348 -2.174
-0.276 0.189 0.379 0.604 0.379
2.068 4.432
-0.193 -0.067 -0.134 -0.213 -0.134
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-0.041 -0.026 -0.055 -0.028
-0.009 0.002 0.005 0.008 0.005
0.064 0.138
-0.006 -0.002 -0.004 -0.006 -0.004
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000
0.002 0.004
-147.442 147.442 -99.657 223.745 -124.088 -333.635 31.076 232.055
170.4097 218.6788 248.5808 193.4344
3.439820501
161.7020927
6.048
28.35
5.050.673333
0.553333 0
8.071361 23.95798 0
-88.5022
0 7.5
-36.4214
LOAD CASE 2
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1.6LL+1.4DL
LOADS
23.912 64.92161
27.22734 7.197221 1.731585 80.421495 FEMs
27.22734 14.59262 3.51085 80.421495
B C JointBE BF BC CB CG CH
0.291505 0.366463 0.171016 0.206296 0.351640991 0.442063 DFs
116.5776 -125.752 FEMs
-25.389 -31.9176 -14.8949 -7.44744
13.73929 27.47858 46.83849086 58.88267
-4.005068 -5.03494 -2.34964 -1.17482
-0.399864 -0.50269 -0.23459 -0.11729
0.133279 0.266558 0.454360014 0.571195
-0.038851 -0.04884 -0.02279 -0.0114
-0.005968 -0.0075 -0.0035 -0.00175
0.001356 0.002712 0.004623045 0.005812
-0.000395 -0.0005 -0.00023
-29.83914 -37.5121 112.946 -106.757 47.297 59.460
129.8554 203.3747 Reactions
4.217381 3.132619 from left x at Mmax
211.7905 Mmax
41.00961
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BEAM 14 Shear check
196.4345 F = 248.5808
Vs = 229.5089
52.308 4.38178046
stress = 1.378432 ok
0.071501 Vd = 194.2261stress = 1.166523
504.4229
100As/bd 0.618619 2Y20+2Y16 1030
891.131 Vc 0.567958
982 = 2Y25 Asv/Sv 0.756082 R10@200 ok
0.018733
545.1542
219.567
402 = 2Y16
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BEAM 10
1.6Q+1.4G
C
BG CB CH
0.373 0.318 0.682
-201.728
51.653 25.826
27.984 55.969 119.933
-10.450 -5.225
0.812 0.406
0.767 1.533 3.286
-0.286 -0.143
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0.010 0.005
0.022 0.044 0.094
-0.008 -0.004
0.000 0.000
0.001 0.003
70.504 -123.316 123.316
162.93875
3.565115
110.5123
BEAM 9 BEAM 12
SW 4.32 4.32
0.4466667 floor 9.3542302 8.3798313 8.4760313 6.780825 0.468
0.4466667 Partition 5.6807806
5.1939 0.911291 Wall varies 12.76
LL 14.615985 13.243799
LOAD CASE 3
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1.6LL+1.4DL 1.6LL+1.4DL
triangular 1.2758074
49.800958 6.048 23.912 64.92161
29.49534 6.4704567 3.731694 11.554387 27.22734 7.197221 1.731585
29.49534 3.362117 2.100838 3.7634753 27.22734 14.59262 3.51085
A BAD AB BA BE BF BC CB
0.681818 0.3181818 0.1710161 0.2915047 0.3664631 0.1710161 0.206296
51.251878 -38.72177 116.57764 -125.7523
-34.94446 -16.30742 -8.153708
-5.960096 -11.92019 -20.31851 -25.54327 -11.92019 -5.960096
13.585874 27.17175
-1.161702 -2.323403 -3.960346 -4.978721 -2.323403 -1.161702
4.855771 2.2660265 1.1330133
-0.096882 -0.193764 -0.330279 -0.415208 -0.193764 -0.096882
0.1298204 0.259641
-0.011101 -0.022201 -0.037843 -0.047574 -0.022201 -0.011101
0.073624 0.0343581 0.017179
-0.001469 -0.002938 -0.005008 -0.006295 -0.002938 -0.001469
0.0012965 0.002593
-0.000111 -0.000222 -0.000378 -0.000475 -0.000222
0.001077 0.0005027
-30.014 30.014 -60.18801 -24.65236 -30.99154 115.832 -105.5496
154.38799 79.953223 130.41239 202.8177
3.071989 4.2259598 3.12404 from left
207.8419 211.2558
41.00961
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2.10524
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