Cancer Hospital Calculations CHECK

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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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