y6 0003 000 - TumCivil.com...y6 0003 000 12/03/2012 Multiframe4D Version 8.51...
184
12/03/2012 Multiframe4D Version 8.51 D:\EN-SOFT\Multiframe4D\job\TMT CTV DOLL.mfd Load View - LC1: DL y x 624.000 624.000 624.000 624.000 624.000 624.000 624.000 624.000 624.000 624.000 624.000 624.000 624.000 624.000 624.000 624.000 312.000 312.000
Transcript of y6 0003 000 - TumCivil.com...y6 0003 000 12/03/2012 Multiframe4D Version 8.51...
y6 0006 0006 0006 0006 0006 0006 0006 0006 0006 0006 0006 0006 0006 0006 0006 0003 0003 000
12/03/2012
Multiframe4D Version 8.51 D:\EN-SOFT\Multiframe4D\job\TMT CTV DOLL.mfd
Load View - LC1: DL
y
x
624.000 624.000624.000624.000624.000624.000624.000624.000624.000624.000624.000624.000624.000
624.000624.000624.000
312.000312.000
SP-STRUCTURE
Rectangle
y3 0003 0003 0003 0003 0003 0003 0003 0003 0003 0003 0003 0003 0003 0003 0003 0000000006 6 06 6 03 0 903 0 90
12/03/2012
Multiframe4D Version 8.51 D:\EN-SOFT\Multiframe4D\job\TMT CTV DOLL.mfd
Load View - LC2: LL
y
x
234.000 234.000234.000234.000234.000234.000234.000234.000234.000234.000234.000234.000234.000
234.000234.000234.000
117.000
117.000
276.670 276.670
3120.490 3120.490
SP-STRUCTURE
Rectangle
y 6 0506 0506 0506 0506 0506 0506 0506 0506 0506 05088 030300300
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Multiframe4D Version 8.51 D:\EN-SOFT\Multiframe4D\job\TMT CTV DOLL.mfd
Load View - LC3: WL
y
x
176.050176.050176.050176.050176.050176.050176.050
176.050176.050176.050
88.030
300
300
SP-STRUCTURE
Rectangle
y68 00068 00068 00068 00068 00068 00068 00068 00068 00068 00068 00068 00068 00068 00068 00068 0003 0003 0003 0383 0383 0383 0383 0383 0383 0383 0383 0383 03866 05 5005 5005 5005 5005 5005 5005 5005 5005 5005 5005 5005 5005 5005 5005 5005 5008 508 500 5030 503553 0 363 0 36
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Multiframe4D Version 8.51 D:\EN-SOFT\Multiframe4D\job\TMT CTV DOLL.mfd
Load View - LC4: 0.75(DL+LL+WL) (Combined)
y
x
468.000 468.000468.000468.000468.000468.000468.000468.000468.000468.000468.000468.000468.000
468.000468.000468.000
234.000
234.000132.038132.038132.038132.038132.038132.038132.038
132.038132.038132.038
66.022
175.500 175.500175.500175.500175.500175.500175.500175.500175.500175.500175.500175.500175.500
175.500175.500175.500
87.750
87.750
207.503 207.503
225
225
2340.367 2340.367
SP-STRUCTURE
Rectangle
Project Details
Title: WAREHOUSEClient TMT CTV DOLLSite KHON KAENBuildingDescription
Design Details
Job ID: 1Version: 1Company: SP-STRUCTURALDesigned by: A.SERMPUNChecked by:Notes:
Joint Coordinates (m)
Joint Label x y z Type1 3.729 0.567 0.000 Rigid2 18.728 0.567 0.000 Rigid3 3.729 -8.433 0.000 Rigid4 18.728 -8.433 0.000 Rigid5 4.971 0.740 0.000 Rigid6 6.218 0.881 0.000 Rigid7 7.468 0.991 0.000 Rigid8 8.720 1.070 0.000 Rigid9 9.974 1.117 0.000 Rigid10 11.229 1.133 0.000 Rigid11 12.483 1.117 0.000 Rigid12 13.737 1.070 0.000 Rigid13 14.989 0.991 0.000 Rigid14 16.239 0.881 0.000 Rigid15 17.486 0.740 0.000 Rigid16 3.729 1.767 0.000 Rigid17 18.728 1.767 0.000 Rigid18 4.971 1.940 0.000 Rigid19 6.218 2.081 0.000 Rigid20 7.468 2.191 0.000 Rigid21 8.720 2.270 0.000 Rigid22 9.974 2.317 0.000 Rigid23 11.229 2.333 0.000 Rigid24 12.483 2.317 0.000 Rigid25 13.737 2.270 0.000 Rigid26 14.989 2.191 0.000 Rigid27 16.239 2.081 0.000 Rigid28 17.486 1.940 0.000 Rigid29 -0.021 -0.123 0.000 Rigid30 1.223 0.139 0.000 Rigid31 2.473 0.369 0.000 Rigid32 -0.021 1.077 0.000 Rigid33 1.223 1.339 0.000 Rigid34 2.473 1.569 0.000 Rigid35 -1.271 -0.123 0.000 Rigid36 -1.271 0.747 0.000 Rigid37 20.228 0.567 0.000 Rigid38 20.228 1.437 0.000 Rigid39 3.729 -0.433 0.000 Rigid40 18.728 -0.433 0.000 Rigid41 3.979 -0.433 0.000 Rigid42 18.478 -0.433 0.000 Rigid
Member Geometry (m,deg)
Member Label Joint1 Joint2 Length Slope Orient.1 3 39 8.000 90.000 0.0002 4 40 8.000 90.000 0.0003 1 5 1.255 7.908 0.0004 5 6 1.255 6.470 0.0005 6 7 1.255 5.032 0.0006 7 8 1.255 3.595 0.0007 8 9 1.255 2.157 0.0008 9 10 1.255 0.719 0.0009 10 11 1.255 -0.719 0.00010 11 12 1.255 -2.157 0.00011 12 13 1.255 -3.595 0.00012 13 14 1.255 -5.032 0.000
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Multiframe Summary
13 14 15 1.255 -6.470 0.00014 15 2 1.255 -7.908 0.00015 16 18 1.255 7.908 0.00016 18 19 1.255 6.470 0.00017 19 20 1.255 5.032 0.00018 20 21 1.255 3.595 0.00019 21 22 1.255 2.157 0.00020 22 23 1.255 0.719 0.00021 23 24 1.255 -0.719 0.00022 24 25 1.255 -2.157 0.00023 25 26 1.255 -3.595 0.00024 26 27 1.255 -5.032 0.00025 27 28 1.255 -6.470 0.00026 28 17 1.255 -7.908 0.00027 29 30 1.271 11.883 0.00028 30 31 1.271 10.426 0.00029 31 1 1.271 8.969 0.00030 32 33 1.271 11.883 0.00031 33 34 1.271 10.426 0.00032 34 16 1.271 8.969 0.00033 35 29 1.250 0.000 0.00034 35 36 0.870 90.000 0.00035 36 32 1.293 14.789 0.00036 2 37 1.500 0.000 0.00037 37 38 0.870 90.000 0.00038 17 38 1.536 -12.407 0.00039 10 23 1.200 90.000 0.00040 22 10 1.725 -43.348 0.00041 9 22 1.200 90.000 0.00042 21 9 1.703 -42.596 0.00043 8 21 1.200 90.000 0.00044 20 8 1.681 -41.844 0.00045 7 20 1.200 90.000 0.00046 19 7 1.658 -41.090 0.00047 6 19 1.200 90.000 0.00048 18 6 1.636 -40.336 0.00049 5 18 1.200 90.000 0.00050 16 5 1.612 -39.580 0.00051 1 16 1.200 90.000 0.00052 34 1 1.606 -38.583 0.00053 31 34 1.200 90.000 0.00054 33 31 1.582 -37.804 0.00055 30 33 1.200 90.000 0.00056 32 30 1.558 -37.024 0.00057 29 32 1.200 90.000 0.00058 36 29 1.523 -34.838 0.00059 10 24 1.725 43.348 0.00060 11 24 1.200 90.000 0.00061 11 25 1.703 42.596 0.00062 12 25 1.200 90.000 0.00063 12 26 1.681 41.844 0.00064 13 26 1.200 90.000 0.00065 13 27 1.658 41.090 0.00066 14 27 1.200 90.000 0.00067 14 28 1.636 40.336 0.00068 15 28 1.200 90.000 0.00069 15 17 1.612 39.580 0.00070 2 17 1.200 90.000 0.00071 2 38 1.734 30.114 0.00072 39 1 1.000 90.000 0.00073 40 2 1.000 90.000 0.00074 39 41 0.250 0.000 0.00075 42 40 0.250 0.000 0.000
Member Types
Member Label ?x' ?y' ?z' Member Type Self Weight1 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes2 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes3 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes4 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes5 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes6 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes7 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes8 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes9 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes10 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes11 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes
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Multiframe Summary
12 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes13 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes14 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes15 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes16 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes17 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes18 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes19 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes20 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes21 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes22 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes23 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes24 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes25 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes26 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes27 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes28 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes29 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes30 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes31 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes32 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes33 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes34 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes35 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes36 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes37 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes38 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes39 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes40 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes41 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes42 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes43 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes44 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes45 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes46 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes47 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes48 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes49 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes50 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes51 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes52 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes53 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes54 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes55 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes56 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes57 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes58 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes59 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes60 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes61 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes62 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes63 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes64 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes65 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes66 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes67 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes68 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes69 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes70 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes71 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes72 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes73 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes74 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes75 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes
Member Sections
Member Label Group Section1 H 250x250x9x142 H 250x250x9x143 Pipe 101.6x3.24 Pipe 101.6x3.25 Pipe 101.6x3.26 Pipe 101.6x3.27 Pipe 101.6x3.28 Pipe 101.6x3.29 Pipe 101.6x3.210 Pipe 101.6x3.2
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Multiframe Summary
11 Pipe 101.6x3.212 Pipe 101.6x3.213 Pipe 101.6x3.214 Pipe 101.6x3.215 Pipe 101.6x3.216 Pipe 101.6x3.217 Pipe 101.6x3.218 Pipe 101.6x3.219 Pipe 101.6x3.220 Pipe 101.6x3.221 Pipe 101.6x3.222 Pipe 101.6x3.223 Pipe 101.6x3.224 Pipe 101.6x3.225 Pipe 101.6x3.226 Pipe 101.6x3.227 Pipe 101.6x3.228 Pipe 101.6x3.229 Pipe 101.6x3.230 Pipe 101.6x3.231 Pipe 101.6x3.232 Pipe 101.6x3.233 Pipe 101.6x3.234 Pipe 101.6x3.235 Pipe 101.6x3.236 Pipe 101.6x3.237 Pipe 101.6x3.238 Pipe 101.6x3.239 Pipe 42.7x2.340 Pipe 42.7x2.341 Pipe 42.7x2.342 Pipe 42.7x2.343 Pipe 42.7x2.344 Pipe 42.7x2.345 Pipe 42.7x2.346 Pipe 42.7x2.347 Pipe 42.7x2.348 Pipe 42.7x2.349 Pipe 42.7x2.350 Pipe 42.7x2.351 Pipe 42.7x2.352 Pipe 42.7x2.353 Pipe 42.7x2.354 Pipe 42.7x2.355 Pipe 42.7x2.356 Pipe 42.7x2.357 Pipe 42.7x2.358 Pipe 42.7x2.359 Pipe 42.7x2.360 Pipe 42.7x2.361 Pipe 42.7x2.362 Pipe 42.7x2.363 Pipe 42.7x2.364 Pipe 42.7x2.365 Pipe 42.7x2.366 Pipe 42.7x2.367 Pipe 42.7x2.368 Pipe 42.7x2.369 Pipe 42.7x2.370 Pipe 42.7x2.371 Pipe 42.7x2.372 H 250x250x9x1473 H 250x250x9x1474 H 250x250x9x1475 H 250x250x9x14
Section Properties
Section A Ix Iy J E Gcm^2 cm^4 cm^4 cm^4 kg/cm^2 kg/cm^2
250x250x9x14 91.400 10700.000 3650.000 51.100 2.100e+006 8.100e+005101.6x3.2 9.890 120.000 120.000 240.000 2.100e+006 8.100e+00542.7x2.3 2.920 5.970 5.970 11.900 2.100e+006 8.100e+005
Total Mass (kg) 1786.125
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Multiframe Summary
Joint Restraints (mm,radE-3)
Joint Label Joint Axes dx dy dz ?x ?y ?z3 Local 0.000 0.000 0.000 - - -4 Local 0.000 0.000 0.000 - - -
There are no springs
Self Weight Load Cases(m/s^2)
Name Loading Type Design X Accel. Y Accel. Z Accel.
No self weight load cases selected.
Static Load Cases
Name Loading Type Design Joint Joint Member ThermalLoads Disps Disps Disps
No static load cases selected.
Combined Load Cases
Name Loading Type Design Factored Cases FactorLC4: 0.75(DL+LL+WL) Combined Serviceability LC1: DL 0.750
LC3: WL 0.750LC2: LL 0.750
Joint Loads(kg,kg-m) LC4: 0.75(DL+LL+WL)
Joint Label Load Mag16 Py -468.00017 Py -468.00018 Py -468.00019 Py -468.00020 Py -468.00021 Py -468.00022 Py -468.00023 Py -468.00024 Py -468.00025 Py -468.00026 Py -468.00027 Py -468.00028 Py -468.00032 Py -468.00033 Py -468.00034 Py -468.00036 Py -234.00038 Py -234.00016 Py' -132.03818 Py' -132.03819 Py' -132.03820 Py' -132.03821 Py' -132.03822 Py' -132.03823 Py' -132.03832 Py' -132.03833 Py' -132.03834 Py' -132.03836 Py' -66.02216 Py -175.50017 Py -175.50018 Py -175.50019 Py -175.50020 Py -175.50021 Py -175.50022 Py -175.50023 Py -175.50024 Py -175.50025 Py -175.50026 Py -175.50027 Py -175.50028 Py -175.50032 Py -175.50033 Py -175.500
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Multiframe Summary
34 Py -175.50036 Py -87.75038 Py -87.75041 Px 207.50342 Px -207.503
There are no prescribed joint displacements in LC4: 0.75(DL+LL+WL)
Member Loads (kg,kg-m) LC4: 0.75(DL+LL+WL)
Member Label Load Shape Left Dist Right Dist Left Mag Right Mag1 Wx Uniform - - 225.000 -72 Wx Uniform - - 225.000 -74 Py Point 0.125 - -2340.367 -75 Py Point 0.125 - -2340.367 -
There are no thermal loads in LC4: 0.75(DL+LL+WL)
Analysis Settings
Load Case LC Type Analysis Options SettingsLC4: 0.75(DL+LL+WL) Static Linear
Joint Displacements (mm,radE-3) LC4: 0.75(DL+LL+WL)
Joint Label dx' dy' dz' ?x' ?y' ?z'1 538.564 -0.432 0.000 0.000 0.000 -48.8632 545.318 -0.338 0.000 0.000 0.000 -51.4703 0.000 0.000 0.000 0.000 0.000 -66.8164 0.000 0.000 0.000 0.000 0.000 -65.1855 539.507 -9.011 0.000 0.000 0.000 5.5126 540.253 -14.472 0.000 0.000 0.000 -6.9887 540.960 -19.453 0.000 0.000 0.000 -2.7478 541.580 -22.881 0.000 0.000 0.000 -2.3109 542.135 -24.750 0.000 0.000 0.000 -0.80110 542.657 -24.885 0.000 0.000 0.000 0.65811 543.128 -23.096 0.000 0.000 0.000 2.12312 543.602 -19.861 0.000 0.000 0.000 2.91413 544.098 -15.365 0.000 0.000 0.000 4.79514 544.604 -10.167 0.000 0.000 0.000 1.19415 545.126 -3.686 0.000 0.000 0.000 18.45216 518.073 -161.027 0.000 0.000 0.000 -5.73517 542.693 -0.561 0.000 0.000 0.000 2.46518 516.667 -168.631 0.000 0.000 0.000 -5.49819 515.346 -173.985 0.000 0.000 0.000 -3.92020 513.912 -178.527 0.000 0.000 0.000 -3.32021 512.629 -181.577 0.000 0.000 0.000 -1.94122 511.638 -183.066 0.000 0.000 0.000 -0.77223 511.051 -183.066 0.000 0.000 0.000 0.58324 541.730 -23.362 0.000 0.000 0.000 1.91425 541.339 -20.252 0.000 0.000 0.000 3.02726 541.200 -15.908 0.000 0.000 0.000 3.71927 541.378 -10.773 0.000 0.000 0.000 4.70928 541.960 -4.672 0.000 0.000 0.000 4.36429 537.479 7.668 0.000 0.000 0.000 -1.33930 537.969 5.211 0.000 0.000 0.000 -4.57631 538.155 3.646 0.000 0.000 0.000 10.01832 518.716 -151.222 0.000 0.000 0.000 -1.95633 518.606 -153.410 0.000 0.000 0.000 -1.46834 518.599 -155.696 0.000 0.000 0.000 -2.69635 537.479 10.359 0.000 0.000 0.000 -2.46236 518.797 -148.467 0.000 0.000 0.000 -2.26537 545.404 0.524 0.000 0.000 0.000 12.69338 543.184 0.636 0.000 0.000 0.000 -1.60439 488.334 -0.395 0.000 0.000 0.000 -51.62940 492.405 -0.311 0.000 0.000 0.000 -54.28241 488.335 -13.304 0.000 0.000 0.000 -51.63842 492.405 13.258 0.000 0.000 0.000 -54.274
Joint Reactions (kg,kg-m) LC4: 0.75(DL+LL+WL)
Joint Label Rx' Ry' Rz' Mx' My' Mz'
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Multiframe Summary
1 0.000 -0.000 0.000 0.000 0.000 0.0002 -0.000 0.000 0.000 0.000 0.000 0.0003 -1666.386 9475.671 0.000 0.000 0.000 -0.0004 -765.577 7469.886 0.000 0.000 0.000 0.0005 -0.000 0.000 0.000 0.000 0.000 0.0006 -0.000 0.000 -0.000 -0.000 0.000 -0.0007 0.000 0.000 0.000 -0.000 0.000 0.0008 -0.000 0.000 0.000 0.000 0.000 0.0009 0.000 -0.000 0.000 0.000 0.000 0.00010 -0.000 0.000 0.000 0.000 0.000 0.00011 0.000 -0.000 0.000 0.000 0.000 0.00012 -0.000 0.000 0.000 0.000 0.000 0.00013 0.000 0.000 -0.000 0.000 0.000 0.00014 -0.000 0.000 0.000 0.000 -0.000 0.00015 0.000 -0.000 -0.000 -0.000 0.000 0.00016 0.000 -0.000 0.000 0.000 0.000 0.00017 -0.000 -0.000 -0.000 0.000 0.000 0.00018 -0.000 0.000 0.000 0.000 0.000 0.00019 -0.000 0.000 0.000 0.000 0.000 0.00020 -0.000 0.000 0.000 0.000 0.000 0.00021 0.001 -0.000 -0.000 0.000 0.000 -0.00022 -0.000 0.000 0.000 -0.000 -0.000 0.00023 0.000 -0.000 0.000 0.000 0.000 0.00024 -0.001 0.000 0.000 0.000 0.000 0.00025 0.000 -0.000 0.000 0.000 0.000 0.00026 0.000 -0.000 0.000 0.000 0.000 0.00027 -0.000 -0.000 0.000 0.000 0.000 0.00028 0.000 -0.000 0.000 0.000 -0.000 0.00029 0.000 -0.000 0.000 0.000 0.000 0.00030 0.000 0.000 0.000 0.000 0.000 0.00031 -0.000 -0.000 0.000 0.000 0.000 0.00032 -0.000 0.000 0.000 0.000 0.000 0.00033 -0.000 -0.000 0.000 0.000 0.000 0.00034 -0.000 0.000 0.000 0.000 0.000 0.00035 0.000 0.000 0.000 0.000 0.000 0.00036 -0.000 0.000 0.000 0.000 0.000 0.00037 0.000 0.000 0.000 0.000 0.000 0.00038 0.000 -0.000 0.000 0.000 0.000 0.00039 0.000 0.001 0.000 0.000 0.000 0.00040 0.000 0.000 0.000 0.000 0.000 -0.00041 -0.000 -0.000 0.000 0.000 0.000 0.00042 0.000 -0.000 0.000 0.000 0.000 -0.000
Sum of Reactions (kg,kg-m) LC4: 0.75(DL+LL+WL)
Rx -2431.963Ry 16945.557Rz 0.000
Member Actions (kg,kg-m) LC4: 0.75(DL+LL+WL)
Member Px' Vy' Vz' Tx' My' Mz'1 9475.671 1666.386 0.000 0.000 0.000 -0.000
-9475.671 133.614 0.000 0.000 0.000 6131.0892 7469.886 765.577 0.000 0.000 0.000 0.000
-7469.886 -765.577 0.000 0.000 0.000 6124.6153 4065.016 -2842.877 0.000 0.000 0.000 -2875.575
-4065.016 2842.877 0.000 0.000 0.000 -691.3524 -2075.454 701.832 0.000 0.000 0.000 691.352
2075.454 -701.832 0.000 0.000 0.000 189.2295 -4426.648 -165.850 0.000 0.000 -0.000 -189.229
4426.648 165.850 -0.000 0.000 -0.000 -18.8616 -6692.666 44.041 0.000 0.000 0.000 18.861
6692.666 -44.041 0.000 0.000 0.000 36.3967 -8013.544 -9.688 0.000 0.000 0.000 -36.396
8013.544 9.688 0.000 0.000 0.000 24.2418 -8603.448 8.044 0.000 0.000 0.000 -24.241
8603.448 -8.044 0.000 0.000 0.000 34.3339 -7429.516 -7.805 0.000 0.000 0.000 -34.333
7429.516 7.805 0.000 0.000 0.000 24.54110 -5822.740 -13.793 0.000 0.000 0.000 -24.541
5822.740 13.793 0.000 0.000 0.000 7.23511 -3526.169 48.693 0.000 0.000 0.000 -7.235
3526.169 -48.693 0.000 0.000 0.000 68.33012 -801.352 -224.217 0.000 0.000 -0.000 -68.330
801.352 224.217 -0.000 0.000 -0.000 -212.99413 3509.867 892.027 -0.000 0.000 0.000 212.994
12/03/2012 Page 7Multiframe4D Version 8.51 TMT CTV DOLL
Multiframe Summary
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-2924.064 -104.712 0.000 0.000 0.000 70.44916 5200.487 -61.775 0.000 0.000 0.000 -70.449
-5200.487 61.775 0.000 0.000 0.000 -7.05917 7532.012 30.460 0.000 0.000 0.000 7.059
-7532.012 -30.460 0.000 0.000 0.000 31.15918 8881.433 -5.522 0.000 0.000 0.000 -31.159
-8881.433 5.522 0.000 0.000 0.000 24.23019 9505.123 -1.180 0.000 0.000 -0.000 -24.230
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-1810.066 66.801 0.000 0.000 0.000 -48.85226 -2642.430 17.087 -0.000 0.000 0.000 48.852
2642.430 -17.087 0.000 0.000 -0.000 -27.41327 428.778 -184.565 0.000 0.000 0.000 -53.150
-428.778 184.565 0.000 0.000 0.000 -181.47928 1634.686 740.634 0.000 0.000 0.000 181.479
-1634.686 -740.634 0.000 0.000 0.000 760.05729 3796.824 -3032.037 0.000 0.000 0.000 -760.057
-3796.824 3032.037 0.000 0.000 0.000 -3094.44330 -1446.135 1.873 0.000 0.000 0.000 -8.486
1446.135 -1.873 0.000 0.000 0.000 10.86731 -4205.657 -55.393 0.000 0.000 0.000 -10.867
4205.657 55.393 0.000 0.000 0.000 -59.55232 -3761.882 -1.086 0.000 0.000 0.000 59.552
3761.882 1.086 0.000 0.000 0.000 -60.93233 -5.003 48.827 0.000 0.000 0.000 7.884
5.003 -48.827 0.000 0.000 0.000 53.15034 -48.827 -5.003 0.000 0.000 0.000 -7.884
48.827 5.003 0.000 0.000 0.000 3.53135 -452.215 3.833 0.000 0.000 0.000 -3.531
452.215 -3.833 0.000 0.000 0.000 8.48636 -1195.881 -2683.025 0.000 0.000 0.000 -3090.215
1195.881 2683.025 0.000 0.000 0.000 -934.32337 -2683.025 1195.881 0.000 0.000 0.000 934.323
2683.025 -1195.881 0.000 0.000 0.000 106.09338 -3013.907 -51.228 0.000 0.000 0.000 27.413
3013.907 51.228 0.000 0.000 0.000 -106.09339 520.182 0.000 0.000 0.000 0.000 0.000
-520.182 0.000 0.000 0.000 0.000 0.00040 293.210 0.000 0.000 0.000 0.000 0.000
-293.210 0.000 0.000 0.000 0.000 0.00041 336.052 0.000 0.000 0.000 0.000 0.000
-336.052 0.000 0.000 0.000 0.000 0.00042 -808.771 0.000 0.000 0.000 0.000 0.000
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475.530 0.000 0.000 0.000 0.000 0.000
12/03/2012 Page 8Multiframe4D Version 8.51 TMT CTV DOLL
Multiframe Summary
53 1294.276 0.000 0.000 0.000 0.000 0.000-1294.276 0.000 0.000 0.000 0.000 0.000
54 3479.793 0.000 0.000 0.000 0.000 0.000-3479.793 0.000 0.000 0.000 0.000 0.000
55 -1882.871 0.000 0.000 0.000 0.000 0.0001882.871 0.000 0.000 0.000 0.000 0.000
56 1272.663 0.000 0.000 0.000 0.000 0.000-1272.663 0.000 0.000 0.000 0.000 0.000
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62 1997.919 0.000 0.000 0.000 0.000 0.000-1997.919 0.000 0.000 0.000 0.000 0.000
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66 3097.365 0.000 0.000 0.000 0.000 0.000-3097.365 0.000 0.000 0.000 0.000 0.000
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70 1141.289 0.000 0.000 0.000 0.000 0.000-1141.289 0.000 0.000 0.000 0.000 0.000
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74 -207.502 2340.368 0.000 0.000 0.000 292.546207.502 -0.000 0.000 0.000 0.000 0.000
75 -207.502 -0.000 0.000 0.000 0.000 -0.000207.502 2340.368 0.000 0.000 0.000 -292.546
12/03/2012 Page 9Multiframe4D Version 8.51 TMT CTV DOLL
Multiframe Summary
y
12/03/2012
Multiframe4D Version 8.51 D:\EN-SOFT\Multiframe4D\job\TMT CTV DOLL.mfd
Plot View - Static Case: LC4: 0.75(DL+LL+WL) Px' (kg)
y
x
y
12/03/2012
Multiframe4D Version 8.51 D:\EN-SOFT\Multiframe4D\job\TMT CTV DOLL.mfd
Plot View - Static Case: LC4: 0.75(DL+LL+WL) Mz' (kg-m)
y
x
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 1
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 1 of 49STAAD.Pro for Windows 20.07.04.12
Job Information Engineer Checked Approved
Name:
Date: 13-Mar-12
Structure Type SPACE FRAME
Number of Nodes 42 Highest Node 42
Number of Elements 75 Highest Beam 75
Number of Basic Load Cases 3
Number of Combination Load Cases 1
Included in this printout are data for:All The Whole Structure
Included in this printout are results for load cases:Type L/C Name
Primary 1 LOAD CASE 1 DL
Primary 2 LOAD CASE 2 LL
Primary 3 LOAD CASE 3 WL
Combination 4 LOAD CASE 4 0.75[DL+LL+WL]
Load 1X
Y
Z
Whole Structure (Input data was modified after picture taken)
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 2
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 2 of 49STAAD.Pro for Windows 20.07.04.12
2
75
37
36
73
71
38
70
14
69
26
68
13
67
25
12
6665
11
64
24
63
10
62
23
61
9
60
22
59
8
39
21
1
40
7
41
20
42
6
43
19
44
5
45
18
46
4
47
17
74
48
72
3
49
16
50
29
51
15
52
28
53
32
54
27
55
31
56
33
57
30
5834
35
3
39
442
40
17
30
16
29
1514
28
1
13
27
12
26
11
25
10
24
9
23
8
22
7
21
412
6
20
5
19
33
18
32
36
31
35
37
34
38
Load 1X
Y
Z
Whole Structure (Input data was modified after picture taken)
8.00m
1.00m
0.87m
1.20m
1.20m 0.25m
15.00m
1.25m
1.29m
1.27m
1.27m
1.27m
1.25m1.25m
1.25m1.25m
1.25m1.25m
1.25m1.25m
1.25m 1.25m1.70m
Load 1X
Y
Z
Whole Structure (Input data was modified after picture taken)
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 3
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 3 of 49STAAD.Pro for Windows 20.07.04.12
NodesNode X
(m)
Y
(m)
Z
(m)
1 3.729 -8.433 0.000
2 3.729 -0.433 0.000
3 18.728 -8.433 0.000
4 18.728 -0.433 0.000
5 3.729 0.567 0.000
6 4.971 0.740 0.000
7 6.218 0.881 0.000
8 7.468 0.991 0.000
9 8.720 1.070 0.000
10 9.974 1.117 0.000
11 11.229 1.133 0.000
12 12.483 1.117 0.000
13 13.737 1.070 0.000
14 14.989 0.991 0.000
15 16.239 0.881 0.000
16 17.486 0.740 0.000
17 18.728 0.567 0.000
18 3.729 1.767 0.000
19 4.971 1.940 0.000
20 6.218 2.081 0.000
21 7.468 2.191 0.000
22 8.720 2.270 0.000
23 9.974 2.317 0.000
24 11.229 2.333 0.000
25 12.483 2.317 0.000
26 13.737 2.270 0.000
27 14.989 2.191 0.000
28 16.239 2.081 0.000
29 17.486 1.940 0.000
30 18.728 1.767 0.000
31 -0.021 -0.123 0.000
32 1.223 0.139 0.000
33 2.473 0.369 0.000
34 -0.021 1.077 0.000
35 1.223 1.339 0.000
36 2.473 1.569 0.000
37 -1.271 -0.123 0.000
38 -1.271 0.747 0.000
39 20.228 0.567 0.000
40 20.228 1.437 0.000
41 3.979 -0.433 0.000
42 18.478 -0.433 0.000
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 4
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 4 of 49STAAD.Pro for Windows 20.07.04.12
BeamsBeam Node A Node B Length
(m)
Property (degrees)
1 1 2 8.000 1 0
2 3 4 8.000 1 0
3 5 6 1.255 4 0
4 6 7 1.255 4 0
5 7 8 1.255 4 0
6 8 9 1.255 4 0
7 9 10 1.255 4 0
8 10 11 1.255 4 0
9 11 12 1.255 4 0
10 12 13 1.255 4 0
11 13 14 1.255 4 0
12 14 15 1.255 4 0
13 15 16 1.255 4 0
14 16 17 1.255 4 0
15 18 19 1.255 4 0
16 19 20 1.255 4 0
17 20 21 1.255 4 0
18 21 22 1.255 4 0
19 22 23 1.255 4 0
20 23 24 1.255 4 0
21 24 25 1.255 4 0
22 25 26 1.255 4 0
23 26 27 1.255 4 0
24 27 28 1.255 4 0
25 28 29 1.255 4 0
26 29 30 1.255 4 0
27 31 32 1.271 4 0
28 32 33 1.271 4 0
29 33 5 1.271 4 0
30 34 35 1.271 4 0
31 35 36 1.271 4 0
32 36 18 1.271 4 0
33 37 31 1.250 4 0
34 37 38 0.870 4 0
35 38 34 1.293 4 0
36 17 39 1.500 4 0
37 39 40 0.870 4 0
38 30 40 1.536 4 0
39 11 24 1.200 3 0
40 23 11 1.725 3 0
41 10 23 1.200 3 0
42 22 10 1.703 3 0
43 9 22 1.200 3 0
44 21 9 1.681 3 0
45 8 21 1.200 3 0
46 20 8 1.658 3 0
47 7 20 1.200 3 0
48 19 7 1.636 3 0
49 6 19 1.200 3 0
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 5
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 5 of 49STAAD.Pro for Windows 20.07.04.12
Beams Cont...Beam Node A Node B Length
(m)
Property (degrees)
50 18 6 1.612 3 0
51 5 18 1.200 3 0
52 36 5 1.606 3 0
53 33 36 1.200 3 0
54 35 33 1.582 3 0
55 32 35 1.200 3 0
56 34 32 1.558 3 0
57 31 34 1.200 3 0
58 38 31 1.523 3 0
59 11 25 1.725 3 0
60 12 25 1.200 3 0
61 12 26 1.703 3 0
62 13 26 1.200 3 0
63 13 27 1.681 3 0
64 14 27 1.200 3 0
65 14 28 1.658 3 0
66 15 28 1.200 3 0
67 15 29 1.636 3 0
68 16 29 1.200 3 0
69 16 30 1.612 3 0
70 17 30 1.200 3 0
71 17 40 1.734 3 0
72 2 5 1.000 1 0
73 4 17 1.000 1 0
74 2 41 0.250 2 0
75 42 4 0.250 2 0
Section PropertiesProp Section Area
(cm2)
Iyy
(cm4)
Izz
(cm4)
J
(cm4)
Material
1 H200X200X8 63.53 1600.00 4720.00 26.04 STEEL
2 H100X100X6 21.59 134.00 378.00 4.02 STEEL
3 PIP48.6X2.3 3.35 8.99 8.99 17.97 STEEL
4 PIP89.1X3.2 8.64 79.80 79.80 159.52 STEEL
MaterialsMat Name E
(kg/cm2)
Density
(kg/m3)
(1x10-6/°C)
1 STEEL 2.09 E +6 0.300 7833.41 12.00
2 STAINLESSSTEEL 2.02 E +6 0.300 7833.41 18.00
3 ALUMINUM 703 E +3 0.330 2712.63 23.00
4 CONCRETE 221 E +3 0.170 2402.62 10.00
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 6
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 6 of 49STAAD.Pro for Windows 20.07.04.12
SupportsNode X
(kN/mm)
Y
(kN/mm)
Z
(kN/mm)
rX
(kN-m/deg)
rY
(kN-m/deg)
rZ
(kN-m/deg)
1 Fixed Fixed Fixed - - -
3 Fixed Fixed Fixed - - -
ReleasesThere is no data of this type.
-312.00 kg
-624.00 kg-624.00 kg-624.00 kg-624.00 kg
-624.00 kg-624.00 kg
-624.00 kg-624.00 kg
-624.00 kg-624.00 kg
-624.00 kg-624.00 kg
-624.00 kg-624.00 kg
-624.00 kg
-624.00 kg
-312.00 kg
Load 1X
Y
Z
Whole Structure (Input data was modified after picture taken)
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 7
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 7 of 49STAAD.Pro for Windows 20.07.04.12
-3.1e+003 kg
-3.1e+003 kg
-117.00 kg-234.00 kg-234.00 kg-234.00 kg-234.00 kg
-234.00 kg-234.00 kg
-234.00 kg-234.00 kg
-234.00 kg-234.00 kg
-234.00 kg-234.00 kg
-234.00 kg-234.00 kg
-234.00 kg
-234.00 kg
-117.00 kg
Load 2X
Y
Z
Whole Structure (Input data was modified after picture taken)
300.00 kg/m
-176.00 kg-176.00 kg
-176.00 kg-176.00 kg
300.00 kg/m
-176.00 kg-176.00 kg
-176.00 kg
-176.00 kg
-176.00 kg
-88.00 kg
Load 3X
Y
Z
Whole Structure (Input data was modified after picture taken)
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 8
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 8 of 49STAAD.Pro for Windows 20.07.04.12
225.00 kg/m
-132.00 kg-132.00 kg
-132.00 kg-132.00 kg
225.00 kg/m
-132.00 kg-132.00 kg
-132.00 kg
-132.00 kg
-132.00 kg
-66.00 kg
-87.75 kg
-175.50 kg-175.50 kg
-175.50 kg-175.50 kg
-175.50 kg-175.50 kg
-175.50 kg-175.50 kg
-175.50 kg-175.50 kg
-175.50 kg
g
-175.50 kg
-468.00 kg
-175.50 kg
-468.00 kg
-175.50 kg-234.00 kg
-87.75 kg
Load 4X
Y
Z
Whole Structure (Input data was modified after picture taken)
Basic Load CasesNumber Name
1 LOAD CASE 1 DL
2 LOAD CASE 2 LL
3 LOAD CASE 3 WL
Combination Load CasesComb. Combination L/C Name Primary Primary L/C Name Factor
4 LOAD CASE 4 0.75[DL+LL+WL] 1 LOAD CASE 1 DL 0.75
2 LOAD CASE 2 LL 0.75
3 LOAD CASE 3 WL 0.75
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 9
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 9 of 49STAAD.Pro for Windows 20.07.04.12
Beam End Force SummaryThe signs of the forces at end B of each beam have been reversed. For example: this means that the Min Fx entry gives the largest tension value for an beam.
Axial Shear Torsion Bending
Beam Node L/C Fx
(kg)
Fy
(kg)
Fz
(kg)
Mx
(kg-m)
My
(kg-m)
Mz
(kg-m)
Max Fx 1 1 4:LOAD CASE 9631.02 1521.38 0.00 0.00 0.00 -0.00
Min Fx 9 11 1:LOAD CASE -8644.51 -2.22 0.00 0.00 0.00 -20.47
Max Fy 74 2 2:LOAD CASE 0.00 3120.49 0.00 0.00 0.00 390.06
Min Fy 14 16 3:LOAD CASE 4110.99 -3763.13 0.00 0.00 0.00 -923.67
Max Fz 1 1 1:LOAD CASE 6625.28 -31.85 0.00 0.00 0.00 0.00
Min Fz 1 1 1:LOAD CASE 6625.28 -31.85 0.00 0.00 0.00 0.00
Max Mx 1 1 1:LOAD CASE 6625.28 -31.85 0.00 0.00 0.00 0.00
Min Mx 1 1 1:LOAD CASE 6625.28 -31.85 0.00 0.00 0.00 0.00
Max My 1 1 1:LOAD CASE 6625.28 -31.85 0.00 0.00 0.00 0.00
Min My 1 1 1:LOAD CASE 6625.28 -31.85 0.00 0.00 0.00 0.00
Max Mz 14 17 3:LOAD CASE 4110.99 -3763.13 -0.00 -0.00 -0.00 3797.67
Min Mz 1 2 3:LOAD CASE 611.11 -290.39 -0.00 -0.00 -0.00 -7276.86
Beam Force Detail SummarySign convention as diagrams:- positive above line, negative below line except Fx where positive is compression. Distance d is given from beam end A.
Axial Shear Torsion Bending
Beam L/C d
(m)
Fx
(kg)
Fy
(kg)
Fz
(kg)
Mx
(kg-m)
My
(kg-m)
Mz
(kg-m)
Max Fx 1 4:LOAD CASE 0.000 9631.02 1521.38 0.00 0.00 0.00 -0.00
Min Fx 9 1:LOAD CASE 0.000 -8644.51 -2.22 0.00 0.00 0.00 -20.47
Max Fy 74 2:LOAD CASE 0.000 0.00 3120.49 0.00 0.00 0.00 390.06
Min Fy 14 3:LOAD CASE 0.000 4110.99 -3763.13 0.00 0.00 0.00 -923.67
Max Fz 1 1:LOAD CASE 0.000 6625.28 -31.85 0.00 0.00 0.00 0.00
Min Fz 1 1:LOAD CASE 0.000 6625.28 -31.85 0.00 0.00 0.00 0.00
Max Mx 1 1:LOAD CASE 0.000 6625.28 -31.85 0.00 0.00 0.00 0.00
Min Mx 1 1:LOAD CASE 0.000 6625.28 -31.85 0.00 0.00 0.00 0.00
Max My 1 1:LOAD CASE 0.000 6625.28 -31.85 0.00 0.00 0.00 0.00
Min My 1 1:LOAD CASE 0.000 6625.28 -31.85 0.00 0.00 0.00 0.00
Max Mz 14 3:LOAD CASE 1.255 4110.99 -3763.13 -0.00 -0.00 -0.00 3797.67
Min Mz 1 3:LOAD CASE 7.200 611.11 -50.39 0.00 0.00 0.00 -7402.50
Software licensed to SP-STRUCTURAL
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Ref
By Date Chd
File Date/Time
1 10
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 10 of 49STAAD.Pro for Windows 20.07.04.12
Bending ZLoad 3 : X
Y
Z
Whole Structure Mz 10197.2kg-m:1m 3 LOAD CASE 3 WL (Input data was modified after picture taken)
Beam Maximum MomentsDistances to maxima are given from beam end A.
Beam Node A Length
(m)
L/C d
(m)
Max My
(kg-m)
d
(m)
Max Mz
(kg-m)
1 1 8.000 1:LOAD CASE Max -ve 0.000 0.00 8.000 254.82
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 8.000 393.97
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 7.333 -7403.78
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 6.667 -5142.54
2 3 8.000 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 8.000 -254.82
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 8.000 -393.97
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 8.000 -6301.85
4:LOAD CASE Max -ve 0.000 0.00
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 11
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 11 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Moments Cont...Beam Node A Length
(m)
L/C d
(m)
Max My
(kg-m)
d
(m)
Max Mz
(kg-m)
Max +ve 0.000 0.00 8.000 -5212.98
3 5 1.255 1:LOAD CASE Max -ve 0.000 0.00 0.000 218.37
Max +ve 0.000 0.00 1.255 -52.79
2:LOAD CASE Max -ve 0.000 0.00 0.000 54.50
Max +ve 0.000 0.00 1.255 -13.09
3:LOAD CASE Max -ve 0.000 0.00 1.255 836.79
Max +ve 0.000 0.00 0.000 -3435.22
4:LOAD CASE Max -ve 0.000 0.00 1.255 578.18
Max +ve 0.000 0.00 0.000 -2371.76
4 6 1.255 1:LOAD CASE Max -ve 0.000 0.00 1.255 6.57
Max +ve 0.000 0.00 0.000 -52.79
2:LOAD CASE Max -ve 0.000 0.00 1.255 0.79
Max +ve 0.000 0.00 0.000 -13.09
3:LOAD CASE Max -ve 0.000 0.00 0.000 836.79
Max +ve 0.000 0.00 1.255 -213.85
4:LOAD CASE Max -ve 0.000 0.00 0.000 578.18
Max +ve 0.000 0.00 1.255 -154.86
5 7 1.255 1:LOAD CASE Max -ve 0.000 0.00 0.000 6.57
Max +ve 0.000 0.00 1.255 -13.89
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.79
Max +ve 0.000 0.00 1.255 -4.82
3:LOAD CASE Max -ve 0.000 0.00 1.255 45.48
Max +ve 0.000 0.00 0.000 -213.85
4:LOAD CASE Max -ve 0.000 0.00 1.255 20.08
Max +ve 0.000 0.00 0.000 -154.86
6 8 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -13.89
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -5.20
3:LOAD CASE Max -ve 0.000 0.00 0.000 45.48
Max +ve 0.000 0.00 1.255 -16.63
4:LOAD CASE Max -ve 0.000 0.00 0.000 20.08
Max +ve 0.000 0.00 1.255 -26.54
7 9 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -16.20
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -6.05
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -16.63
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -26.54
8 10 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -20.47
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -7.74
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -0.62
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -21.62
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 12
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 12 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Moments Cont...Beam Node A Length
(m)
L/C d
(m)
Max My
(kg-m)
d
(m)
Max Mz
(kg-m)
9 11 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -20.47
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -7.74
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -0.62
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -21.62
10 12 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -17.69
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -6.60
3:LOAD CASE Max -ve 0.000 0.00 1.255 17.57
Max +ve 0.000 0.00 0.000 -0.54
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -18.62
11 13 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -17.59
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -6.23
3:LOAD CASE Max -ve 0.000 0.00 0.000 17.57
Max +ve 0.000 0.00 1.255 -50.63
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -55.80
12 14 1.255 1:LOAD CASE Max -ve 0.000 0.00 1.255 0.18
Max +ve 0.000 0.00 0.000 -17.59
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -6.18
3:LOAD CASE Max -ve 0.000 0.00 1.255 236.49
Max +ve 0.000 0.00 0.000 -50.63
4:LOAD CASE Max -ve 0.000 0.00 1.255 176.22
Max +ve 0.000 0.00 0.000 -55.80
13 15 1.255 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.18
Max +ve 0.000 0.00 1.255 -54.83
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -13.44
3:LOAD CASE Max -ve 0.000 0.00 0.000 236.49
Max +ve 0.000 0.00 1.255 -923.67
4:LOAD CASE Max -ve 0.000 0.00 0.000 176.22
Max +ve 0.000 0.00 1.255 -743.96
14 16 1.255 1:LOAD CASE Max -ve 0.000 0.00 1.255 191.22
Max +ve 0.000 0.00 0.000 -54.83
2:LOAD CASE Max -ve 0.000 0.00 1.255 42.65
Max +ve 0.000 0.00 0.000 -13.44
3:LOAD CASE Max -ve 0.000 0.00 1.255 3797.67
Max +ve 0.000 0.00 0.000 -923.67
4:LOAD CASE Max -ve 0.000 0.00 1.255 3023.66
Max +ve 0.000 0.00 0.000 -743.96
15 18 1.255 1:LOAD CASE Max -ve 0.000 0.00 0.000 49.11
Software licensed to SP-STRUCTURAL
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Job No Sheet No Rev
Part
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By Date Chd
File Date/Time
1 13
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 13 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Moments Cont...Beam Node A Length
(m)
L/C d
(m)
Max My
(kg-m)
d
(m)
Max Mz
(kg-m)
Max +ve 0.000 0.00 1.255 -10.48
2:LOAD CASE Max -ve 0.000 0.00 0.000 18.29
Max +ve 0.000 0.00 1.255 -4.17
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -35.86
4:LOAD CASE Max -ve 0.000 0.00 0.000 41.91
Max +ve 0.000 0.00 1.255 -37.88
16 19 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -10.48
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -4.17
3:LOAD CASE Max -ve 0.000 0.00 1.255 8.72
Max +ve 0.000 0.00 0.000 -35.86
4:LOAD CASE Max -ve 0.000 0.00 1.255 1.59
Max +ve 0.000 0.00 0.000 -37.88
17 20 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -11.12
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -4.23
3:LOAD CASE Max -ve 0.000 0.00 0.000 8.72
Max +ve 0.000 0.00 1.255 -10.70
4:LOAD CASE Max -ve 0.000 0.00 0.000 1.59
Max +ve 0.000 0.00 1.255 -19.53
18 21 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -14.02
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -5.25
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -10.70
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -19.53
19 22 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -16.29
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -6.11
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -2.91
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -17.28
20 23 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -18.78
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -7.09
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -0.64
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -19.58
21 24 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -18.78
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 14
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 14 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Moments Cont...Beam Node A Length
(m)
L/C d
(m)
Max My
(kg-m)
d
(m)
Max Mz
(kg-m)
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -7.09
3:LOAD CASE Max -ve 0.000 0.00 1.255 0.07
Max +ve 0.000 0.00 0.000 -0.24
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -19.58
22 25 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -17.17
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -6.43
3:LOAD CASE Max -ve 0.000 0.00 1.255 2.24
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -16.02
23 26 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -17.17
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -6.43
3:LOAD CASE Max -ve 0.000 0.00 1.255 12.03
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -16.02
24 27 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -14.54
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -5.52
3:LOAD CASE Max -ve 0.000 0.00 0.000 12.03
Max +ve 0.000 0.00 1.255 -12.07
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -20.27
25 28 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -12.32
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -4.98
3:LOAD CASE Max -ve 0.000 0.00 1.255 51.06
Max +ve 0.000 0.00 0.000 -12.07
4:LOAD CASE Max -ve 0.000 0.00 1.255 25.33
Max +ve 0.000 0.00 0.000 -20.27
26 29 1.255 1:LOAD CASE Max -ve 0.000 0.00 1.255 22.99
Max +ve 0.000 0.00 0.000 -12.32
2:LOAD CASE Max -ve 0.000 0.00 1.255 8.89
Max +ve 0.000 0.00 0.000 -4.98
3:LOAD CASE Max -ve 0.000 0.00 0.000 51.06
Max +ve 0.000 0.00 1.255 -27.78
4:LOAD CASE Max -ve 0.000 0.00 0.000 25.33
Max +ve 0.000 0.00
27 31 1.271 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.271 -6.61
2:LOAD CASE Max -ve 0.000 0.00
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 15
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 15 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Moments Cont...Beam Node A Length
(m)
L/C d
(m)
Max My
(kg-m)
d
(m)
Max Mz
(kg-m)
Max +ve 0.000 0.00 0.000 -1.04
3:LOAD CASE Max -ve 0.000 0.00 1.271 207.43
Max +ve 0.000 0.00 0.000 -53.26
4:LOAD CASE Max -ve 0.000 0.00 1.271 149.99
Max +ve 0.000 0.00 0.000 -41.98
28 32 1.271 1:LOAD CASE Max -ve 0.000 0.00 1.271 18.20
Max +ve 0.000 0.00 0.000 -6.61
2:LOAD CASE Max -ve 0.000 0.00 1.271 0.17
Max +ve 0.000 0.00 0.000 -0.83
3:LOAD CASE Max -ve 0.000 0.00 0.000 207.43
Max +ve 0.000 0.00 1.271 -840.05
4:LOAD CASE Max -ve 0.000 0.00 0.000 149.99
Max +ve 0.000 0.00 1.271 -616.26
29 33 1.271 1:LOAD CASE Max -ve 0.000 0.00 0.000 18.20
Max +ve 0.000 0.00 1.271 -68.30
2:LOAD CASE Max -ve 0.000 0.00 1.271 1.35
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 1.271 3401.24
Max +ve 0.000 0.00 0.000 -840.05
4:LOAD CASE Max -ve 0.000 0.00 1.271 2500.72
Max +ve 0.000 0.00 0.000 -616.26
30 34 1.271 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.271 -3.30
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.271 -1.25
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.271 -2.77
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.271 -5.49
31 35 1.271 1:LOAD CASE Max -ve 0.000 0.00 1.271 6.85
Max +ve 0.000 0.00 0.000 -3.30
2:LOAD CASE Max -ve 0.000 0.00 1.271 2.80
Max +ve 0.000 0.00 0.000 -1.25
3:LOAD CASE Max -ve 0.000 0.00 1.271 31.87
Max +ve 0.000 0.00 0.000 -2.77
4:LOAD CASE Max -ve 0.000 0.00 1.271 31.14
Max +ve 0.000 0.00 0.000 -5.49
32 36 1.271 1:LOAD CASE Max -ve 0.000 0.00 1.271 49.11
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 1.271 18.29
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 31.87
Max +ve 0.000 0.00 1.271 -11.52
4:LOAD CASE Max -ve 0.000 0.00 1.271 41.91
Max +ve 0.000 0.00
33 37 1.250 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -2.93
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.250 -1.04
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 16
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 16 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Moments Cont...Beam Node A Length
(m)
L/C d
(m)
Max My
(kg-m)
d
(m)
Max Mz
(kg-m)
3:LOAD CASE Max -ve 0.000 0.00 0.000 14.23
Max +ve 0.000 0.00 1.250 -53.26
4:LOAD CASE Max -ve 0.000 0.00 0.000 7.74
Max +ve 0.000 0.00 1.250 -41.98
34 37 0.870 1:LOAD CASE Max -ve 0.000 0.00 0.000 2.93
Max +ve 0.000 0.00 0.870 -3.28
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.98
Max +ve 0.000 0.00 0.870 -1.20
3:LOAD CASE Max -ve 0.000 0.00 0.870 2.46
Max +ve 0.000 0.00 0.000 -14.23
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -7.74
35 38 1.293 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -3.28
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -1.20
3:LOAD CASE Max -ve 0.000 0.00 0.000 2.46
Max +ve 0.000 0.00 1.293 -2.44
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.293 -4.75
36 17 1.500 1:LOAD CASE Max -ve 0.000 0.00 1.500 25.88
Max +ve 0.000 0.00 0.000 -95.45
2:LOAD CASE Max -ve 0.000 0.00 1.500 1.98
Max +ve 0.000 0.00 0.000 -10.51
3:LOAD CASE Max -ve 0.000 0.00 1.500 1005.75
Max +ve 0.000 0.00 0.000 -3291.91
4:LOAD CASE Max -ve 0.000 0.00 1.500 775.21
Max +ve 0.000 0.00 0.000 -2548.40
37 39 0.870 1:LOAD CASE Max -ve 0.000 0.00 0.000 25.88
Max +ve 0.000 0.00 0.870 -1.85
2:LOAD CASE Max -ve 0.000 0.00 0.000 1.98
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 1005.75
Max +ve 0.000 0.00 0.870 -141.63
4:LOAD CASE Max -ve 0.000 0.00 0.000 775.21
Max +ve 0.000 0.00 0.870 -107.30
38 30 1.536 1:LOAD CASE Max -ve 0.000 0.00 0.000 22.99
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 8.89
Max +ve 0.000 0.00 1.536 -0.41
3:LOAD CASE Max -ve 0.000 0.00 1.536 141.63
Max +ve 0.000 0.00 0.000 -27.78
4:LOAD CASE Max -ve 0.000 0.00 1.536 107.30
Max +ve 0.000 0.00
39 11 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Software licensed to SP-STRUCTURAL
Job Title
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Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 17
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 17 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Moments Cont...Beam Node A Length
(m)
L/C d
(m)
Max My
(kg-m)
d
(m)
Max Mz
(kg-m)
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
40 23 1.725 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
41 10 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
42 22 1.703 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
43 9 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
44 21 1.681 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
45 8 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 18
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 18 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Moments Cont...Beam Node A Length
(m)
L/C d
(m)
Max My
(kg-m)
d
(m)
Max Mz
(kg-m)
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
46 20 1.658 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
47 7 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
48 19 1.636 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
49 6 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
50 18 1.612 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
51 5 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 19
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 19 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Moments Cont...Beam Node A Length
(m)
L/C d
(m)
Max My
(kg-m)
d
(m)
Max Mz
(kg-m)
Max +ve 0.000 0.00 0.000 0.00
52 36 1.606 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
53 33 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
54 35 1.582 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
55 32 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
56 34 1.558 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
57 31 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 20
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 20 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Moments Cont...Beam Node A Length
(m)
L/C d
(m)
Max My
(kg-m)
d
(m)
Max Mz
(kg-m)
58 38 1.523 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
59 11 1.725 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
60 12 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
61 12 1.703 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
62 13 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
63 13 1.681 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
64 14 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 21
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 21 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Moments Cont...Beam Node A Length
(m)
L/C d
(m)
Max My
(kg-m)
d
(m)
Max Mz
(kg-m)
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
65 14 1.658 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
66 15 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
67 15 1.636 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
68 16 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
69 16 1.612 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
70 17 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 22
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 22 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Moments Cont...Beam Node A Length
(m)
L/C d
(m)
Max My
(kg-m)
d
(m)
Max Mz
(kg-m)
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
71 17 1.734 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
72 2 1.000 1:LOAD CASE Max -ve 0.000 0.00 1.000 286.67
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 1.000 53.15
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -7276.86
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -5263.60
73 4 1.000 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.000 -286.67
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.000 -53.16
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.000 -7089.58
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.000 -5572.06
74 2 0.250 1:LOAD CASE Max -ve 0.000 0.00 0.229 0.00
Max +ve 0.000 0.00 0.000 -0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 390.06
Max +ve 0.000 0.00 0.250 -0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.250 -0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 292.55
Max +ve 0.000 0.00 0.250 -0.00
75 42 0.250 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.250 -0.00
2:LOAD CASE Max -ve 0.000 0.00 0.250 390.06
Max +ve 0.000 0.00 0.125 -0.00
3:LOAD CASE Max -ve 0.000 0.00 0.229 0.00
Max +ve 0.000 0.00 0.250 -0.00
4:LOAD CASE Max -ve 0.000 0.00 0.250 292.54
Max +ve 0.000 0.00
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 23
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 23 of 49STAAD.Pro for Windows 20.07.04.12
Shear YLoad 4 : X
Y
Z
Whole Structure Fy 10197.2kg:1m 4 LOAD CASE 4 0.75[DL+LL+WL] (Input data was modified after picture taken)
Beam Maximum Shear ForcesDistances to maxima are given from beam end A.
Beam Node A Length
(m)
L/C d
(m)
Max Fz
(kg)
d
(m)
Max Fy
(kg)
1 1 8.000 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -31.85
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -49.25
3:LOAD CASE Max -ve 0.000 0.00 0.000 2109.61
Max +ve 0.000 0.00 8.000 -290.39
4:LOAD CASE Max -ve 0.000 0.00 0.000 1521.38
Max +ve 0.000 0.00 8.000 -278.62
2 3 8.000 1:LOAD CASE Max -ve 0.000 0.00 0.000 31.85
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 49.25
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 787.73
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 651.62
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 24
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 24 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Shear Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fz
(kg)
d
(m)
Max Fy
(kg)
Max +ve 0.000 0.00
3 5 1.255 1:LOAD CASE Max -ve 0.000 0.00 0.000 216.12
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 53.87
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -3404.83
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -2351.13
4 6 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -47.31
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -11.06
3:LOAD CASE Max -ve 0.000 0.00 0.000 837.37
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 584.24
Max +ve 0.000 0.00
5 7 1.255 1:LOAD CASE Max -ve 0.000 0.00 0.000 16.31
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 4.47
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -206.68
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -139.43
6 8 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -0.26
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.30
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 49.50
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 37.16
Max +ve 0.000 0.00
7 9 1.255 1:LOAD CASE Max -ve 0.000 0.00 0.000 2.10
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.68
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -13.11
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -7.75
8 10 1.255 1:LOAD CASE Max -ve 0.000 0.00 0.000 3.40
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 1.35
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.35
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 3.83
Max +ve 0.000 0.00
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 25
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 25 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Shear Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fz
(kg)
d
(m)
Max Fy
(kg)
9 11 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -2.22
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -0.90
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -0.06
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -2.39
10 12 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -1.11
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -0.30
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -14.43
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -11.88
11 13 1.255 1:LOAD CASE Max -ve 0.000 0.00 0.000 1.04
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -0.04
3:LOAD CASE Max -ve 0.000 0.00 0.000 54.35
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 41.51
Max +ve 0.000 0.00
12 14 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -14.17
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -3.56
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -228.83
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -184.92
13 15 1.255 1:LOAD CASE Max -ve 0.000 0.00 0.000 43.85
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 9.35
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 924.66
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 733.39
Max +ve 0.000 0.00
14 16 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -196.11
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -44.71
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -3763.13
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -3002.97
15 18 1.255 1:LOAD CASE Max -ve 0.000 0.00 0.000 47.49
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 26
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 26 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Shear Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fz
(kg)
d
(m)
Max Fy
(kg)
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 17.90
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 195.40
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 195.60
Max +ve 0.000 0.00
16 19 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -4.47
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -1.95
3:LOAD CASE Max -ve 0.000 0.00 0.000 140.47
Max +ve 0.000 0.00 0.105 -35.53
4:LOAD CASE Max -ve 0.000 0.00 0.000 100.54
Max +ve 0.000 0.00 0.105 -31.46
17 20 1.255 1:LOAD CASE Max -ve 0.000 0.00 0.000 4.98
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 1.99
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 191.48
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 148.84
Max +ve 0.000 0.00
18 21 1.255 1:LOAD CASE Max -ve 0.000 0.00 0.000 2.31
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.82
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 169.79
Max +ve 0.000 0.00 1.255 -6.21
4:LOAD CASE Max -ve 0.000 0.00 0.000 129.69
Max +ve 0.000 0.00 1.255 -2.31
19 22 1.255 1:LOAD CASE Max -ve 0.000 0.00 0.000 1.81
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.68
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 174.19
Max +ve 0.000 0.00 0.105 -1.81
4:LOAD CASE Max -ve 0.000 0.00 0.000 132.52
Max +ve 0.000 0.00
20 23 1.255 1:LOAD CASE Max -ve 0.000 0.00 0.000 1.99
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.78
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 175.68
Max +ve 0.000 0.00 1.255 -0.32
4:LOAD CASE Max -ve 0.000 0.00 0.000 133.84
Max +ve 0.000 0.00
21 24 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -2.60
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 27
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 27 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Shear Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fz
(kg)
d
(m)
Max Fy
(kg)
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -1.01
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -0.24
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -2.89
22 25 1.255 1:LOAD CASE Max -ve 0.000 0.00 0.000 1.32
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.49
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -1.73
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.05
Max +ve 0.000 0.00
23 26 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -2.10
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -0.73
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -7.80
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -7.98
24 27 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -2.85
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -1.22
3:LOAD CASE Max -ve 0.000 0.00 0.000 19.21
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 11.36
Max +ve 0.000 0.00
25 28 1.255 1:LOAD CASE Max -ve 0.000 0.00 0.000 1.08
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.79
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -50.32
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -36.34
26 29 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -28.14
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -11.05
3:LOAD CASE Max -ve 0.000 0.00 0.000 62.84
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 17.74
Max +ve 0.000 0.00
27 31 1.271 1:LOAD CASE Max -ve 0.000 0.00 0.000 3.88
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 28
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 28 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Shear Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fz
(kg)
d
(m)
Max Fy
(kg)
Max +ve 0.000 0.00 0.000 -0.17
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -205.06
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -151.01
28 32 1.271 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -19.51
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -0.78
3:LOAD CASE Max -ve 0.000 0.00 0.000 823.97
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 602.75
Max +ve 0.000 0.00
29 33 1.271 1:LOAD CASE Max -ve 0.000 0.00 0.000 68.04
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -0.93
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -3336.30
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -2451.89
30 34 1.271 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.37
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.14
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 176.26
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 132.58
Max +ve 0.000 0.00
31 35 1.271 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -7.98
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -3.19
3:LOAD CASE Max -ve 0.000 0.00 0.000 148.75
Max +ve 0.000 0.00 1.271 -27.25
4:LOAD CASE Max -ve 0.000 0.00 0.000 103.19
Max +ve 0.000 0.00 1.271 -28.81
32 36 1.271 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -33.25
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -12.18
3:LOAD CASE Max -ve 0.000 0.00 0.000 210.13
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 123.53
Max +ve 0.000 0.00 0.106 -8.47
33 37 1.250 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -1.01
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.05
Max +ve 0.000 0.00
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 29
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 29 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Shear Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fz
(kg)
d
(m)
Max Fy
(kg)
3:LOAD CASE Max -ve 0.000 0.00 0.000 53.99
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 39.78
Max +ve 0.000 0.00
34 37 0.870 1:LOAD CASE Max -ve 0.000 0.00 0.000 7.14
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 2.51
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -19.19
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -7.15
35 38 1.293 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -0.36
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -0.10
3:LOAD CASE Max -ve 0.000 0.00 0.000 91.79
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 68.50
Max +ve 0.000 0.00
36 17 1.500 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -80.89
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -8.32
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -2865.11
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -2215.74
37 39 0.870 1:LOAD CASE Max -ve 0.000 0.00 0.000 31.87
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 1.81
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 1318.82
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 1014.37
Max +ve 0.000 0.00
38 30 1.536 1:LOAD CASE Max -ve 0.000 0.00 0.000 13.77
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 6.05
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -110.30
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -67.86
39 11 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 30
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 30 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Shear Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fz
(kg)
d
(m)
Max Fy
(kg)
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
40 23 1.725 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
41 10 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
42 22 1.703 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
43 9 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
44 21 1.681 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
45 8 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 31
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 31 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Shear Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fz
(kg)
d
(m)
Max Fy
(kg)
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
46 20 1.658 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
47 7 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
48 19 1.636 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
49 6 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
50 18 1.612 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
51 5 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 32
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 32 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Shear Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fz
(kg)
d
(m)
Max Fy
(kg)
Max +ve 0.000 0.00 0.000 0.00
52 36 1.606 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
53 33 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
54 35 1.582 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
55 32 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
56 34 1.558 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
57 31 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 33
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 33 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Shear Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fz
(kg)
d
(m)
Max Fy
(kg)
58 38 1.523 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
59 11 1.725 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
60 12 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
61 12 1.703 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
62 13 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
63 13 1.681 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
64 14 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 34
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 34 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Shear Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fz
(kg)
d
(m)
Max Fy
(kg)
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
65 14 1.658 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
66 15 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
67 15 1.636 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
68 16 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
69 16 1.612 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
70 17 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
Software licensed to SP-STRUCTURAL
Job Title
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Job No Sheet No Rev
Part
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File Date/Time
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TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
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17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 35 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Shear Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fz
(kg)
d
(m)
Max Fy
(kg)
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
71 17 1.734 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
72 2 1.000 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -31.85
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -49.25
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.000 -590.39
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.000 -503.62
73 4 1.000 1:LOAD CASE Max -ve 0.000 0.00 0.000 31.85
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 49.25
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 787.73
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 651.62
Max +ve 0.000 0.00
74 2 0.250 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 3120.49
Max +ve 0.000 0.00 0.146 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 2340.37
Max +ve 0.000 0.00
75 42 0.250 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.146 -3120.49
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -0.00
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.146 -2340.37
Software licensed to SP-STRUCTURAL
Job Title
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Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 36
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 36 of 49STAAD.Pro for Windows 20.07.04.12
Axial ForceLoad 4 : X
Y
Z
Whole Structure Fx 5098.58kg:1m 4 LOAD CASE 4 0.75[DL+LL+WL] (Input data was modified after picture taken)
Beam Maximum Axial ForcesDistances to maxima are given from beam end A.
Beam Node A Length
(m)
L/C d
(m)
Max Fx
(kg)
1 1 8.000 1:LOAD CASE Max -ve 0.000 6625.28
Max +ve
2:LOAD CASE Max -ve 0.000 5604.97
Max +ve
3:LOAD CASE Max -ve 0.000 611.11
Max +ve
4:LOAD CASE Max -ve 0.000 9631.02
Max +ve
2 3 8.000 1:LOAD CASE Max -ve 0.000 3982.72
Max +ve
2:LOAD CASE Max -ve 0.000 4614.01
Max +ve
3:LOAD CASE Max -ve 0.000 1045.19
Max +ve
4:LOAD CASE Max -ve 0.000 7231.43
Software licensed to SP-STRUCTURAL
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Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 37
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 37 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Axial Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fx
(kg)
Max +ve
3 5 1.255 1:LOAD CASE Max -ve 0.000 5334.36
Max +ve
2:LOAD CASE Max -ve 0.000 2011.70
Max +ve
3:LOAD CASE Max -ve
Max +ve 0.000 -1222.49
4:LOAD CASE Max -ve 0.000 4592.68
Max +ve
4 6 1.255 1:LOAD CASE Max -ve 0.000 1585.59
Max +ve
2:LOAD CASE Max -ve 0.000 587.30
Max +ve
3:LOAD CASE Max -ve
Max +ve 0.000 -3934.02
4:LOAD CASE Max -ve
Max +ve 0.000 -1320.85
5 7 1.255 1:LOAD CASE Max -ve
Max +ve 0.000 -1792.61
2:LOAD CASE Max -ve
Max +ve 0.000 -669.27
3:LOAD CASE Max -ve
Max +ve 0.000 -2749.36
4:LOAD CASE Max -ve
Max +ve 0.000 -3908.43
6 8 1.255 1:LOAD CASE Max -ve
Max +ve 0.000 -4446.72
2:LOAD CASE Max -ve
Max +ve 0.000 -1662.57
3:LOAD CASE Max -ve
Max +ve 0.000 -2312.39
4:LOAD CASE Max -ve
Max +ve 0.000 -6316.27
7 9 1.255 1:LOAD CASE Max -ve
Max +ve 0.000 -6468.16
2:LOAD CASE Max -ve
Max +ve 0.000 -2417.83
3:LOAD CASE Max -ve
Max +ve 0.000 -1492.68
4:LOAD CASE Max -ve
Max +ve 0.000 -7784.00
8 10 1.255 1:LOAD CASE Max -ve
Max +ve 0.000 -7839.41
2:LOAD CASE Max -ve
Max +ve 0.000 -2930.69
3:LOAD CASE Max -ve
Max +ve 0.000 -567.70
4:LOAD CASE Max -ve
Max +ve 0.000 -8503.34
Software licensed to SP-STRUCTURAL
Job Title
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Part
Ref
By Date Chd
File Date/Time
1 38
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 38 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Axial Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fx
(kg)
9 11 1.255 1:LOAD CASE Max -ve
Max +ve 0.000 -8644.51
2:LOAD CASE Max -ve
Max +ve 0.000 -3232.60
3:LOAD CASE Max -ve 0.000 1617.66
Max +ve
4:LOAD CASE Max -ve
Max +ve 0.000 -7694.59
10 12 1.255 1:LOAD CASE Max -ve
Max +ve 0.000 -8075.17
2:LOAD CASE Max -ve
Max +ve 0.000 -3020.45
3:LOAD CASE Max -ve 0.000 2664.11
Max +ve
4:LOAD CASE Max -ve
Max +ve 0.000 -6323.63
11 13 1.255 1:LOAD CASE Max -ve
Max +ve 0.000 -6860.44
2:LOAD CASE Max -ve
Max +ve 0.000 -2567.72
3:LOAD CASE Max -ve 0.000 3753.35
Max +ve
4:LOAD CASE Max -ve
Max +ve 0.000 -4256.11
12 14 1.255 1:LOAD CASE Max -ve
Max +ve 0.000 -5012.16
2:LOAD CASE Max -ve
Max +ve 0.000 -1876.55
3:LOAD CASE Max -ve 0.000 4584.34
Max +ve
4:LOAD CASE Max -ve
Max +ve 0.000 -1728.27
13 15 1.255 1:LOAD CASE Max -ve
Max +ve 0.000 -2454.42
2:LOAD CASE Max -ve
Max +ve 0.000 -927.91
3:LOAD CASE Max -ve 0.000 6390.33
Max +ve
4:LOAD CASE Max -ve 0.000 2256.00
Max +ve
14 16 1.255 1:LOAD CASE Max -ve 0.000 514.11
Max +ve
2:LOAD CASE Max -ve 0.000 204.94
Max +ve
3:LOAD CASE Max -ve 0.000 4110.99
Max +ve
4:LOAD CASE Max -ve 0.000 3622.53
Max +ve
15 18 1.255 1:LOAD CASE Max -ve
Software licensed to SP-STRUCTURAL
Job Title
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Job No Sheet No Rev
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By Date Chd
File Date/Time
1 39
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 39 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Axial Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fx
(kg)
Max +ve 0.000 -1557.24
2:LOAD CASE Max -ve
Max +ve 0.000 -538.21
3:LOAD CASE Max -ve 0.000 4784.08
Max +ve
4:LOAD CASE Max -ve 0.000 2016.47
Max +ve
16 19 1.255 1:LOAD CASE Max -ve 0.000 1830.13
Max +ve
2:LOAD CASE Max -ve 0.000 720.70
Max +ve
3:LOAD CASE Max -ve 0.000 3491.29
Max +ve
4:LOAD CASE Max -ve 0.000 4531.59
Max +ve
17 20 1.255 1:LOAD CASE Max -ve 0.000 4487.55
Max +ve
2:LOAD CASE Max -ve 0.000 1715.35
Max +ve
3:LOAD CASE Max -ve 0.000 3092.09
Max +ve
4:LOAD CASE Max -ve 0.000 6971.24
Max +ve
18 21 1.255 1:LOAD CASE Max -ve 0.000 6508.46
Max +ve
2:LOAD CASE Max -ve 0.000 2470.30
Max +ve
3:LOAD CASE Max -ve 0.000 2274.12
Max +ve
4:LOAD CASE Max -ve 0.000 8439.65
Max +ve
19 22 1.255 1:LOAD CASE Max -ve 0.000 7876.33
Max +ve
2:LOAD CASE Max -ve 0.000 2981.86
Max +ve
3:LOAD CASE Max -ve 0.000 1354.07
Max +ve
4:LOAD CASE Max -ve 0.000 9159.20
Max +ve
20 23 1.255 1:LOAD CASE Max -ve 0.000 8594.34
Max +ve
2:LOAD CASE Max -ve 0.000 3250.49
Max +ve
3:LOAD CASE Max -ve 0.000 252.30
Max +ve
4:LOAD CASE Max -ve 0.000 9072.85
Max +ve
21 24 1.255 1:LOAD CASE Max -ve 0.000 8594.34
Max +ve
Software licensed to SP-STRUCTURAL
Job Title
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By Date Chd
File Date/Time
1 40
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 40 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Axial Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fx
(kg)
2:LOAD CASE Max -ve 0.000 3250.49
Max +ve
3:LOAD CASE Max -ve 0.000 252.31
Max +ve
4:LOAD CASE Max -ve 0.000 9072.86
Max +ve
22 25 1.255 1:LOAD CASE Max -ve 0.000 8681.81
Max +ve
2:LOAD CASE Max -ve 0.000 3283.91
Max +ve
3:LOAD CASE Max -ve
Max +ve 0.000 -830.33
4:LOAD CASE Max -ve 0.000 8351.55
Max +ve
23 26 1.255 1:LOAD CASE Max -ve 0.000 8117.44
Max +ve
2:LOAD CASE Max -ve 0.000 3073.66
Max +ve
3:LOAD CASE Max -ve
Max +ve 0.000 -1877.15
4:LOAD CASE Max -ve 0.000 6985.46
Max +ve
24 27 1.255 1:LOAD CASE Max -ve 0.000 6905.60
Max +ve
2:LOAD CASE Max -ve 0.000 2622.14
Max +ve
3:LOAD CASE Max -ve
Max +ve 0.000 -2974.79
4:LOAD CASE Max -ve 0.000 4914.71
Max +ve
25 28 1.255 1:LOAD CASE Max -ve 0.000 5058.03
Max +ve
2:LOAD CASE Max -ve 0.000 1931.09
Max +ve
3:LOAD CASE Max -ve
Max +ve 0.000 -3777.26
4:LOAD CASE Max -ve 0.000 2408.89
Max +ve
26 29 1.255 1:LOAD CASE Max -ve 0.000 2493.28
Max +ve
2:LOAD CASE Max -ve 0.000 981.04
Max +ve
3:LOAD CASE Max -ve
Max +ve 0.000 -5729.22
4:LOAD CASE Max -ve
Max +ve 0.000 -1691.18
27 31 1.271 1:LOAD CASE Max -ve 0.000 336.76
Max +ve
2:LOAD CASE Max -ve 0.000 126.31
Software licensed to SP-STRUCTURAL
Job Title
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By Date Chd
File Date/Time
1 41
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 41 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Axial Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fx
(kg)
Max +ve
3:LOAD CASE Max -ve 0.000 101.17
Max +ve
4:LOAD CASE Max -ve 0.000 423.18
Max +ve
28 32 1.271 1:LOAD CASE Max -ve 0.000 1321.88
Max +ve
2:LOAD CASE Max -ve 0.000 495.52
Max +ve
3:LOAD CASE Max -ve 0.000 358.85
Max +ve
4:LOAD CASE Max -ve 0.000 1632.19
Max +ve
29 33 1.271 1:LOAD CASE Max -ve 0.000 2946.44
Max +ve
2:LOAD CASE Max -ve 0.000 1106.16
Max +ve
3:LOAD CASE Max -ve 0.000 1005.81
Max +ve
4:LOAD CASE Max -ve 0.000 3793.81
Max +ve
30 34 1.271 1:LOAD CASE Max -ve
Max +ve 0.000 -1332.05
2:LOAD CASE Max -ve
Max +ve 0.000 -498.13
3:LOAD CASE Max -ve
Max +ve 0.000 -148.24
4:LOAD CASE Max -ve
Max +ve 0.000 -1483.81
31 35 1.271 1:LOAD CASE Max -ve
Max +ve 0.000 -2949.95
2:LOAD CASE Max -ve
Max +ve 0.000 -1111.71
3:LOAD CASE Max -ve
Max +ve 0.000 -1451.99
4:LOAD CASE Max -ve
Max +ve 0.000 -4135.24
32 36 1.271 1:LOAD CASE Max -ve
Max +ve 0.000 -5291.94
2:LOAD CASE Max -ve
Max +ve 0.000 -1961.80
3:LOAD CASE Max -ve 0.000 1474.15
Max +ve
4:LOAD CASE Max -ve
Max +ve 0.000 -4334.69
33 37 1.250 1:LOAD CASE Max -ve 0.000 7.14
Max +ve
2:LOAD CASE Max -ve 0.000 2.51
Max +ve
Software licensed to SP-STRUCTURAL
Job Title
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By Date Chd
File Date/Time
1 42
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 42 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Axial Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fx
(kg)
3:LOAD CASE Max -ve
Max +ve 0.000 -19.19
4:LOAD CASE Max -ve
Max +ve 0.000 -7.15
34 37 0.870 1:LOAD CASE Max -ve 0.000 1.01
Max +ve
2:LOAD CASE Max -ve
Max +ve 0.000 -0.05
3:LOAD CASE Max -ve
Max +ve 0.000 -53.99
4:LOAD CASE Max -ve
Max +ve 0.000 -39.78
35 38 1.293 1:LOAD CASE Max -ve
Max +ve 0.000 -340.10
2:LOAD CASE Max -ve
Max +ve 0.000 -127.90
3:LOAD CASE Max -ve
Max +ve 0.000 -121.83
4:LOAD CASE Max -ve
Max +ve 0.000 -442.37
36 17 1.500 1:LOAD CASE Max -ve
Max +ve 0.000 -31.87
2:LOAD CASE Max -ve
Max +ve 0.000 -1.81
3:LOAD CASE Max -ve
Max +ve 0.000 -1318.82
4:LOAD CASE Max -ve
Max +ve 0.000 -1014.37
37 39 0.870 1:LOAD CASE Max -ve
Max +ve 0.000 -80.89
2:LOAD CASE Max -ve
Max +ve 0.000 -8.32
3:LOAD CASE Max -ve
Max +ve 0.000 -2865.11
4:LOAD CASE Max -ve
Max +ve 0.000 -2215.74
38 30 1.536 1:LOAD CASE Max -ve
Max +ve 0.000 -464.18
2:LOAD CASE Max -ve
Max +ve 0.000 -152.46
3:LOAD CASE Max -ve
Max +ve 0.000 -2808.29
4:LOAD CASE Max -ve
Max +ve 0.000 -2568.70
39 11 1.200 1:LOAD CASE Max -ve 0.000 403.78
Max +ve
2:LOAD CASE Max -ve 0.000 150.66
Max +ve
3:LOAD CASE Max -ve
Software licensed to SP-STRUCTURAL
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By Date Chd
File Date/Time
1 43
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 43 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Axial Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fx
(kg)
Max +ve 0.000 -6.25
4:LOAD CASE Max -ve 0.000 411.14
Max +ve
40 23 1.725 1:LOAD CASE Max -ve
Max +ve 0.000 -994.16
2:LOAD CASE Max -ve
Max +ve 0.000 -371.98
3:LOAD CASE Max -ve 0.000 1516.92
Max +ve
4:LOAD CASE Max -ve 0.000 113.09
Max +ve
41 10 1.200 1:LOAD CASE Max -ve 0.000 1117.99
Max +ve
2:LOAD CASE Max -ve 0.000 417.99
Max +ve
3:LOAD CASE Max -ve
Max +ve 0.000 -911.59
4:LOAD CASE Max -ve 0.000 468.30
Max +ve
42 22 1.703 1:LOAD CASE Max -ve
Max +ve 0.000 -1868.09
2:LOAD CASE Max -ve
Max +ve 0.000 -698.69
3:LOAD CASE Max -ve 0.000 1254.48
Max +ve
4:LOAD CASE Max -ve
Max +ve 0.000 -984.22
43 9 1.200 1:LOAD CASE Max -ve 0.000 1776.27
Max +ve
2:LOAD CASE Max -ve 0.000 664.11
Max +ve
3:LOAD CASE Max -ve
Max +ve 0.000 -760.41
4:LOAD CASE Max -ve 0.000 1259.98
Max +ve
44 21 1.681 1:LOAD CASE Max -ve
Max +ve 0.000 -2719.18
2:LOAD CASE Max -ve
Max +ve 0.000 -1015.91
3:LOAD CASE Max -ve 0.000 1100.47
Max +ve
4:LOAD CASE Max -ve
Max +ve 0.000 -1975.97
45 8 1.200 1:LOAD CASE Max -ve 0.000 2449.71
Max +ve
2:LOAD CASE Max -ve 0.000 914.95
Max +ve
3:LOAD CASE Max -ve
Max +ve 0.000 -708.76
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 44
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 44 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Axial Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fx
(kg)
4:LOAD CASE Max -ve 0.000 1991.93
Max +ve
46 20 1.658 1:LOAD CASE Max -ve
Max +ve 0.000 -3517.21
2:LOAD CASE Max -ve
Max +ve 0.000 -1316.53
3:LOAD CASE Max -ve 0.000 543.58
Max +ve
4:LOAD CASE Max -ve
Max +ve 0.000 -3217.62
47 7 1.200 1:LOAD CASE Max -ve 0.000 3132.50
Max +ve
2:LOAD CASE Max -ve 0.000 1172.46
Max +ve
3:LOAD CASE Max -ve
Max +ve 0.000 -253.39
4:LOAD CASE Max -ve 0.000 3038.68
Max +ve
48 19 1.636 1:LOAD CASE Max -ve
Max +ve 0.000 -4418.35
2:LOAD CASE Max -ve
Max +ve 0.000 -1642.32
3:LOAD CASE Max -ve 0.000 1682.73
Max +ve
4:LOAD CASE Max -ve
Max +ve 0.000 -3283.45
49 6 1.200 1:LOAD CASE Max -ve 0.000 3852.83
Max +ve
2:LOAD CASE Max -ve 0.000 1432.61
Max +ve
3:LOAD CASE Max -ve
Max +ve 0.000 -1233.61
4:LOAD CASE Max -ve 0.000 3038.87
Max +ve
50 18 1.612 1:LOAD CASE Max -ve
Max +ve 0.000 -4765.70
2:LOAD CASE Max -ve
Max +ve 0.000 -1816.92
3:LOAD CASE Max -ve
Max +ve 0.000 -4230.92
4:LOAD CASE Max -ve
Max +ve 0.000 -8110.15
51 5 1.200 1:LOAD CASE Max -ve 0.000 4351.17
Max +ve
2:LOAD CASE Max -ve 0.000 1653.23
Max +ve
3:LOAD CASE Max -ve 0.000 3283.97
Max +ve
4:LOAD CASE Max -ve 0.000 6966.28
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 45
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 45 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Axial Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fx
(kg)
Max +ve
52 36 1.606 1:LOAD CASE Max -ve 0.000 2970.74
Max +ve
2:LOAD CASE Max -ve 0.000 1078.58
Max +ve
3:LOAD CASE Max -ve
Max +ve 0.000 -3641.34
4:LOAD CASE Max -ve 0.000 305.99
Max +ve
53 33 1.200 1:LOAD CASE Max -ve
Max +ve 0.000 -1544.88
2:LOAD CASE Max -ve
Max +ve 0.000 -552.22
3:LOAD CASE Max -ve 0.000 2997.85
Max +ve
4:LOAD CASE Max -ve 0.000 675.56
Max +ve
54 35 1.582 1:LOAD CASE Max -ve 0.000 2020.25
Max +ve
2:LOAD CASE Max -ve 0.000 766.10
Max +ve
3:LOAD CASE Max -ve 0.000 1657.77
Max +ve
4:LOAD CASE Max -ve 0.000 3333.09
Max +ve
55 32 1.200 1:LOAD CASE Max -ve
Max +ve 0.000 -882.10
2:LOAD CASE Max -ve
Max +ve 0.000 -337.47
3:LOAD CASE Max -ve
Max +ve 0.000 -1102.35
4:LOAD CASE Max -ve
Max +ve 0.000 -1741.44
56 34 1.558 1:LOAD CASE Max -ve 0.000 1221.01
Max +ve
2:LOAD CASE Max -ve 0.000 455.72
Max +ve
3:LOAD CASE Max -ve 0.000 78.40
Max +ve
4:LOAD CASE Max -ve 0.000 1316.35
Max +ve
57 31 1.200 1:LOAD CASE Max -ve
Max +ve 0.000 -297.98
2:LOAD CASE Max -ve
Max +ve 0.000 -110.10
3:LOAD CASE Max -ve 0.000 122.19
Max +ve
4:LOAD CASE Max -ve
Max +ve 0.000 -214.42
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 46
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 46 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Axial Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fx
(kg)
58 38 1.523 1:LOAD CASE Max -ve 0.000 391.83
Max +ve
2:LOAD CASE Max -ve 0.000 147.58
Max +ve
3:LOAD CASE Max -ve 0.000 195.44
Max +ve
4:LOAD CASE Max -ve 0.000 551.13
Max +ve
59 11 1.725 1:LOAD CASE Max -ve 0.000 112.87
Max +ve
2:LOAD CASE Max -ve 0.000 43.15
Max +ve
3:LOAD CASE Max -ve
Max +ve 0.000 -1488.03
4:LOAD CASE Max -ve
Max +ve 0.000 -999.01
60 12 1.200 1:LOAD CASE Max -ve 0.000 331.52
Max +ve
2:LOAD CASE Max -ve 0.000 123.06
Max +ve
3:LOAD CASE Max -ve 0.000 1054.35
Max +ve
4:LOAD CASE Max -ve 0.000 1131.70
Max +ve
61 12 1.703 1:LOAD CASE Max -ve
Max +ve 0.000 -780.25
2:LOAD CASE Max -ve
Max +ve 0.000 -290.76
3:LOAD CASE Max -ve
Max +ve 0.000 -1418.40
4:LOAD CASE Max -ve
Max +ve 0.000 -1867.05
62 13 1.200 1:LOAD CASE Max -ve 0.000 966.51
Max +ve
2:LOAD CASE Max -ve 0.000 360.47
Max +ve
3:LOAD CASE Max -ve 0.000 1040.40
Max +ve
4:LOAD CASE Max -ve 0.000 1775.53
Max +ve
63 13 1.681 1:LOAD CASE Max -ve
Max +ve 0.000 -1641.17
2:LOAD CASE Max -ve
Max +ve 0.000 -611.64
3:LOAD CASE Max -ve
Max +ve 0.000 -1460.07
4:LOAD CASE Max -ve
Max +ve 0.000 -2784.66
64 14 1.200 1:LOAD CASE Max -ve 0.000 1621.28
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 47
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 47 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Axial Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fx
(kg)
Max +ve
2:LOAD CASE Max -ve 0.000 604.24
Max +ve
3:LOAD CASE Max -ve 0.000 1144.20
Max +ve
4:LOAD CASE Max -ve 0.000 2527.29
Max +ve
65 14 1.658 1:LOAD CASE Max -ve
Max +ve 0.000 -2458.31
2:LOAD CASE Max -ve
Max +ve 0.000 -919.54
3:LOAD CASE Max -ve
Max +ve 0.000 -1057.77
4:LOAD CASE Max -ve
Max +ve 0.000 -3326.71
66 15 1.200 1:LOAD CASE Max -ve 0.000 2279.37
Max +ve
2:LOAD CASE Max -ve 0.000 852.76
Max +ve
3:LOAD CASE Max -ve 0.000 790.75
Max +ve
4:LOAD CASE Max -ve 0.000 2942.16
Max +ve
67 15 1.636 1:LOAD CASE Max -ve
Max +ve 0.000 -3358.73
2:LOAD CASE Max -ve
Max +ve 0.000 -1244.56
3:LOAD CASE Max -ve
Max +ve 0.000 -2502.05
4:LOAD CASE Max -ve
Max +ve 0.000 -5329.00
68 16 1.200 1:LOAD CASE Max -ve 0.000 2995.95
Max +ve
2:LOAD CASE Max -ve 0.000 1110.45
Max +ve
3:LOAD CASE Max -ve 0.000 2094.37
Max +ve
4:LOAD CASE Max -ve 0.000 4650.57
Max +ve
69 16 1.612 1:LOAD CASE Max -ve
Max +ve 0.000 -3783.59
2:LOAD CASE Max -ve
Max +ve 0.000 -1450.32
3:LOAD CASE Max -ve 0.000 3762.33
Max +ve
4:LOAD CASE Max -ve
Max +ve 0.000 -1103.69
70 17 1.200 1:LOAD CASE Max -ve 0.000 3518.91
Max +ve
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 48
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 48 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Axial Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fx
(kg)
2:LOAD CASE Max -ve 0.000 1342.71
Max +ve
3:LOAD CASE Max -ve
Max +ve 0.000 -2752.11
4:LOAD CASE Max -ve 0.000 1582.13
Max +ve
71 17 1.734 1:LOAD CASE Max -ve 0.000 557.50
Max +ve
2:LOAD CASE Max -ve 0.000 172.71
Max +ve
3:LOAD CASE Max -ve 0.000 4722.64
Max +ve
4:LOAD CASE Max -ve 0.000 4089.64
Max +ve
72 2 1.000 1:LOAD CASE Max -ve 0.000 6625.28
Max +ve
2:LOAD CASE Max -ve 0.000 2484.48
Max +ve
3:LOAD CASE Max -ve 0.000 611.11
Max +ve
4:LOAD CASE Max -ve 0.000 7290.66
Max +ve
73 4 1.000 1:LOAD CASE Max -ve 0.000 3982.72
Max +ve
2:LOAD CASE Max -ve 0.000 1493.52
Max +ve
3:LOAD CASE Max -ve 0.000 1045.19
Max +ve
4:LOAD CASE Max -ve 0.000 4891.07
Max +ve
74 2 0.250 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00
75 42 0.250 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 49
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 49 of 49STAAD.Pro for Windows 20.07.04.12
X = -651.62 kgY = 7231.43 kgZ = 0.00 kgMX = FREEMY = FREEMZ = FREE
X = -1521.38 kgY = 9631.03 kgZ = 0.00 kgMX = FREEMY = FREEMZ = FREE
Load 4X
Y
Z
reaction (Input data was modified after picture taken)
Reaction Summary Horizontal Vertical Horizontal Moment
Node L/C FX
(kg)
FY
(kg)
FZ
(kg)
MX
(kg-m)
MY
(kg-m)
MZ
(kg-m)
Max FX 1 2:LOAD CASE 49.25 5604.97 0.00 0.00 0.00 0.00
Min FX 1 3:LOAD CASE -2109.61 611.11 0.00 0.00 0.00 0.00
Max FY 1 4:LOAD CASE -1521.38 9631.03 0.00 0.00 0.00 0.00
Min FY 1 3:LOAD CASE -2109.61 611.11 0.00 0.00 0.00 0.00
Max FZ 1 1:LOAD CASE 31.85 6625.28 0.00 0.00 0.00 0.00
Min FZ 1 1:LOAD CASE 31.85 6625.28 0.00 0.00 0.00 0.00
Max MX 1 1:LOAD CASE 31.85 6625.28 0.00 0.00 0.00 0.00
Min MX 1 1:LOAD CASE 31.85 6625.28 0.00 0.00 0.00 0.00
Max MY 1 1:LOAD CASE 31.85 6625.28 0.00 0.00 0.00 0.00
Min MY 1 1:LOAD CASE 31.85 6625.28 0.00 0.00 0.00 0.00
Max MZ 1 1:LOAD CASE 31.85 6625.28 0.00 0.00 0.00 0.00
Min MZ 1 1:LOAD CASE 31.85 6625.28 0.00 0.00 0.00 0.00
Saturday, March 17, 2012, 10:28 AM
PAGE NO. 1
**************************************************** * * * STAAD.Pro * * Version 2007 Build 04 * * Proprietary Program of * * Research Engineers, Intl. * * Date= MAR 17, 2012 * * Time= 10:27:19 * * * * USER ID: SP-STRUCTURAL * ****************************************************
1. STAAD PLAN DXF IMPORT OF TMT CTV DOLL.DXF INPUT FILE: 2D-Warehouse.STD 2. START JOB INFORMATION 3. ENGINEER DATE 13-MAR-12 4. JOB NAME TMT CTV DOLL KHON-KHAEN 5. JOB CLIENT TMT CTV DOLL 6. JOB NO 1 7. END JOB INFORMATION 8. INPUT WIDTH 79 9. UNIT METER KG 10. JOINT COORDINATES 11. 1 3.72858 -8.43307 0; 2 3.72858 -0.433074 0; 3 18.7284 -8.43307 0 12. 4 18.7284 -0.433074 0; 5 3.72858 0.566926 0; 6 4.97134 0.739548 0 13. 7 6.21804 0.880933 0; 8 7.46789 0.990992 0; 9 8.72011 1.06965 0 14. 10 9.97391 1.11687 0; 11 11.2285 1.13261 0; 12 12.4831 1.11687 0 15. 13 13.7369 1.06965 0; 14 14.9891 0.990992 0; 15 16.239 0.880933 0 16. 16 17.4857 0.739548 0; 17 18.7284 0.566926 0; 18 3.72858 1.76693 0 17. 19 4.97134 1.93955 0; 20 6.21804 2.08093 0; 21 7.46789 2.19099 0 18. 22 8.72011 2.26965 0; 23 9.97391 2.31687 0; 24 11.2285 2.33261 0 19. 25 12.4831 2.31687 0; 26 13.7369 2.26965 0; 27 14.9891 2.19099 0 20. 28 16.239 2.08093 0; 29 17.4857 1.93955 0; 30 18.7284 1.76693 0 21. 31 -0.021421 -0.123074 0; 32 1.2226 0.138687 0; 33 2.47287 0.368737 0 22. 34 -0.021421 1.07693 0; 35 1.2226 1.33869 0; 36 2.47287 1.56874 0 23. 37 -1.27142 -0.123074 0; 38 -1.27142 0.746926 0; 39 20.2284 0.566926 0 24. 40 20.2284 1.43693 0; 41 3.97858 -0.433074 0; 42 18.4784 -0.433074 0 25. MEMBER INCIDENCES 26. 1 1 2; 2 3 4; 3 5 6; 4 6 7; 5 7 8; 6 8 9; 7 9 10; 8 10 11; 9 11 12; 10 12 13 27. 11 13 14; 12 14 15; 13 15 16; 14 16 17; 15 18 19; 16 19 20; 17 20 21; 18 21 22 28. 19 22 23; 20 23 24; 21 24 25; 22 25 26; 23 26 27; 24 27 28; 25 28 29; 26 29 30 29. 27 31 32; 28 32 33; 29 33 5; 30 34 35; 31 35 36; 32 36 18; 33 37 31; 34 37 38 30. 35 38 34; 36 17 39; 37 39 40; 38 30 40; 39 11 24; 40 23 11; 41 10 23; 42 22 10 31. 43 9 22; 44 21 9; 45 8 21; 46 20 8; 47 7 20; 48 19 7; 49 6 19; 50 18 6 32. 51 5 18; 52 36 5; 53 33 36; 54 35 33; 55 32 35; 56 34 32; 57 31 34; 58 38 31 33. 59 11 25; 60 12 25; 61 12 26; 62 13 26; 63 13 27; 64 14 27; 65 14 28; 66 15 28 34. 67 15 29; 68 16 29; 69 16 30; 70 17 30; 71 17 40; 72 2 5; 73 4 17; 74 2 41 35. 75 42 4 36. DEFINE MATERIAL START 37. ISOTROPIC STEEL 38. E 2.09042E+010 39. POISSON 0.3 40. DENSITY 7833.41
Page 1 of 5D:\EN-SOFT\SPro2007\STAAD-SermpunJobs\TMT CTV DOLL\2D-Warehouse.anl
Saturday, March 17, 2012, 10:28 AM
DXF IMPORT OF TMT CTV DOLL.DXF -- PAGE NO. 2
41. ALPHA 1.2E-005 42. DAMP 0.03 43. END DEFINE MATERIAL 44. MEMBER PROPERTY JAPANESE 45. 1 2 72 73 TABLE ST H200X200X8 46. 74 75 TABLE ST H100X100X6 47. 39 TO 71 TABLE ST PIP48.6X2.3 48. 3 TO 38 TABLE ST PIP89.1X3.2 49. CONSTANTS 50. MATERIAL STEEL ALL 51. SUPPORTS 52. 1 3 PINNED 53. MEMBER TRUSS 54. 39 TO 71 55. LOAD 1 LOADTYPE DEAD TITLE LOAD CASE 1 DL 56. JOINT LOAD 57. 18 TO 30 34 TO 36 FY -624 58. 38 40 FY -312 59. LOAD 2 LOADTYPE LIVE REDUCIBLE TITLE LOAD CASE 2 LL 60. JOINT LOAD 61. 18 TO 30 34 TO 36 FY -234 62. 38 40 FY -117 63. MEMBER LOAD 64. 74 75 CON GY -3120.49 0.125 65. LOAD 3 LOADTYPE WIND TITLE LOAD CASE 3 WL 66. MEMBER LOAD 67. 1 72 UNI GX 300 68. 15 TO 20 30 TO 32 CON Y -176 0 0 69. 35 CON Y -88 0 70. LOAD COMB 4 LOAD CASE 4 0.75[DL+LL+WL] 71. 1 0.75 2 0.75 3 0.75 72. PERFORM ANALYSIS
P R O B L E M S T A T I S T I C S ----------------------------------- NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 42/ 75/ 2
SOLVER USED IS THE IN-CORE ADVANCED SOLVER
TOTAL PRIMARY LOAD CASES = 3, TOTAL DEGREES OF FREEDOM = 122
73. PARAMETER 1 74. CODE AISC UNIFIED 75. CHECK CODE MEMB 1 2 72 TO 75
Page 2 of 5D:\EN-SOFT\SPro2007\STAAD-SermpunJobs\TMT CTV DOLL\2D-Warehouse.anl
Saturday, March 17, 2012, 10:28 AM
DXF IMPORT OF TMT CTV DOLL.DXF -- PAGE NO. 3
STAAD.PRO CODE CHECKING - (AISC-360-05-LRFD) ********************************************
ALL UNITS ARE - KG METE (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION =======================================================================
1 ST H200X200X8 (JAPANESE SECTIONS) PASS Clause H1/2 0.845 3 611.11 C 0.00 -7403.78 7.33 2 ST H200X200X8 (JAPANESE SECTIONS) PASS Clause H1/2 0.726 3 1045.19 C 0.00 -6301.85 8.00 72 ST H200X200X8 (JAPANESE SECTIONS) PASS Clause H1/2 0.611 3 611.11 C 0.00 -7276.86 0.00 73 ST H200X200X8 (JAPANESE SECTIONS) PASS Clause H1/2 0.597 3 1045.19 C 0.00 -7089.58 1.00 74 ST H100X100X6 (JAPANESE SECTIONS) PASS Clause G 0.342 2 0.00 T 0.00 390.06 0.00 75 ST H100X100X6 (JAPANESE SECTIONS) PASS Clause G 0.342 2 0.00 T 0.00 65.01 0.15
76. UNIT CM KG 77. PARAMETER 2 78. CODE AISC UNIFIED 79. FYLD 2400 MEMB 1 2 72 TO 75 80. FU 4100 MEMB 1 2 72 TO 75 81. METHOD ASD 82. RATIO 0.95 MEMB 1 2 72 TO 75 83. CAN 1 MEMB 1 2 72 TO 75 84. PROFILE W4X W5X W6X MEMB 1 2 72 TO 75 85. FINISH *********** END OF THE STAAD.Pro RUN *********** **** DATE= MAR 17,2012 TIME= 10:27:19 ****
Page 3 of 5D:\EN-SOFT\SPro2007\STAAD-SermpunJobs\TMT CTV DOLL\2D-Warehouse.anl
SP-STRUCTURE
Rectangle
SP-STRUCTURE
Rectangle
SP-STRUCTURE
Callout
column design
SP-STRUCTURE
Callout
corbel design
[Project] [Owner][Building] [Engineer][Location] [Date]
1.1.Normal Concrete 2,323.00 kg./m.3 2.1.Roof 30.00 kg./m.2
1.2.Reinf. Concrete 2,400.00 kg./m.3 2.2.Slab: พนโรงงาน 400.00 kg./m.2
1.3.Prest. Concrete 2,450.00 kg./m.3 2.3.Stair 300.00 kg./m.2
1.4.Steel 7,850.00 kg./m.3 2.4.Hall., Corrid. 400.00 kg./m.2
1.5.Wood 700.00 kg./m.3 2.5.Machine Room 400.00 kg./m.2
1.6.Water 1,000.00 kg./m.3
1.7.Soil(General) 2,000.00 kg./m.3 When H : 0 - 10 m. 50.00 kg./m.2
1.8.Roof Tiles 5.00 kg./m.2
1.9.Finishing 15.00 kg./m.2 4.1.Es(Steel) 2,040,000 kg./cm.2
1.10.Light Partitions 50.00 kg./m.2 4.2.Ec(Concrete) 252,977 kg./cm.2
1 11 Wall(General) 180 00 kg /m 2 4 3 Modular Ratio n 8 06
2.6.Wind Load (Minimum): ตามเทศบญญต กทม
12-Mar-2555ถ.กลางเมอง อ.เมอง จ.ขอนแกน
สทธบตรเลขท 254640 กรมทรพยสนทางปญญา
[ IV.Property of Steel & Constants ]
[ I.Dead Loads ] [ II.Live Loads(Minimum) ]
บ.เสาทองธรกจ จากดเสรมพนธ
DESIGN CRITERIAS
อาคาร TMT CTV DOLLอาคารโรงงาน
1.11.Wall(General) 180.00 kg./m. 4.3. Modular Ratio n 8.064.4.Use Steel Grade SR-24 TIS.
3.1.Use fc'(Cylinder) 280.00 kg./cm.2 4.5.Use fy(Yield) 2,400.00 kg./cm.2
3.2.Use fc(Bending) 65.00 kg./cm.2 4.6. k : SR-24 (RB) 0.304
3.3.Use fc(Bearing) 60 kg./cm.2 4.7. j : SR-24 (RB) 0.899
3.4.Use Steel Grade SD-30 TIS. 4.8. R : SR-24 (RB) 8.879 kg./cm.2
3.5.Use fy(Yield) 3,000.00 kg./cm.2 4.9. k : SD-30 (DB) 0.259
3.6.Use fst(Tensile) 1,500.00 kg./cm.2 4.10. j : SD-30 (DB) 0.914
3.7.Use fsc(Comp.) 1,200.00 kg./cm.2 4.11. R : SD-30 (DB) 7.689 kg./cm.2
5.1.All. Soil Bearing 8,000.00 kg./m.2(From Boring Log/Code & Plate Load Test)5.2.Pile Size(Only [/]) 0.26 x 0.26 x L m.5.3.All. Pile Capacity 26,000.00 kg. (From Self Property Only)
6.1.Ratio Of w/c 0.44 [ Must to have Mixed Design if Use fc > 65 ][ VI.Mixed Design ]
[ V.Property of Soil & Pile ]
(L From Boring Log/Pilot & Load Test)
[ III.Strength & Stress ]
[Project] [Owner][Building] [Engineer][Location] [Date]
Pile Sise 0.26 x 0.26 m x 10.00 m. OK.!
2.1.Use Tendon Dia. 5.00 mm.
1.1.Comp.Strength;f'c 350.00 kg./cm.2 2.2.Area of Tendon 0.196 cm.2
1.2.All.Strength ; fac 157.50 kg./cm.2 2.3.Tensile Strength;fy 17,500 kg./cm.2
1.3.All.Strength ; fat -29.75 kg./cm.2 2.4.Percent Losses 20.00 %
2.5.All.Strength ; fsi 12,250.00 kg./cm.2
1.4.Comp.Strength;f'ci 280.00 kg./cm.2 2.6.Strength Loss ; fsl 2,450.00 kg./cm.2
1.5.All.Strength ; faci 168.00 kg./cm.2 2.7.All.Strength ; fse 9,800.00 kg./cm.2
1.6.All.Strength ; fati -13.22 kg./cm.2 2.8.All.Force ; ffe 1,924.23 kg./tendon
เสรมพนธ
[ IV.Design Tendon & Stirrup ]
At Initial Stage(Temporary)
[ III.Results of Design ]
At Final Stage(Permanent)
สทธบตรเลขท 254640 กรมทรพยสนทางปญญา
[ I.Properties of Concrete ] [ II.Properties of Steel(Tendon) ]
12-Mar-2555
บ.เสาทองธรกจ จากดอาคาร TMT CTV DOLL
ถ.กลางเมอง อ.เมอง จ.ขอนแกน
DESIGN PRESTRESSED CONCRETE PILE
อาคารโรงงาน
3.1.Self Load(w) 166 kg./m. 4.1.Req.No.of Tendon 6.00 bars3.2.Factor of Impact 50.00 % 4.2.Design Tendon 8.00 bars
3.3.Moment(Mmax. 2p) 547 kg.-m.OK. 4.3.Dia. of Stirrup 3.20 mm.
3.4.Net Section Area 676 cm.2 -Stir.Range 0.39 m.@ 1.00 cm.(1.5b)
3.5.Section Modulus 2,929 cm.3 -Stir.Range 0.78 m.@ 3.00 cm.(3.0b)
3.6.Moment of Inertia 38,081 cm.4 -Stir.Range 7.66 m.@ 9.00 cm.(L-9b)
5.1.At Initial Stage : For Compressive Stress = 37.79 ksc. OK.!5.2.At Initial Stage : For Tensile Stress = 19.14 ksc. OK.!5.3.At Final Stage : For Compressive Stress = 41.43 ksc. OK.!5.4.At Final Stage : For Tensile Stress = 4.11 ksc. OK.!
6.1.Ult. Load At Tip 191.87 tons/pile 6.2.Load For Buck. 53.19 tons/pile
6.3.Safety Factor 2.60 OK.! 6.4.Safe Comp. Load 73.92 tons/pile6.5.Tensile Strength 15.80 tons/pile 6.6.Design Load 25.00 tons/pile
[ V.Recheck Allowable Stress ]
[ VI.Recheck Strength of Pile ]
Fi
Ac
M
S+
min
max
F
Ac
M
S+
max
max
F
Ac
M
S-
m ax
max
Fi
Ac
M
S-
min
max
Lifting Points5.86 m. 2.07 m.
Cast Iron P.C.Wire 8 - Dia. 5 mm.
Dowel bars b = 0.26 m.Stir.or Spir. Stir.or Spir. Stirrup or Spiral Stir.or Spir. Stir.or Spir.Dia.3.2mm.@ Dia.3.2mm.@ Dia.3.2 mm. @ 9 cm. Dia.3.2mm.@ Dia.3.2mm.@
2.07 m.
t = 0.
26 m
.
@ @ @ @ @1 cm. 3 cm. 3 cm. 1 cm.
39 cm. 78 cm. 766 cm. 78 cm. 39 cm.L = 10 m.
1.Use Pile Shoe Size2.Use Dowel Bars 4 - DB 16 mm. (L = 0.8 m./bar)3.Use Value of Elongation 0.631 cm. - 0.70 cm. Per Bed Length 1 m.(+-4%)4.Use Covering 5 - 6 cm.[ ห
มายเห
ต ]
[Project] [Owner][Building] [Engineer][Location] [Date]
1.Dimension of Pile 0.26 x 0.26 x 10.00 m.2.This Pile Design For Safety Loads(Qa) = 25.00 tons/pile3.Design Total Factor of Safety(F.S.1 + F.S.2) = 2.50 (2.5 - 4)
4.Ultimate Bearing Capacity of Pile(Qu) = 62.50 tons/pile5.Total Weigth of Pile & Pile Cape(Wp) = 1.72 tons/pile6.Use Weigth of Drop Hammer(Wh) :Max. 8.00 tons = 3.50 (1 - 8 tons)
7.High of Drop Hammer(h) --> = 30.00 cm.8.Coefficient of Restitution(r)--> = 0.40
สทธบตรเลขท 254640 กรมทรพยสนทางปญญา
12-Mar-2555เสรมพนธ
ถ.กลางเมอง อ.เมอง จ.ขอนแกนอาคารโรงงาน
บ.เสาทองธรกจ จากดอาคาร TMT CTV DOLL
(0.25 or 0.4)
DESIGN BLOW COUNT BY HILEY'S FORMULA
Sugg. Max. = 117 cm. For Plywood
CQu eWhZS
=+ 2
( )9.Equipment Loss Factor(Z)---> = 0.7510.Efficiency Factor(e) = 0.72
11.Temporary Compression(C) = C1 + C2 + C3
-ใชไมอดรองหวเสาเขมหนา(L) = 0.10 m.-คาการยบตวของวสดรองหวเสาเขม(C1) = 0.02 cm.-คาการยบตวของเสาเขมคอนกรต(C2) = 0.67 cm.-คาการยบตวของดนใตและรอบเสาเขม(C3) = 0.33 cm.
12.Average Settlement of Pile Per 10 Blows(S) 0.40 cm.13.Settlement of Pile At Last Ten Blows Dose't More Than 4.04 cm.14.Number of Blows Per 1.0 ft.(30 cm.) Must More Than 75.00 Blows
H คาการทรดตวของเสาเขมขนาด [/] - 0.26 x 0.26 x 10 ม. หลงจากการI คนตวของเสาเขม เมอตอกดวยลกตมหนก 3.5 ตน ยกสง 30 ซม. E วดหลงการตอก 10 ครงสดทายตองมคาไมเกน 4.04 ซม.หรอจานวนL ครงในการตอกตองไมนอยกวา 75 ครงตอระยะการทรดตว 30 ซม.Y และเสาเขมหนศนยไมเกน 6.5 ซม./กลม (ระยะทางาน 25-30 ม.)
S = 4.54cm. ; F.S. = 2.37
S = 5.04cm. ; F.S. = 2.25
S = 3.54cm. ; F.S. = 2.64
S = 3.04cm. ; F.S. = 2.8
สรป
(0.70 to 1.0)
yFor Drop Hammer
eWh Wp r
Wh Wp=
+
+
* 2
[Project] [Owner][Building] [Engineer][Location] [Date]
1.1.Short Span(S.) 6.00 m. OK.! 2.1.Radius of Relative 55.83 cm.1.2.Long Span(L.) 7.50 m. OK.! 2.2.Check Thickness 9.91 cm.
1.3.Live Load(LL.) 400.00 kg./m.2 2.3.Inter.Loading(ft1) 13.95 ksc. OK.!
1.4.Type of Subgrade 2 Comp.Gravel 2.4.Edge Loading(ft2) 21.00 ksc. OK.!
1.5.K of Subgrade 6.94 kg./cm.3
1.6.Req. Thickness(t.) 11.43 cm. 3.1.Short Span(Ass) 1.35 cm.2/m.
1.7.Design Thickness 15.00 cm. OK! 3.2.Long Span(Asl) 1.69 cm.2/m.
Side of Bar Size Area/Bar Required Design Spacing
Slab (mm.) (cm.2) (bars/m.) (bars/m.) @(m.)
DESIGN RC. SLAB ON GRADE: Westergaard's Method
สทธบตรเลขท 254640 กรมทรพยสนทางปญญา
[ I.Data For Design ] [ II.Stress Due to Design Thickness ]
12-Mar-2555เสรมพนธบ.เสาทองธรกจ จากดอาคาร TMT CTV DOLL
อาคารโรงงานถ.กลางเมอง อ.เมอง จ.ขอนแกน
[ III.Required Min. Temp. Steel ]
Table of Reinforcement For Selection
6 0.28 5.97 6 0.160Short(S) 9 0.64 2.65 4 0.250
& 12 1.13 1.49 4 0.250Long(L) 16 2.01 0.84 4 0.250
20 3.14 0.54 4 0.250[ Selection 12 mm. @ 0.25 m. ]
พนภายใน
t = 15 cm.
SG-1DB 12 mm. @ 0.25 m.#
พนภายนอก
t = 15 cm.
DB 12 mm. @ 0.25 m.# (หามฝงเหลกเขาคานคอดน)
t = 15 cm.
ฝงตาจากผวบน 2.50 cm. < t/3
เซาะรองกวาง 1.0 cm. (ยาแนวดวยวสดกนซมและยดหยน)
ดนเดม (ดนลกรง) บดอดแนน 90% SPT.
[Project] [Owner][Building] [Engineer][Location] [Date]
2.1.Value of m 12.61
1.1.Reduction Factor 1.000 kh/r =12.5 2.2.Value of Ix-x 440,844 cm.4
1.2.Shape of Column 1 จตรส 2.3.Value of Iy-y 440,844 cm.4
1.3.High of Column 1.50 m. 2.4.Value of cx 20.00 cm.1.4.Req. bx 15.00 cm. 2.5.Value of cy 20.00 cm.
1.5.Req. ty 15.00 cm. 2.6.Value of fa 5.92 kg./cm.2
1.6.Design Wide(bx) 40.00 cm. 2.7.Value of fbx 28.17 kg./cm.2
1.7.Design Depth(ty) 40.00 cm. 2.8.Value of fby kg./cm.2
1.8.Dia. of drain Pipe cm. OK.! 2.9.Value of Fa 132.03 kg./cm.2
1.9.Vertical Load(Pz) 9,476 kg. 2.10.Value of Fb 126.00 kg./cm.2
1.10.Horiz. Load(P ) kg. 2.11.Value of Pa 145,289 kg.
DESIGN RC. COLUMN
สทธบตรเลขท 254640 กรมทรพยสนทางปญญา
[ I.Data For Design ] [ II.Results of Design Section&Reinf. ]
12-Mar-2555เสรมพนธบ.เสาทองธรกจ จากดอาคาร TMT CTV DOLL
อาคารโรงงานถ.กลางเมอง อ.เมอง จ.ขอนแกน
Type of Column Short Column
1.10.Horiz. Load(Py) kg. 2.11.Value of Pa 145,289 kg.1.11.Moment(Mx-x) 6,208.46 kg.-m. 2.12.Value of Pbx 61,259 kg.1.12.Moment(My-y) kg.-m. 2.13.Value of Pby 61,259 kg.1.13.Design Ratio(pg) 3.07 % OK.! 2.14.Value of Po 211,249 kg.
10 - DB 25 mm. 2.15.Value of Mbx-x 9,860 kg.-m.1.14.Design Stirrup Dia 6 mm. 2.16.Value of Mby-y 9,860 kg.-m.
2 - RB 6 mm. @ 29 cm. 2.17.Value of Mox-x 6,188 kg.-m.
2.18.Value of Moy-y 6,188 kg.-m.
(fa/Fa)+(fbx/Fb)+(fby/Fb) = 0.27 1.00(Mx/Mox)+(My/Moy) = 1.00 1.00
10 - DB 25 mm.2-RB 6 mm. @ 29 cm.
bx = 40 cm.
C-1
OK.!OK.!
----[ e>eb:Tension zone3 ]----Status of Design Section & Reinforcement
This Design Section Is Safty
ty = 4
0 cm.
Project : Engineer :Location : Date :Owner : Time :
1.1.Type Of Sag Rod 1 2.1.Use Steel Grade1.2.Not To Use Sag Rod For This Member 2.2.Modulus Of Elastic. 2,040,000 ksc.1.3.Span Length(L.) 6.00 m. 2.3.Yield Strength 2,400 ksc.1.4.Range Of Purlin(@) 1.30 m. 2.4.Ultimate Strength 4,100 ksc.1.5.Slope Of Roof( ) 18.00 degree 2.5.All. Bend. Stress 1,440 ksc.
1.6.Weight Of Tiles 3.00 kg./m.2 2.6.All. Deflextion= L / 360
1.7.Live Load(LL.) 30.00 kg./m.2
1.8.Wind Load(WL.) 50.00 kg./m.2 4.1.Required Smax. 14.24 cm.3
1.9.Use Self Weight 5.00 kg./m. 4.2.Type Of Section 2 Lip. Chan.
4.3.Trial Section No. 8 C
3.1.Load On Purlin(Wt) 47.90 kg./m. 4.4.Size Of Section 150*50*20 mm.
3.2.Unif. Load Of Wx 14.80 kg./m. 4.5.Thick. Web(t , tw) 3.20 mm.
Design For Flexible Members [Purlin] : แป
ถ.กลางเมอง อ.เมอง จ.ขอนแกนบ.เสาทองธรกจ จากด
เสรมพนธ12-ม.ค.-255512:07:22 PM
[ I.Datas For Design ] [ II.Properties Of Steel For Design ]Fe-24
[ IV.Select Type & Section Of Steel ]
[ III.Result Of Calculate ]
อาคาร TMT CTV DOLL
3.3.Unif. Load Of Wy 45.56 kg./m. 4.6.Thick. Flange(tf) 3.20 mm.
3.4.Moment Of Mx 205.00 kg.-m. 4.7.Section Area(As) 8.61 cm.2
3.5.Moment Of My 66.61 kg.-m. 4.8.Weight Of Section 6.76 kg./m.
3.6.Deflextion( /IE) 7.69E+10 kg.-cm.3 4.9.Sect. Modulus(Sx-x) 37.40 cm.3
3.7.Req. Sect. Modulus 14.24 cm.3 4.10.M. Of In.(Ix-x) 280.00 cm.4
4.11.Rad. Of Gyr.(rmin.) 1.81 cm.
1.Actual Bending Stress 1,361.42 OK.!2.Actual Deflextion 1.35
3.Actual Self Weight 6.76 1.Required rmin. ***** cm.
4.Actual Sect. Modulus 37.40 OK.! 2.Req. Minimum( ) ***** mm.
1.Min. Reaction(Ry) 143.70 kg.
[ Reaction Transfer To Support ]
Select To Use Section : C - 150*50*20*3.2 mm.(นาหนก = 6.76 kg./m.)
kg./m. OK.!
C - 150*50*20*3.2 mm.(นาหนก = 6.76 kg./m.)
cm. OK.!(L/360) Minimum Size Of Sag Rod(AISC.)
[ Recheck Allowable Stress On Section ]
Project : Engineer :Location : Date :Owner : Time :
1.1.Design Load(P) 9,505 kg. 2.1.Use Steel Grade1.2.Length(Lx-x) 1.30 m. 2.2.Modulus Of Elastic. 2,040,000 ksc.
1.3.Length(Ly-y) 1.30 m. 2.3.Yield Strength 2,400 ksc.
1.4.Max. Length 1.30 m. 2.4.Ultimate Strength 4,100 ksc.1.5.Min. Value Of k 0.65 2.5.All. Comp. Stress 1,440 ksc.1.6.Use Value Of k 1.00 2.6.Use Allowable KL/r 200 For Main.
3.1.Req. Min. Area 6.60 cm.2 4.1.Type Of Section 1 Pipe
3.2.Value Of ( )c 129.53 **** 4.2.Trial Section No. 17 O
3.3.Value Of ( )(kL/r) 42.76 OK.! 4.3.Size Of Diameter 89.10 mm.
3.5.Allowable Compressive Stress : Fa 4.4.Thick. Web(t , tw) 3.20 mm.
4.5.Thick. Flange(tf) 3.20 mm.
[ IV.Select Type & Section Of Steel ]
Fe-24
1.)Inelastic Range :
[ III.Result Of Calculate ]
อาคาร TMT CTV DOLLถ.กลางเมอง อ.เมอง จ.ขอนแกนบ.เสาทองธรกจ จากด
Design For Axially Compression Members : Upper & Lower Chord
12-ม.ค.-255512:18:28 PM
[ I.Datas For Design ] [ II.Properties Of Steel For Design ]
เสรมพนธ
[fixed-fixed]
crk l /
Fai = 1,270.58 ksc. 4.6.Section Area(As) 8.64 cm.2
4.7.Weight Of Section 6.78 kg./m.Fae = 0.00 ksc. 4.8.Sect. Modulus(Sx-x) 17.90 cm.3
4.9.Moment Of In.(Ix-x) 79.80 cm.44.10.Rad. Of Gyr.(rmin.) 3.04 cm.
5.1.Status Of Sect. Area 5.4.Actual Stress 1,100.64 ksc. OK.!5.2.Load Resist By Sect. 10,973 kg. OK.! 5.5.Slenderness Ratio 42.76 < 200 OK.!5.3.Safty Load 1.15 times
2.)Elastic Range :
: This Section OK.!
Select To Use Section : O - 89.1*3.2 mm.(นาหนก = 6.78 kg./m.)
O - 89.1*3.2 mm.(นาหนก = 6.78 kg./m.)
[ V.Recheck Design Section ]O - 89.1*3.2 mm.(นาหนก = 6.78 kg./m.)
<<--- Member Will To Fail By Yield --->>
crk l /
Project : Engineer :Location : Date :Owner : Time :
1.1.Design Load(P) 3,097 kg. 2.1.Use Steel Grade1.2.Length(Lx-x) 1.20 m. 2.2.Modulus Of Elastic. 2,040,000 ksc.
1.3.Length(Ly-y) 1.20 m. 2.3.Yield Strength 2,400 ksc.
1.4.Max. Length 1.20 m. 2.4.Ultimate Strength 4,100 ksc.1.5.Min. Value Of k 0.65 2.5.All. Comp. Stress 1,440 ksc.1.6.Use Value Of k 1.00 2.6.Use Allowable KL/r 200 For Main.
3.1.Req. Min. Area 2.15 cm.2 4.1.Type Of Section 1 Pipe
3.2.Value Of ( )c 129.53 **** 4.2.Trial Section No. 7 O
3.3.Value Of ( )(kL/r) 73.17 OK.! 4.3.Size Of Diameter 48.60 mm.
3.5.Allowable Compressive Stress : Fa 4.4.Thick. Web(t , tw) 2.30 mm.
4.5.Thick. Flange(tf) 2.30 mm.
[ IV.Select Type & Section Of Steel ]
Fe-24
1.)Inelastic Range :
[ III.Result Of Calculate ]
อาคาร TMT CTV DOLLถ.กลางเมอง อ.เมอง จ.ขอนแกนบ.เสาทองธรกจ จากด
Design For Axially Compression Members : Web & Diagonal
12-ม.ค.-25552:06:51 PM
[ I.Datas For Design ] [ II.Properties Of Steel For Design ]
เสรมพนธ
[fixed-fixed]
crk l /
Fai = 1,086.81 ksc. 4.6.Section Area(As) 3.35 cm.2
4.7.Weight Of Section 2.63 kg./m.Fae = 0.00 ksc. 4.8.Sect. Modulus(Sx-x) 3.70 cm.3
4.9.Moment Of In.(Ix-x) 8.99 cm.44.10.Rad. Of Gyr.(rmin.) 1.64 cm.
5.1.Status Of Sect. Area 5.4.Actual Stress 925.97 ksc. OK.!5.2.Load Resist By Sect. 3,635 kg. OK.! 5.5.Slenderness Ratio 73.17 < 200 OK.!5.3.Safty Load 1.17 times
2.)Elastic Range :
: This Section OK.!
Select To Use Section : O - 48.6*2.3 mm.(นาหนก = 2.63 kg./m.)
O - 48.6*2.3 mm.(นาหนก = 2.63 kg./m.)
[ V.Recheck Design Section ]O - 48.6*2.3 mm.(นาหนก = 2.63 kg./m.)
<<--- Member Will To Fail By Yield --->>
crk l /
Project : Engineer :Location : Date :Owner : Time :
1.1.End Moment(M1) kg.-m. 2.1.Use Steel Grade
1.2.Middle Moment 625.00 kg.-m. 2.2.Modulus Of Elastic 2,040,000 ksc.
1.3.End Moment(M2) 2.3.Yield Strength 2,400 ksc.
1.4.Max. Shear(V.) 5,000.00 kg. 2.4.Ultimate Strength 4,100 ksc.
1.5.Deflection( ) kg.-m.3 2.5.All. Bend. Stress 1,440 ksc.1.6.Max. Length(L.) 0.25 m. 2.6.All. Deflextion= L / 360
1.7.Lateral Support(Lb) 0.25 m.
1.8.Coefficient of Cb 1.00 4.1.Real Laterally Sup. 0.25 m.
4.2.Min. Laterall Sup. 1.95 m.
3.1.Required (Sx-x) 43.40 cm.3 4.3.Max. Laterall Sup. 5.86 m.
3.2.Type Of Section 6 WF-Beam WF3.3.Trial Section No. 7 1 Single3.4.Size Of Section 150*150 mm. 5.1.Laterally Supported Is Sufficiently
kg.-m.
[ I.Datas For Design ] [ II.Properties Of Steel For Design ]
Fe-24
อาคาร TMT CTV DOLLถ.กลางเมอง อ.เมอง จ.ขอนแกนบ.เสาทองธรกจ จากด
เสรมพนธ12-ม.ค.-25552:44:55 PM
Design For Flexible Members : Corbel
<< Enough Laterally Supported >>[ V.Allowable Bending Stress(Fb) ]
[ IV.Check Laterally Supported ]
[ III.Result Of Calculate ]
3.5.Thick. Web(t , tw) 7.00 mm. = 7.50
3.6.Thick. Flange(tf) 10.00 mm. = 8.93
3.7.Section Area(As) 40.14 cm.2 = 16.26
3.8.Weight Of Section 31.50 kg./m. All.Bending Stress(Fb) 1,584.00 ksc.
3.9.Sect. Modulus(Sx-x) 219.00 cm.3
3.10.M. Of In.(Ix-x) 1,640.00 cm.4 5.2.Laterally Supported Is Non-Sufficiently
3.11.Rad. Of Gyr.(rmin.) 3.75 cm. = *****
= *****= *****
1.Actual Bending Stress 285 ksc. OK.! All.Bending Stress(Fb) ***** ksc.2.Actual Shear Stress 549.45 ksc. OK.!3.Actual Deflextion 6.1.Max. Allowable 0.07 cm.
[ Recheck Allowable Stress On Section ]1WF - 150*150*7*10 mm.(นาหนก = 31.5 kg./m.)
[ VI.Allowable Deflextion( < (L/360) ]
Select To Use Section : 1WF - 150*150*7*10 mm.(นาหนก = 31.5 kg./m.)
<< Compact Section >>
71 7 1 04* *Cb
F y
4 3 7 7.
F y
b f
t f2 *
7 9 6 5.
F y
L
r t
35 8 5 1 0 4* * C b
F y
Project : Engineer :Location : Date :Owner : Time :
1.1.Point Load(Pc) 9,476 kg. 2.1.Use Steel Grade
1.2.Moment(Mx-x) 6,208 kg.-m. 2.2.Modulus Of Elastic. 2,040,000 ksc.
1.3.Moment(My-y) kg.-m. 2.3.Yield Strength 2,400 ksc.
1.4.Max. Length 9.00 m. 2.4.Ultimate Strength 4,100 ksc.1.5.Min. Value Of k 0.65 2.5.All. Comp. Stress 1,440 ksc.1.6.Use Value Of k 1.00 2.6.Use Allowable KL/r 200 For Main.
3.1.Req. Min. Area 6.58 cm.2 4.1.Type Of Section 7 WF-Beam
3.2.Value Of ( )c 129.53 **** 4.2.Trial Section No. 19 WF
3.3.Value Of ( )(kL/r) 150.50 OK.! 4.3.Size Of Section 250*250 mm.
3.5.Allowable Compressive Stress : Fa 4.4.Thick. Web(t , tw) 11.00 mm.
4.5.Thick. Flange(tf) 11.00 mm.
[ II.Properties Of Steel For Design ]
[ III.Result Of Calculate ] [ IV.Select Type & Section Of Steel ]
ถ.กลางเมอง อ.เมอง จ.ขอนแกนบ.เสาทองธรกจ จากด
เสรมพนธ
Design For Beam - Column Members : SC-1
12-ม.ค.-25552:11:05 PM
[ I.Datas For Design ]
[fixed-fixed]
Fe-24
1.)Inelastic Range :
อาคาร TMT CTV DOLL
crk l /
g f
Fai = 0.00 ksc. 4.6.Section Area(As) 82.06 cm.2
4.7.Weight Of Section 64.40 kg./m.
Fae = 463.77 ksc. 4.8.Sect. Modulus(Sx-x) 720.00 cm.3
4.9.Moment Of In.(Ix-x) 8,790.00 cm.4
4.10.Rad. Of Gyr.(rmin.) 5.98 cm.
5.1.Status Of Sect. Area 5.3.Interaction Stress 0.85 ksc. OK.!5.2.Load Resist By Sect. 38,057 kg. OK.! 5.4.Slenderness Ratio 150.50 < 200 OK.!
0.85 < 1.00 WF - 250*250*11*11 mm.(นาหนก = 64.4 kg./m.)
2.)Elastic Range :
<<--- Member Will To Fail By Buckling --->>
: This Section OK.!
Select To Use Section : WF - 250*250*11*11 mm.(นาหนก = 64.4 kg./m.)
WF - 250*250*11*11 mm.(นาหนก = 64.4 kg./m.)
fa/Fa + fbx/Fbx + fby/Fby =
[ V.Recheck Design Section ]
g crk l /
crk l /
Project : Engineer :Location : Date :Owner : Time :
1.1.Vertical Load 9,476 kg. 2.1.Use Steel Grade1.2.Bending Moment 6,208.46 kg.-m. 2.2.Modulus Of Elastic. 2,100,000 ksc.1.3.Type Of Column 7 WF-Beam WF 2.3.Yield Strength 2,400 ksc.1.4.Size Of Wide 250.00 mm. 2.4.Ultimate Strength 4,100 ksc.1.5.Size Of Depth 250.00 mm. 2.5.All. Bending Stress 1,800 ksc.(Plate)1.6.Use Plate Wide(B) 400.00 mm. OK.! 2.6.Comp. Strength(fc') 280 ksc.(Conc.)1.7.Use Plate Long(L) 400.00 mm. OK.! 2.7.All. Comp. Stress 70.00 ksc.(Conc.)1.8.Range Of Bolt 25.00 mm. 2.8.All. Tension Stress 1,440 ksc.(Bolt)
2.9.All. Shear Stress 960 ksc.(Bolt)
3.1.Bearing fpnormal ***** ksc. 2.10.All. Shear Stress 960 ksc.(Weld)
3.2.Bearing fpmin. -52.28 ksc. OK.!
3.3.Edge Bearing fpe 50.39 ksc. OK.!
3.4.Bearing fpmax. 64.13 ksc. OK.! 6-O25 mm.
.
อาคาร TMT CTV DOLLถ.กลางเมอง อ.เมอง จ.ขอนแกนบ.เสาทองธรกจ จากด
เสรมพนธ
Shape Of Column : WF
12-ม.ค.-25552:32:28 PM
[ I.Datas For Design ] [ II.Properties Of Steel & Concrete ]Fe-24
Design Column-Base For Axial-Force And Bending-Moment : CB-1
[ III.Result Of Calculate ]cm
. 25 cm.
3.5.Edge Moment Me 677.17 kg.-m.
25 cm t = 25 mm.
3.6.Force In Bolts 20,694.87 kg.(Tension) 2.5 cm.
3.7.Value Of mmin. ***** cm. 5 cm.
3.8.Value Of nmin. ***** cm.
2.5 cm.
5.1.Req. Thick. Of Plate 2.38 cm. t = 25 mm.
5.2.Use Thick. Of Plate 2.50
5.3.Req. Area Of Bolt 14.37 cm.2/side5.4.Use Dia. Of Bolt 25.00 mm.5.5.Req. No. Of Bolts 3.00 per side5.6.Anchor Length 82.00 cm.
Select To Use : Size Of Plate 40 x 40 x 2.5 cm. + Bolts 6 - Dia. 25 mm.(ระยะฝง 82 ซม.)
Bolt 6
-O 25
mm.
เชอมโดยรอบขนาด 3 mm.
Anch
or Le
ngth
= 82 c
m.
[ IV.Design Thick. Of Plate & Bolts ]
cm. OK.!
B = 4
0 c
L = 40 cm.
CRANE BEAM DESIGN An Educational Tool to aid in Crane Runway Beam Design in accordance with AISC 9th Edition ASD and AISC 3rd Edition LRFD.
(Ref: AISC Steel Design Guide Series - Design Guide 7 "Industrial Buildings")
Project Name:
Project Description:
Company:
Designed By: Date:
SINGLE CRANE WITH TWO WHEELS PER ENDTRUCK P PCrane Data s Crane Capacity 5.0 Tons Bridge Weight Wt. b 2.2 kips Trolley + Hoist Weigh Wt. t+h 2.2 kips Max. Wheel Load P 5.5 kips L Wheel Spacing s 3.33 ft. Vertical Impact 25 % (Input 25% for cab-operated cranes, 10% for pendant operated cranes)
Crane Runway Runway Span Length L 20.00 ft. Crane Rail Weight = 60.0 lb/yd
Runway Deflection Criteria
Vertical Deflection * L / 600 0.40 in. Ix req'd. = 262.4 in.4
Horizontal Deflection L / 400 0.60 in. Iy req'd. = 19.4 in.4
* Does NOT include Vertical Impact or Girder and Rail Weight.
Crane Runway Design AISC Design Procedure ASD ( ASD or LRFD )
Forces
3/12/2555
โครงการกอสรางอาคาร TMT CTV DOLLอาคารโรงงาน ทจงหวดขอนแกนบ.เสาทองธระกจ จากดA.SERMPUN
W Shape
Page 1 of 1
Max. Vertical Load P v 6.88 kips / wheel (includes impact)
Max. Horizontal Load P h ** 0.61 kips / wheel / side ** Total Horizontal Force is 20% of the sum of weights of the lifted load and crane trolley, exclusive of other parts of crane.
Bending Moment Mx 61.23 kip-ft. (includes impact and girder and rail weight)
Bending Moment My 5.13 kip-ft. Shear Vx 13.30 kips
Crane Runway Beam (Note: VALID for ASTM A6 rolled shapes ONLY!) Crane Beam Type *** W *** W indicates W Shape and WC indicates W Shape + Cap Channel
Crane Beam Designation W10x49
Beam Weight Wt. 49.0 lb/ft
Yield Stress Fy 36.0 ksi
Deflection Checks
Vertical - Moment of Inertia X-X Ix = 272.0 in.4 o.k.
Horizontal - Top Flange Moment of Inertia Y-Y Iy top = 46.7 in.4 o.k.
Summary Stress Checks Check Bending about the X-X Axis CSR = 0.623 o.k. Check Bending about the Y-Y Axis in the top flange CSR = 0.244 o.k. Check Biaxial Bending in the top flange CSR = 0.867 o.k. Check Shear about the X-X Axis CSR = 0.272 o.k. Check Web Sidesway Buckling CSR = 0.638 o.k. OPTIONAL LRFD Web Sidesway Buckling CSR = 0.106 o.k.
GENERAL NOTES This program is applicable to only rolled W shapes and W shapes with Channel Caps.In addition to the general crane beam design above, the following design checks MUST be made: Design for cyclic loading (Fatigue). Design of welds attaching cap channel to w shape beam. Design of crane beam end connections and bearing stiffeners. Design of crane rail attachment to crane beam. Design of crane lateral tie-backs.
W Shape
DESIGN CRANE BEAM VIEW DESIGN CHECKS VIEW SECTION PROPERTIES
W Shape
DESIGN CRANE BEAM VIEW DESIGN CHECKS VIEW SECTION PROPERTIES
Page 1 of 1
CRANE BEAM DESIGN CHECKS โครงการกอสรางอาคาร TMT CTV DOLLอาคารโรงงาน ทจงหวดขอนแกน
Crane Runway Beam W10x49 บ.เสาทองธระกจ จากดA.SERMPUN Date: 12/3/2555
SECTION PROPERTIES
Total Section Weight Wt. 49.0 plf Moment of Inertia Iy 93.40 in.4 Area A top 5.600 in.2
Cross-sectional Area A 14.400 in.2 Section Modulus Sy 18.70 in.3 Depth / Flange Area d / Af top 1.782Total Depth d total 9.9800 in. Radius of Gyration ry 2.540 in. Radius of Gyration rT top 2.766 in.
Distance to N. A. y 2 4.9900 in. Plastic Modulus Zy 28.30 in.3 Moment of Inertia It 46.67 in.4
Distance to N. A. y 1 4.9900 in. W Depth d 9.98 in. Section Modulus St 9.33 in.3
Moment of Inertia Ix 272.00 in.4 W Web Thickness tw 0.34 in. Plastic Modulus Zt 14.00 in.3
Section Modulus S2 54.60 in.3 W Flange Width bf 10 in. Radius of Gyration ry top 2.887 in.S1 54.60 in.3 W Flange Thickness tf 0.56 in. Torsional Constant J 1.39 in.4
Radius of Gyration rx 4.350 in. W Web Depth h 7.9 in. Warping Constant Cw 2070 in.6
Plastic Modulus Zx 60.40 in.3
ASD DESIGN LRFD DESIGNDesign Loads Design LoadsMax. Vertical Wheel Load * P v = 6.88 kips / wheel Max. Vertical Wheel Load * Pu v = 10.73 kips / wheelMax. Horizontal Wheel Load ** P h = 0.61 kips / wheel / side Max. Horizontal Wheel Load ** Pu h = 0.98 kips / wheel / side * Includes impact. * Includes impact.
** Total Horizontal Force, P h, is 20% of the sum of weights of the lifted load ** Total Horizontal Force, P h, is 20% of the sum of weights of the lifted load
and crane trolley, exclusive of other parts of crane. and crane trolley, exclusive of other parts of crane.
Design Forces Design ForcesBending Moment X-X Axis *** Mx = 61.23 kip-ft. Bending Moment X-X Axis *** Mux = 94.28 kip-ft.Bending Moment Y-Y Axis My = 5.13 kip-ft. Bending Moment Y-Y Axis Muy = 8.20 kip-ft.Shear X-X Axis *** Vx = 13.30 kips Shear X-X Axis *** Vux = 20.49 kips *** Includes impact and girder and rail weight. *** Includes impact and girder and rail weight.
Check Local Buckling Check Local Buckling UNSTIFFENED ELEMENTS compact UNSTIFFENED ELEMENTS compact
Flanges of W-Shape (b/t)w = 8.93 Flanges of W-Shape = (b/t)w = 8.93Flanges of Channel (b/t)c = N/A Flanges of Channel = (b/t)c = N/A
Compact Limit p = 0.38(E/Fy)1/2 = 10.79 Compact Limit p = 0.38(E/Fy)1/2 = 10.79
Noncompact Limit r =1.0(E/Fy)1/2 = 33.40 Noncompact Limit r = 1.0(E/Fy)1/2 = 33.40 STIFFENED ELEMENTS compact STIFFENED ELEMENTS compact
Web of W-Shape (h/t)w = 29.35 Web of W-Shape = (h/t)w = 29.35Compact Limit 640/(Fy)1/2 = 106.67 Compact Limit p = 3.76(E/Fy)1/2 = 106.72
Noncompact Limit 970/(Fy)1/2 = 161.67 Noncompact Limit r = 5.70(E/Fy)1/2 = 161.78Web of Channel (h/t)c = N/A Web of Channel = (h/t)w = N/A
Compact Limit 190/(Fy)1/2 = 31.67 Compact Limit p = 1.12(E/Fy)1/2 = 31.79Noncompact Limit 238/(Fy)1/2 = 39.67 Noncompact Limit r = 1.40(E/Fy)1/2 = 39.74
Check Bending about the X-X Axis Check Bending about the X-X AxisActual Unbraced Length Lb = 240.00 in. Actual Unbraced Length Lb = 240.00 in.
Determine Limiting Lateral Unbraced Lengths
TENSION AISC EQ. F1-4 Lp = 144.20 in.Actual Bending fbx t = 13.46 ksi Compressive Residual Stress Fr = 10.00 ksiAllow. Bending Fbx t = 21.60 ksi FL = ( Fy - Fr ) FL = 26.00 ksi
fbx t / Fbx t = 0 623 o k Limiting Buckling Moment Mr = S2 FL = 1419 60 kip-in
DESIGN CRANE BEAM VIEW DESIGN CHECKS VIEW SECTION PROPERTIES
fbx t / Fbx t = 0.623 o.k. Limiting Buckling Moment Mr = S2 FL = 1419.60 kip-in.AISC EQ. F1-6 Lr = 487.93 in.
COMPRESSION Bending Coefficient Cb = 1.00Actual Bending fbx c = 13.46 ksi YIELDING Lb < Lp
76bf / SQRT(Fy) = 126.67 in. Plastic Moment Mpx = 2174.40 kip-in.20,000 / (d/Af) SQRT(Fy) = 311.73 AISC EQ. F1-1 Mnx = 2174.40 kip-in.
AISC EQ. F1-2 Lc = 126.67 in. LATERAL-TORSIONAL BUCKLING Lb < Lr
L/ rT = 86.78 AISC EQ. F1-7 Mrx = 1419.60 kip-in.Bending Coefficient Cb = 1.00 AISC EQ. F1-2 Mnx = 1964.03 kip-in.AISC EQ. F1-1 Fbx = 0.00 ksi LATERAL-TORSIONAL BUCKLING Lb > Lr
AISC EQ. F1-3 Fbx = 0.00 ksi Factor B1 = -0.0004AISC EQ. F1-5 Fbx = 0.00 ksi Factor B2 = 0.4504Max. AISC EQ. F1-6, F1-7, or F1- Fbx = 21.60 ksi AISC EQ. F1-13 Mcrx = 3451.09 kip-in.Allow. Bending Fbx c = 21.60 ksi AISC EQ. F1-12 Mnx = 2174.40 kip-in.
fbx c / Fbx c = 0.623 o.k. Nominal Flexural Strength Mnx = 2174.40 kip-in.or Mnx = 163.67 kip-ft.
Flexural Design Strength Mnx = 147.30 kip-ft. ( = 0.90 )Mux / Mnx = 0.640 o.k.
Check Bending about the Y-Y Axis in the top flange Check Bending about the Y-Y Axis in the top flange COMPRESSION Plastic Moment Mpy = 504.00 kip-in.Actual Bending fby c = 6.59 ksi Mny = 504.00 kip-in.AISC EQ. F2-1 Fby = 27.00 ksi or Mny = 42.00 kip-ft.AISC EQ. F2-2 Fby = 0.00 ksi Flexural Design Strength Mny = 37.80 kip-ft. ( = 0.90 )Allow. Bending Fby c = 27.00 ksi Muy / Mny = 0.217 o.k.
fby c / Fby c = 0.244 o.k.
Check Biaxial Bending in the top flange Check Biaxial Bending in the top flange COMBINED BENDING COMBINED BENDING
AISC EQ. H1-3 fbx / Fbx + fby / Fby = 0.867 o.k. AISC EQ. H1-1b Mux / Mnx + Muy / Mny = 0.857 o.k.
Check Shear about the X-X Axis Check Shear about the X-X AxisActual Shear fv = 3.92 ksi Clear distance between stiffeners a = 240.00 in.Clear distance between stiffeners a = 240.00 in. a/h = 30.53
a/h = 30.53 kv = 5.00kv = 5.34 AISC EQ. A-F2-1 Vnx = 73.29 kipCv = 3.17 AISC EQ. A-F2-2 Vnx = 0.00 kip
AISC EQ. F4-1 Fv = 14.40 ksi AISC EQ. A-F2-3 Vnx = 0.00 kipAISC EQ. F4-2 Fv = 0.00 ksi Shear Design Strength Vnx = 65.96 kip-ft. ( = 0.90 )Allow. Shear Fv = 14.40 ksi Vux / Vnx = 0.311 o.k.
fv / Fv = 0.272 o.k.
Check Web Sidesway Buckling Check Web Sidesway BucklingAISC EQ. K1-7 AISC EQ. K1-7
(h/tw) / (L/bf) = 0.96 < 1.7 (h/tw) / (L/bf) = 0.96 < 1.7Max. Concentrated Load R allow = 10.78 kips Cr = 960000
Pv / Rallow = 0.638 o.k. Nominal Strength of Web Rn = 122.27 kipsDesign Strength of Web Rn = 103.93 kips ( = 0.85 )
OPTIONAL LRFD Sidesway Buckling check Puv / Rn = 0.103 o.k.AISC LRFD EQ. K1-7
(h/tw) / (L/bf) = 0.96 < 1.7Cr = 960000
Max. Concentrated Load R allow = 64.95 kipsPv / Rallow = 0.106 o.k.
DESIGN CRANE BEAM VIEW DESIGN CHECKS VIEW SECTION PROPERTIES
COMBINED SECTION PROPERTIES
W SHAPE BEAM Link cell: 234
Design Section W10x49y 2
Total Section Weight Wt. 49.0 plf
Cross-sectional Area A 14.400 in.2 NA
Total Depth d total 9.980 in.Web Depth h 7.9 in. y 1Distance to N. A. y 2 4.9900 in.Distance to N. A. y 1 4.9900 in.
Moment of Inertia Ix 272.00 in.4 Area Top A top 5.600 in.2
Section Modulus S2 54.60 in.3 Depth / Flange Area d / Af top 1.782S1 54.60 in.3 Radius of Gyration rT top 2.766 in.
Radius of Gyration rx 4.350 in. Moment of Inertia It 46.67 in.4
Plastic Modulus Zx 60.40 in.3 Section Modulus St 9.33 in.3
Moment of Inertia Iy 93.40 in.4 Plastic Modulus Zt 14.00 in.3
Section Modulus Sy 18.70 in.3 Radius of Gyration Top ry top 2.887 in.
Radius of Gyration ry 2.540 in. Torsional Constant J 1.39 in.4
Plastic Modulus Zy 28.30 in.3 Warping Constant Cw 2070 in.6
INDIVIDUAL SECTION PROPERTIES
W SHAPE BEAMShape Designation W10x49Weight Wt. 49 lb/ft
Area A 14.4 in.2
Depth d 9.98 in.Web Thickness tw 0.34 in.Flange Width bf 10 in.Flange Thickness tf 0 56 inFlange Thickness tf 0.56 in.Distance k design 1.06 in.Distance k detail 1.25 in.Distance T 7.48 in.Compact Criteria bf / 2 tf 8.93Compact Criteria d / tw 29.4Web Depth h 7.9 in.Compact Criteria h / tw 23.1Radius of Gyration rT 2.77 in.Depth/Area of Flange d / Af 1.78Buckling Factor X1 3280 ksi
Buckling Factor X2 x 106 1090 (1/ksi)2
Moment of Inertia Ix 272 in.4
Section Modulus Sx 54.6 in.3
Radius of Gyration rx 4.35 in.
Plastic Modulus Zx 60.4 in.4
Moment of Inertia Iy 93.4 in.4
Section Modulus Sy 18.7 in.3
Radius of Gyration ry 2.54 in.
Plastic Modulus Zy 28.3 in.4
Torsional Constant J 1.39 in.4
Warping Constant Cw 2070 in.6
DESIGN CRANE BEAM VIEW DESIGN CHECKS VIEW SECTION PROPERTIES
CRANE BEAM DESIGN An Educational Tool to aid in Crane Runway Beam Design in accordance with AISC 9th Edition ASD and AISC 3rd Edition LRFD.
(Ref: AISC Steel Design Guide Series - Design Guide 7 "Industrial Buildings")
Project Name:
Project Description:
Company:
Designed By: Date:
SINGLE CRANE WITH TWO WHEELS PER ENDTRUCK P PCrane Data s Crane Capacity 5.0 Tons Bridge Weight Wt. b 2.2 kips Trolley + Hoist Weigh Wt. t+h 2.2 kips Max. Wheel Load P 5.5 kips L Wheel Spacing s 3.33 ft. Vertical Impact 25 % (Input 25% for cab-operated cranes, 10% for pendant operated cranes)
Crane Runway Runway Span Length L 36.00 ft. Crane Rail Weight = 60.0 lb/yd
Runway Deflection Criteria
Vertical Deflection * L / 600 0.72 in. Ix req'd. = 873.8 in.4
Horizontal Deflection L / 400 1.08 in. Iy req'd. = 64.6 in.4
* Does NOT include Vertical Impact or Girder and Rail Weight.
Crane Runway Design AISC Design Procedure ASD ( ASD or LRFD )
Forces
3/12/2555
โครงการกอสรางอาคาร TMT CTV DOLLอาคารโรงงาน ทจงหวดขอนแกนบ.เสาทองธระกจ จากดA.SERMPUN
W Shape
Page 1 of 1
Max. Vertical Load P v 6.88 kips / wheel (includes impact)
Max. Horizontal Load P h ** 0.61 kips / wheel / side ** Total Horizontal Force is 20% of the sum of weights of the lifted load and crane trolley, exclusive of other parts of crane.
Bending Moment Mx 130.39 kip-ft. (includes impact and girder and rail weight)
Bending Moment My 9.99 kip-ft. Shear Vx 15.09 kips
Crane Runway Beam (Note: VALID for ASTM A6 rolled shapes ONLY!) Crane Beam Type *** W *** W indicates W Shape and WC indicates W Shape + Cap Channel
Crane Beam Designation W14x90
Beam Weight Wt. 90.0 lb/ft
Yield Stress Fy 36.0 ksi
Deflection Checks
Vertical - Moment of Inertia X-X Ix = 999.0 in.4 o.k.
Horizontal - Top Flange Moment of Inertia Y-Y Iy top = 180.4 in.4 o.k.
Summary Stress Checks Check Bending about the X-X Axis CSR = 0.536 o.k. Check Bending about the Y-Y Axis in the top flange CSR = 0.178 o.k. Check Biaxial Bending in the top flange CSR = 0.714 o.k. Check Shear about the X-X Axis CSR = 0.170 o.k. Check Web Sidesway Buckling CSR = 0.571 o.k. OPTIONAL LRFD Web Sidesway Buckling CSR = 0.110 o.k.
GENERAL NOTES This program is applicable to only rolled W shapes and W shapes with Channel Caps.In addition to the general crane beam design above, the following design checks MUST be made: Design for cyclic loading (Fatigue). Design of welds attaching cap channel to w shape beam. Design of crane beam end connections and bearing stiffeners. Design of crane rail attachment to crane beam. Design of crane lateral tie-backs.
W Shape
DESIGN CRANE BEAM VIEW DESIGN CHECKS VIEW SECTION PROPERTIES
W Shape
DESIGN CRANE BEAM VIEW DESIGN CHECKS VIEW SECTION PROPERTIES
Page 1 of 1
CRANE BEAM DESIGN CHECKS โครงการกอสรางอาคาร TMT CTV DOLLอาคารโรงงาน ทจงหวดขอนแกน
Crane Runway Beam W14x90 บ.เสาทองธระกจ จากดA.SERMPUN Date: 12/3/2555
SECTION PROPERTIES
Total Section Weight Wt. 90.0 plf Moment of Inertia Iy 362.00 in.4 Area A top 10.295 in.2
Cross-sectional Area A 26.500 in.2 Section Modulus Sy 49.90 in.3 Depth / Flange Area d / Af top 1.360Total Depth d total 14.0000 in. Radius of Gyration ry 3.700 in. Radius of Gyration rT top 4.010 in.
Distance to N. A. y 2 7.0000 in. Plastic Modulus Zy 75.60 in.3 Moment of Inertia It 180.38 in.4
Distance to N. A. y 1 7.0000 in. W Depth d 14 in. Section Modulus St 24.88 in.3
Moment of Inertia Ix 999.00 in.4 W Web Thickness tw 0.44 in. Plastic Modulus Zt 37.32 in.3
Section Modulus S2 143.00 in.3 W Flange Width bf 14.5 in. Radius of Gyration ry top 4.186 in.S1 143.00 in.3 W Flange Thickness tf 0.71 in. Torsional Constant J 4.06 in.4
Radius of Gyration rx 6.140 in. W Web Depth h 11.4 in. Warping Constant Cw 16000 in.6
Plastic Modulus Zx 157.00 in.3
ASD DESIGN LRFD DESIGNDesign Loads Design LoadsMax. Vertical Wheel Load * P v = 6.88 kips / wheel Max. Vertical Wheel Load * Pu v = 10.73 kips / wheelMax. Horizontal Wheel Load ** P h = 0.61 kips / wheel / side Max. Horizontal Wheel Load ** Pu h = 0.98 kips / wheel / side * Includes impact. * Includes impact.
** Total Horizontal Force, P h, is 20% of the sum of weights of the lifted load ** Total Horizontal Force, P h, is 20% of the sum of weights of the lifted load
and crane trolley, exclusive of other parts of crane. and crane trolley, exclusive of other parts of crane.
Design Forces Design ForcesBending Moment X-X Axis *** Mx = 130.39 kip-ft. Bending Moment X-X Axis *** Mux = 196.99 kip-ft.Bending Moment Y-Y Axis My = 9.99 kip-ft. Bending Moment Y-Y Axis Muy = 15.98 kip-ft.Shear X-X Axis *** Vx = 15.09 kips Shear X-X Axis *** Vux = 22.83 kips *** Includes impact and girder and rail weight. *** Includes impact and girder and rail weight.
Check Local Buckling Check Local Buckling UNSTIFFENED ELEMENTS compact UNSTIFFENED ELEMENTS compact
Flanges of W-Shape (b/t)w = 10.20 Flanges of W-Shape = (b/t)w = 10.20Flanges of Channel (b/t)c = N/A Flanges of Channel = (b/t)c = N/A
Compact Limit p = 0.38(E/Fy)1/2 = 10.79 Compact Limit p = 0.38(E/Fy)1/2 = 10.79
Noncompact Limit r =1.0(E/Fy)1/2 = 33.40 Noncompact Limit r = 1.0(E/Fy)1/2 = 33.40 STIFFENED ELEMENTS compact STIFFENED ELEMENTS compact
Web of W-Shape (h/t)w = 31.82 Web of W-Shape = (h/t)w = 31.82Compact Limit 640/(Fy)1/2 = 106.67 Compact Limit p = 3.76(E/Fy)1/2 = 106.72
Noncompact Limit 970/(Fy)1/2 = 161.67 Noncompact Limit r = 5.70(E/Fy)1/2 = 161.78Web of Channel (h/t)c = N/A Web of Channel = (h/t)w = N/A
Compact Limit 190/(Fy)1/2 = 31.67 Compact Limit p = 1.12(E/Fy)1/2 = 31.79Noncompact Limit 238/(Fy)1/2 = 39.67 Noncompact Limit r = 1.40(E/Fy)1/2 = 39.74
Check Bending about the X-X Axis Check Bending about the X-X AxisActual Unbraced Length Lb = 432.00 in. Actual Unbraced Length Lb = 432.00 in.
Determine Limiting Lateral Unbraced Lengths
TENSION AISC EQ. F1-4 Lp = 209.09 in.Actual Bending fbx t = 10.94 ksi Compressive Residual Stress Fr = 10.00 ksiAllow. Bending Fbx t = 21.60 ksi FL = ( Fy - Fr ) FL = 26.00 ksi
fbx t / Fbx t = 0 507 o k Limiting Buckling Moment Mr = S2 FL = 3718 00 kip-in
DESIGN CRANE BEAM VIEW DESIGN CHECKS VIEW SECTION PROPERTIES
fbx t / Fbx t = 0.507 o.k. Limiting Buckling Moment Mr = S2 FL = 3718.00 kip-in.AISC EQ. F1-6 Lr = 650.42 in.
COMPRESSION Bending Coefficient Cb = 1.00Actual Bending fbx c = 10.94 ksi YIELDING Lb < Lp
76bf / SQRT(Fy) = 183.67 in. Plastic Moment Mpx = 5652.00 kip-in.20,000 / (d/Af) SQRT(Fy) = 408.53 AISC EQ. F1-1 Mnx = 5652.00 kip-in.
AISC EQ. F1-2 Lc = 183.67 in. LATERAL-TORSIONAL BUCKLING Lb < Lr
L/ rT = 107.73 AISC EQ. F1-7 Mrx = 3718.00 kip-in.Bending Coefficient Cb = 1.00 AISC EQ. F1-2 Mnx = 4675.18 kip-in.AISC EQ. F1-1 Fbx = 0.00 ksi LATERAL-TORSIONAL BUCKLING Lb > Lr
AISC EQ. F1-3 Fbx = 0.00 ksi Factor B1 = -0.0019AISC EQ. F1-5 Fbx = 0.00 ksi Factor B2 = 0.3867Max. AISC EQ. F1-6, F1-7, or F1- Fbx = 20.43 ksi AISC EQ. F1-13 Mcrx = 6243.62 kip-in.Allow. Bending Fbx c = 20.43 ksi AISC EQ. F1-12 Mnx = 5652.00 kip-in.
fbx c / Fbx c = 0.536 o.k. Nominal Flexural Strength Mnx = 5652.00 kip-in.or Mnx = 389.60 kip-ft.
Flexural Design Strength Mnx = 350.64 kip-ft. ( = 0.90 )Mux / Mnx = 0.562 o.k.
Check Bending about the Y-Y Axis in the top flange Check Bending about the Y-Y Axis in the top flange COMPRESSION Plastic Moment Mpy = 1343.50 kip-in.Actual Bending fby c = 4.82 ksi Mny = 1343.50 kip-in.AISC EQ. F2-1 Fby = 27.00 ksi or Mny = 111.96 kip-ft.AISC EQ. F2-2 Fby = 0.00 ksi Flexural Design Strength Mny = 100.76 kip-ft. ( = 0.90 )Allow. Bending Fby c = 27.00 ksi Muy / Mny = 0.159 o.k.
fby c / Fby c = 0.178 o.k.
Check Biaxial Bending in the top flange Check Biaxial Bending in the top flange COMBINED BENDING COMBINED BENDING
AISC EQ. H1-3 fbx / Fbx + fby / Fby = 0.714 o.k. AISC EQ. H1-1b Mux / Mnx + Muy / Mny = 0.720 o.k.
Check Shear about the X-X Axis Check Shear about the X-X AxisActual Shear fv = 2.45 ksi Clear distance between stiffeners a = 432.00 in.Clear distance between stiffeners a = 432.00 in. a/h = 37.96
a/h = 37.96 kv = 5.00kv = 5.34 AISC EQ. A-F2-1 Vnx = 133.06 kipCv = 2.83 AISC EQ. A-F2-2 Vnx = 0.00 kip
AISC EQ. F4-1 Fv = 14.40 ksi AISC EQ. A-F2-3 Vnx = 0.00 kipAISC EQ. F4-2 Fv = 0.00 ksi Shear Design Strength Vnx = 119.75 kip-ft. ( = 0.90 )Allow. Shear Fv = 14.40 ksi Vux / Vnx = 0.191 o.k.
fv / Fv = 0.170 o.k.
Check Web Sidesway Buckling Check Web Sidesway BucklingAISC EQ. K1-7 AISC EQ. K1-7
(h/tw) / (L/bf) = 0.87 < 1.7 (h/tw) / (L/bf) = 0.87 < 1.7Max. Concentrated Load R allow = 12.05 kips Cr = 960000
Pv / Rallow = 0.571 o.k. Nominal Strength of Web Rn = 117.32 kipsDesign Strength of Web Rn = 99.72 kips ( = 0.85 )
OPTIONAL LRFD Sidesway Buckling check Puv / Rn = 0.108 o.k.AISC LRFD EQ. K1-7
(h/tw) / (L/bf) = 0.87 < 1.7Cr = 960000
Max. Concentrated Load R allow = 62.33 kipsPv / Rallow = 0.110 o.k.
DESIGN CRANE BEAM VIEW DESIGN CHECKS VIEW SECTION PROPERTIES
COMBINED SECTION PROPERTIES
W SHAPE BEAM Link cell: 185
Design Section W14x90y 2
Total Section Weight Wt. 90.0 plf
Cross-sectional Area A 26.500 in.2 NA
Total Depth d total 14.000 in.Web Depth h 11.4 in. y 1Distance to N. A. y 2 7.0000 in.Distance to N. A. y 1 7.0000 in.
Moment of Inertia Ix 999.00 in.4 Area Top A top 10.295 in.2
Section Modulus S2 143.00 in.3 Depth / Flange Area d / Af top 1.360S1 143.00 in.3 Radius of Gyration rT top 4.010 in.
Radius of Gyration rx 6.140 in. Moment of Inertia It 180.38 in.4
Plastic Modulus Zx 157.00 in.3 Section Modulus St 24.88 in.3
Moment of Inertia Iy 362.00 in.4 Plastic Modulus Zt 37.32 in.3
Section Modulus Sy 49.90 in.3 Radius of Gyration Top ry top 4.186 in.
Radius of Gyration ry 3.700 in. Torsional Constant J 4.06 in.4
Plastic Modulus Zy 75.60 in.3 Warping Constant Cw 16000 in.6
INDIVIDUAL SECTION PROPERTIES
W SHAPE BEAMShape Designation W14x90Weight Wt. 90 lb/ft
Area A 26.5 in.2
Depth d 14 in.Web Thickness tw 0.44 in.Flange Width bf 14.5 in.Flange Thickness tf 0 71 inFlange Thickness tf 0.71 in.Distance k design 1.31 in.Distance k detail 2 in.Distance T 10 in.Compact Criteria bf / 2 tf 10.2Compact Criteria d / tw 31.8Web Depth h 11.4 in.Compact Criteria h / tw 25.9Radius of Gyration rT 4.01 in.Depth/Area of Flange d / Af 1.36Buckling Factor X1 2900 ksi
Buckling Factor X2 x 106 1750 (1/ksi)2
Moment of Inertia Ix 999 in.4
Section Modulus Sx 143 in.3
Radius of Gyration rx 6.14 in.
Plastic Modulus Zx 157 in.4
Moment of Inertia Iy 362 in.4
Section Modulus Sy 49.9 in.3
Radius of Gyration ry 3.7 in.
Plastic Modulus Zy 75.6 in.4
Torsional Constant J 4.06 in.4
Warping Constant Cw 16000 in.6
DESIGN CRANE BEAM VIEW DESIGN CHECKS VIEW SECTION PROPERTIES
Date/Time: 12/3/2555 / 15:54:01
A.Fy = ksc Fs = kscFc' = ksc Fc = ksc
B.: Kg: Kg: m: Kg-m: Kg-m: m
ความยาวของเสา (CL) : mC.
n = j = R = จานวนเสาเขมทใช : ตน
: mความกวางของฐานรากทใช (B) : m
: mMoment (max) เหลกทางยาว :
:ความลกประสทธผล(d) : mเลอกใชความหนาของฐานราก m โดยใชความลกประสทธผล m
0.78000.5200
รายการคานวณออกแบบ Isolate Footing ดวยวธกาลงใชงาน(Working Stress Method)
Input
Basic Data
280 65
2
F-1A.SERMPUNTMT CTV DOLL
3000
โมเมนตดานสน (MB)
26000.000.26N/A
โมเมนตดานยาว (ML)
กาลงรบนาหนกของเสาเขมหนงตนขนาดของเสาเขม(ความกวาง หรอขนาดเสนผานศนยกลาง)
Project :Engineer : Footing Code :
1500
แรงกระทาลงเสาตามแกน 30000.00
ความกวางของเสา(CB) 0.406208.46
Spacing Of Pile
0.40
8.02 0.9141 7.6583Result
ความยาวของฐานรากทใช (L)kg-m4362.3172
0.381 0.331
kg-m0.0000
1.3000
Moment (max) เหลกทางสน0.3310
ฐตรวจสอบแรงเฉอนแบบคานกวางทระยะ d จากขอบเสาทหนาตดวกฤต จะไดคาแรงเฉอน Vmax : kgหนวยแรงเฉอนทยอมให, Vc = 0.29*sqrt(fc')*B*d : kgตรวจสอบแรงเฉอนแบบทะลทระยะ d/2 จากขอบเสาทหนาตดวกฤต จะไดคาแรงเฉอน Vmax : kgหนวยแรงเฉอนทยอมให, Vc = 0.53*sqrt(fc')*B*d : kgพจารณาออกแบบเหลกเสรมดานยาว
:10.5 cm O cm As = cm2
ตรวจสอบแรงยดหนวงแรงเฉอน Vmax ทขอบเสา : kgคาของ O ทตองการ = Vmax/ujd : cm
พจารณาออกแบบเหลกเสรมดานสน:
40 cm O cm As = cm2
ตรวจสอบแรงยดหนวงแรงเฉอน Vmax ทขอบเสา : kgคาของ O ทตองการ = Vmax/ujd : cm
cm2
cm2
9.6126
9.9053ปรมาณเหลกเสรมทตองใช Ast ดานยาว = Amin
ปรมาณเหลกเสรมทตองใช Ast ดานยาว = M/fs*j*d
22959.564128.0800
@ 31.42เลอกเหลกขนาด 5 - DB20
@ 25.13เลอกเหลกขนาด 4 - DB20
0.00000.0000
690.95868351.6275
17451.418830526.6386
15.71
12.57
Administrator
Polygon
Administrator
Line
y6 0006 0006 0006 0006 0006 0006 0006 0006 0006 0006 0006 0006 0006 0006 0006 0003 0003 000
12/03/2012
Multiframe4D Version 8.51 D:\EN-SOFT\Multiframe4D\job\TMT CTV DOLL.mfd
Load View - LC1: DL
y
x
624.000 624.000624.000624.000624.000624.000624.000624.000624.000624.000624.000624.000624.000
624.000624.000624.000
312.000312.000
SP-STRUCTURE
Rectangle
Administrator
Text Box
ผลการวเคราะหโครงสราง 2D ดวย Multiframe4D
y3 0003 0003 0003 0003 0003 0003 0003 0003 0003 0003 0003 0003 0003 0003 0003 0000000006 6 06 6 03 0 903 0 90
12/03/2012
Multiframe4D Version 8.51 D:\EN-SOFT\Multiframe4D\job\TMT CTV DOLL.mfd
Load View - LC2: LL
y
x
234.000 234.000234.000234.000234.000234.000234.000234.000234.000234.000234.000234.000234.000
234.000234.000234.000
117.000
117.000
276.670 276.670
3120.490 3120.490
SP-STRUCTURE
Rectangle
y 6 0506 0506 0506 0506 0506 0506 0506 0506 0506 05088 030300300
12/03/2012
Multiframe4D Version 8.51 D:\EN-SOFT\Multiframe4D\job\TMT CTV DOLL.mfd
Load View - LC3: WL
y
x
176.050176.050176.050176.050176.050176.050176.050
176.050176.050176.050
88.030
300
300
SP-STRUCTURE
Rectangle
y68 00068 00068 00068 00068 00068 00068 00068 00068 00068 00068 00068 00068 00068 00068 00068 0003 0003 0003 0383 0383 0383 0383 0383 0383 0383 0383 0383 03866 05 5005 5005 5005 5005 5005 5005 5005 5005 5005 5005 5005 5005 5005 5005 5005 5008 508 500 5030 503553 0 363 0 36
12/03/2012
Multiframe4D Version 8.51 D:\EN-SOFT\Multiframe4D\job\TMT CTV DOLL.mfd
Load View - LC4: 0.75(DL+LL+WL) (Combined)
y
x
468.000 468.000468.000468.000468.000468.000468.000468.000468.000468.000468.000468.000468.000
468.000468.000468.000
234.000
234.000132.038132.038132.038132.038132.038132.038132.038
132.038132.038132.038
66.022
175.500 175.500175.500175.500175.500175.500175.500175.500175.500175.500175.500175.500175.500
175.500175.500175.500
87.750
87.750
207.503 207.503
225
225
2340.367 2340.367
SP-STRUCTURE
Rectangle
Project Details
Title: WAREHOUSEClient TMT CTV DOLLSite KHON KAENBuildingDescription
Design Details
Job ID: 1Version: 1Company: SP-STRUCTURALDesigned by: A.SERMPUNChecked by:Notes:
Joint Coordinates (m)
Joint Label x y z Type1 3.729 0.567 0.000 Rigid2 18.728 0.567 0.000 Rigid3 3.729 -8.433 0.000 Rigid4 18.728 -8.433 0.000 Rigid5 4.971 0.740 0.000 Rigid6 6.218 0.881 0.000 Rigid7 7.468 0.991 0.000 Rigid8 8.720 1.070 0.000 Rigid9 9.974 1.117 0.000 Rigid10 11.229 1.133 0.000 Rigid11 12.483 1.117 0.000 Rigid12 13.737 1.070 0.000 Rigid13 14.989 0.991 0.000 Rigid14 16.239 0.881 0.000 Rigid15 17.486 0.740 0.000 Rigid16 3.729 1.767 0.000 Rigid17 18.728 1.767 0.000 Rigid18 4.971 1.940 0.000 Rigid19 6.218 2.081 0.000 Rigid20 7.468 2.191 0.000 Rigid21 8.720 2.270 0.000 Rigid22 9.974 2.317 0.000 Rigid23 11.229 2.333 0.000 Rigid24 12.483 2.317 0.000 Rigid25 13.737 2.270 0.000 Rigid26 14.989 2.191 0.000 Rigid27 16.239 2.081 0.000 Rigid28 17.486 1.940 0.000 Rigid29 -0.021 -0.123 0.000 Rigid30 1.223 0.139 0.000 Rigid31 2.473 0.369 0.000 Rigid32 -0.021 1.077 0.000 Rigid33 1.223 1.339 0.000 Rigid34 2.473 1.569 0.000 Rigid35 -1.271 -0.123 0.000 Rigid36 -1.271 0.747 0.000 Rigid37 20.228 0.567 0.000 Rigid38 20.228 1.437 0.000 Rigid39 3.729 -0.433 0.000 Rigid40 18.728 -0.433 0.000 Rigid41 3.979 -0.433 0.000 Rigid42 18.478 -0.433 0.000 Rigid
Member Geometry (m,deg)
Member Label Joint1 Joint2 Length Slope Orient.1 3 39 8.000 90.000 0.0002 4 40 8.000 90.000 0.0003 1 5 1.255 7.908 0.0004 5 6 1.255 6.470 0.0005 6 7 1.255 5.032 0.0006 7 8 1.255 3.595 0.0007 8 9 1.255 2.157 0.0008 9 10 1.255 0.719 0.0009 10 11 1.255 -0.719 0.00010 11 12 1.255 -2.157 0.00011 12 13 1.255 -3.595 0.00012 13 14 1.255 -5.032 0.000
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Multiframe Summary
13 14 15 1.255 -6.470 0.00014 15 2 1.255 -7.908 0.00015 16 18 1.255 7.908 0.00016 18 19 1.255 6.470 0.00017 19 20 1.255 5.032 0.00018 20 21 1.255 3.595 0.00019 21 22 1.255 2.157 0.00020 22 23 1.255 0.719 0.00021 23 24 1.255 -0.719 0.00022 24 25 1.255 -2.157 0.00023 25 26 1.255 -3.595 0.00024 26 27 1.255 -5.032 0.00025 27 28 1.255 -6.470 0.00026 28 17 1.255 -7.908 0.00027 29 30 1.271 11.883 0.00028 30 31 1.271 10.426 0.00029 31 1 1.271 8.969 0.00030 32 33 1.271 11.883 0.00031 33 34 1.271 10.426 0.00032 34 16 1.271 8.969 0.00033 35 29 1.250 0.000 0.00034 35 36 0.870 90.000 0.00035 36 32 1.293 14.789 0.00036 2 37 1.500 0.000 0.00037 37 38 0.870 90.000 0.00038 17 38 1.536 -12.407 0.00039 10 23 1.200 90.000 0.00040 22 10 1.725 -43.348 0.00041 9 22 1.200 90.000 0.00042 21 9 1.703 -42.596 0.00043 8 21 1.200 90.000 0.00044 20 8 1.681 -41.844 0.00045 7 20 1.200 90.000 0.00046 19 7 1.658 -41.090 0.00047 6 19 1.200 90.000 0.00048 18 6 1.636 -40.336 0.00049 5 18 1.200 90.000 0.00050 16 5 1.612 -39.580 0.00051 1 16 1.200 90.000 0.00052 34 1 1.606 -38.583 0.00053 31 34 1.200 90.000 0.00054 33 31 1.582 -37.804 0.00055 30 33 1.200 90.000 0.00056 32 30 1.558 -37.024 0.00057 29 32 1.200 90.000 0.00058 36 29 1.523 -34.838 0.00059 10 24 1.725 43.348 0.00060 11 24 1.200 90.000 0.00061 11 25 1.703 42.596 0.00062 12 25 1.200 90.000 0.00063 12 26 1.681 41.844 0.00064 13 26 1.200 90.000 0.00065 13 27 1.658 41.090 0.00066 14 27 1.200 90.000 0.00067 14 28 1.636 40.336 0.00068 15 28 1.200 90.000 0.00069 15 17 1.612 39.580 0.00070 2 17 1.200 90.000 0.00071 2 38 1.734 30.114 0.00072 39 1 1.000 90.000 0.00073 40 2 1.000 90.000 0.00074 39 41 0.250 0.000 0.00075 42 40 0.250 0.000 0.000
Member Types
Member Label ?x' ?y' ?z' Member Type Self Weight1 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes2 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes3 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes4 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes5 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes6 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes7 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes8 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes9 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes10 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes11 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes
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Multiframe Summary
12 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes13 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes14 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes15 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes16 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes17 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes18 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes19 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes20 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes21 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes22 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes23 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes24 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes25 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes26 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes27 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes28 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes29 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes30 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes31 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes32 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes33 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes34 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes35 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes36 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes37 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes38 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes39 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes40 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes41 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes42 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes43 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes44 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes45 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes46 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes47 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes48 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes49 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes50 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes51 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes52 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes53 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes54 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes55 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes56 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes57 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes58 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes59 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes60 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes61 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes62 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes63 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes64 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes65 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes66 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes67 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes68 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes69 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes70 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes71 Rigid/Rigid Pin/Pin Pin/Pin Normal Yes72 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes73 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes74 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes75 Rigid/Rigid Rigid/Rigid Rigid/Rigid Normal Yes
Member Sections
Member Label Group Section1 H 250x250x9x142 H 250x250x9x143 Pipe 101.6x3.24 Pipe 101.6x3.25 Pipe 101.6x3.26 Pipe 101.6x3.27 Pipe 101.6x3.28 Pipe 101.6x3.29 Pipe 101.6x3.210 Pipe 101.6x3.2
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Multiframe Summary
11 Pipe 101.6x3.212 Pipe 101.6x3.213 Pipe 101.6x3.214 Pipe 101.6x3.215 Pipe 101.6x3.216 Pipe 101.6x3.217 Pipe 101.6x3.218 Pipe 101.6x3.219 Pipe 101.6x3.220 Pipe 101.6x3.221 Pipe 101.6x3.222 Pipe 101.6x3.223 Pipe 101.6x3.224 Pipe 101.6x3.225 Pipe 101.6x3.226 Pipe 101.6x3.227 Pipe 101.6x3.228 Pipe 101.6x3.229 Pipe 101.6x3.230 Pipe 101.6x3.231 Pipe 101.6x3.232 Pipe 101.6x3.233 Pipe 101.6x3.234 Pipe 101.6x3.235 Pipe 101.6x3.236 Pipe 101.6x3.237 Pipe 101.6x3.238 Pipe 101.6x3.239 Pipe 42.7x2.340 Pipe 42.7x2.341 Pipe 42.7x2.342 Pipe 42.7x2.343 Pipe 42.7x2.344 Pipe 42.7x2.345 Pipe 42.7x2.346 Pipe 42.7x2.347 Pipe 42.7x2.348 Pipe 42.7x2.349 Pipe 42.7x2.350 Pipe 42.7x2.351 Pipe 42.7x2.352 Pipe 42.7x2.353 Pipe 42.7x2.354 Pipe 42.7x2.355 Pipe 42.7x2.356 Pipe 42.7x2.357 Pipe 42.7x2.358 Pipe 42.7x2.359 Pipe 42.7x2.360 Pipe 42.7x2.361 Pipe 42.7x2.362 Pipe 42.7x2.363 Pipe 42.7x2.364 Pipe 42.7x2.365 Pipe 42.7x2.366 Pipe 42.7x2.367 Pipe 42.7x2.368 Pipe 42.7x2.369 Pipe 42.7x2.370 Pipe 42.7x2.371 Pipe 42.7x2.372 H 250x250x9x1473 H 250x250x9x1474 H 250x250x9x1475 H 250x250x9x14
Section Properties
Section A Ix Iy J E Gcm^2 cm^4 cm^4 cm^4 kg/cm^2 kg/cm^2
250x250x9x14 91.400 10700.000 3650.000 51.100 2.100e+006 8.100e+005101.6x3.2 9.890 120.000 120.000 240.000 2.100e+006 8.100e+00542.7x2.3 2.920 5.970 5.970 11.900 2.100e+006 8.100e+005
Total Mass (kg) 1786.125
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Multiframe Summary
Joint Restraints (mm,radE-3)
Joint Label Joint Axes dx dy dz ?x ?y ?z3 Local 0.000 0.000 0.000 - - -4 Local 0.000 0.000 0.000 - - -
There are no springs
Self Weight Load Cases(m/s^2)
Name Loading Type Design X Accel. Y Accel. Z Accel.
No self weight load cases selected.
Static Load Cases
Name Loading Type Design Joint Joint Member ThermalLoads Disps Disps Disps
No static load cases selected.
Combined Load Cases
Name Loading Type Design Factored Cases FactorLC4: 0.75(DL+LL+WL) Combined Serviceability LC1: DL 0.750
LC3: WL 0.750LC2: LL 0.750
Joint Loads(kg,kg-m) LC4: 0.75(DL+LL+WL)
Joint Label Load Mag16 Py -468.00017 Py -468.00018 Py -468.00019 Py -468.00020 Py -468.00021 Py -468.00022 Py -468.00023 Py -468.00024 Py -468.00025 Py -468.00026 Py -468.00027 Py -468.00028 Py -468.00032 Py -468.00033 Py -468.00034 Py -468.00036 Py -234.00038 Py -234.00016 Py' -132.03818 Py' -132.03819 Py' -132.03820 Py' -132.03821 Py' -132.03822 Py' -132.03823 Py' -132.03832 Py' -132.03833 Py' -132.03834 Py' -132.03836 Py' -66.02216 Py -175.50017 Py -175.50018 Py -175.50019 Py -175.50020 Py -175.50021 Py -175.50022 Py -175.50023 Py -175.50024 Py -175.50025 Py -175.50026 Py -175.50027 Py -175.50028 Py -175.50032 Py -175.50033 Py -175.500
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Multiframe Summary
34 Py -175.50036 Py -87.75038 Py -87.75041 Px 207.50342 Px -207.503
There are no prescribed joint displacements in LC4: 0.75(DL+LL+WL)
Member Loads (kg,kg-m) LC4: 0.75(DL+LL+WL)
Member Label Load Shape Left Dist Right Dist Left Mag Right Mag1 Wx Uniform - - 225.000 -72 Wx Uniform - - 225.000 -74 Py Point 0.125 - -2340.367 -75 Py Point 0.125 - -2340.367 -
There are no thermal loads in LC4: 0.75(DL+LL+WL)
Analysis Settings
Load Case LC Type Analysis Options SettingsLC4: 0.75(DL+LL+WL) Static Linear
Joint Displacements (mm,radE-3) LC4: 0.75(DL+LL+WL)
Joint Label dx' dy' dz' ?x' ?y' ?z'1 538.564 -0.432 0.000 0.000 0.000 -48.8632 545.318 -0.338 0.000 0.000 0.000 -51.4703 0.000 0.000 0.000 0.000 0.000 -66.8164 0.000 0.000 0.000 0.000 0.000 -65.1855 539.507 -9.011 0.000 0.000 0.000 5.5126 540.253 -14.472 0.000 0.000 0.000 -6.9887 540.960 -19.453 0.000 0.000 0.000 -2.7478 541.580 -22.881 0.000 0.000 0.000 -2.3109 542.135 -24.750 0.000 0.000 0.000 -0.80110 542.657 -24.885 0.000 0.000 0.000 0.65811 543.128 -23.096 0.000 0.000 0.000 2.12312 543.602 -19.861 0.000 0.000 0.000 2.91413 544.098 -15.365 0.000 0.000 0.000 4.79514 544.604 -10.167 0.000 0.000 0.000 1.19415 545.126 -3.686 0.000 0.000 0.000 18.45216 518.073 -161.027 0.000 0.000 0.000 -5.73517 542.693 -0.561 0.000 0.000 0.000 2.46518 516.667 -168.631 0.000 0.000 0.000 -5.49819 515.346 -173.985 0.000 0.000 0.000 -3.92020 513.912 -178.527 0.000 0.000 0.000 -3.32021 512.629 -181.577 0.000 0.000 0.000 -1.94122 511.638 -183.066 0.000 0.000 0.000 -0.77223 511.051 -183.066 0.000 0.000 0.000 0.58324 541.730 -23.362 0.000 0.000 0.000 1.91425 541.339 -20.252 0.000 0.000 0.000 3.02726 541.200 -15.908 0.000 0.000 0.000 3.71927 541.378 -10.773 0.000 0.000 0.000 4.70928 541.960 -4.672 0.000 0.000 0.000 4.36429 537.479 7.668 0.000 0.000 0.000 -1.33930 537.969 5.211 0.000 0.000 0.000 -4.57631 538.155 3.646 0.000 0.000 0.000 10.01832 518.716 -151.222 0.000 0.000 0.000 -1.95633 518.606 -153.410 0.000 0.000 0.000 -1.46834 518.599 -155.696 0.000 0.000 0.000 -2.69635 537.479 10.359 0.000 0.000 0.000 -2.46236 518.797 -148.467 0.000 0.000 0.000 -2.26537 545.404 0.524 0.000 0.000 0.000 12.69338 543.184 0.636 0.000 0.000 0.000 -1.60439 488.334 -0.395 0.000 0.000 0.000 -51.62940 492.405 -0.311 0.000 0.000 0.000 -54.28241 488.335 -13.304 0.000 0.000 0.000 -51.63842 492.405 13.258 0.000 0.000 0.000 -54.274
Joint Reactions (kg,kg-m) LC4: 0.75(DL+LL+WL)
Joint Label Rx' Ry' Rz' Mx' My' Mz'
12/03/2012 Page 6Multiframe4D Version 8.51 TMT CTV DOLL
Multiframe Summary
1 0.000 -0.000 0.000 0.000 0.000 0.0002 -0.000 0.000 0.000 0.000 0.000 0.0003 -1666.386 9475.671 0.000 0.000 0.000 -0.0004 -765.577 7469.886 0.000 0.000 0.000 0.0005 -0.000 0.000 0.000 0.000 0.000 0.0006 -0.000 0.000 -0.000 -0.000 0.000 -0.0007 0.000 0.000 0.000 -0.000 0.000 0.0008 -0.000 0.000 0.000 0.000 0.000 0.0009 0.000 -0.000 0.000 0.000 0.000 0.00010 -0.000 0.000 0.000 0.000 0.000 0.00011 0.000 -0.000 0.000 0.000 0.000 0.00012 -0.000 0.000 0.000 0.000 0.000 0.00013 0.000 0.000 -0.000 0.000 0.000 0.00014 -0.000 0.000 0.000 0.000 -0.000 0.00015 0.000 -0.000 -0.000 -0.000 0.000 0.00016 0.000 -0.000 0.000 0.000 0.000 0.00017 -0.000 -0.000 -0.000 0.000 0.000 0.00018 -0.000 0.000 0.000 0.000 0.000 0.00019 -0.000 0.000 0.000 0.000 0.000 0.00020 -0.000 0.000 0.000 0.000 0.000 0.00021 0.001 -0.000 -0.000 0.000 0.000 -0.00022 -0.000 0.000 0.000 -0.000 -0.000 0.00023 0.000 -0.000 0.000 0.000 0.000 0.00024 -0.001 0.000 0.000 0.000 0.000 0.00025 0.000 -0.000 0.000 0.000 0.000 0.00026 0.000 -0.000 0.000 0.000 0.000 0.00027 -0.000 -0.000 0.000 0.000 0.000 0.00028 0.000 -0.000 0.000 0.000 -0.000 0.00029 0.000 -0.000 0.000 0.000 0.000 0.00030 0.000 0.000 0.000 0.000 0.000 0.00031 -0.000 -0.000 0.000 0.000 0.000 0.00032 -0.000 0.000 0.000 0.000 0.000 0.00033 -0.000 -0.000 0.000 0.000 0.000 0.00034 -0.000 0.000 0.000 0.000 0.000 0.00035 0.000 0.000 0.000 0.000 0.000 0.00036 -0.000 0.000 0.000 0.000 0.000 0.00037 0.000 0.000 0.000 0.000 0.000 0.00038 0.000 -0.000 0.000 0.000 0.000 0.00039 0.000 0.001 0.000 0.000 0.000 0.00040 0.000 0.000 0.000 0.000 0.000 -0.00041 -0.000 -0.000 0.000 0.000 0.000 0.00042 0.000 -0.000 0.000 0.000 0.000 -0.000
Sum of Reactions (kg,kg-m) LC4: 0.75(DL+LL+WL)
Rx -2431.963Ry 16945.557Rz 0.000
Member Actions (kg,kg-m) LC4: 0.75(DL+LL+WL)
Member Px' Vy' Vz' Tx' My' Mz'1 9475.671 1666.386 0.000 0.000 0.000 -0.000
-9475.671 133.614 0.000 0.000 0.000 6131.0892 7469.886 765.577 0.000 0.000 0.000 0.000
-7469.886 -765.577 0.000 0.000 0.000 6124.6153 4065.016 -2842.877 0.000 0.000 0.000 -2875.575
-4065.016 2842.877 0.000 0.000 0.000 -691.3524 -2075.454 701.832 0.000 0.000 0.000 691.352
2075.454 -701.832 0.000 0.000 0.000 189.2295 -4426.648 -165.850 0.000 0.000 -0.000 -189.229
4426.648 165.850 -0.000 0.000 -0.000 -18.8616 -6692.666 44.041 0.000 0.000 0.000 18.861
6692.666 -44.041 0.000 0.000 0.000 36.3967 -8013.544 -9.688 0.000 0.000 0.000 -36.396
8013.544 9.688 0.000 0.000 0.000 24.2418 -8603.448 8.044 0.000 0.000 0.000 -24.241
8603.448 -8.044 0.000 0.000 0.000 34.3339 -7429.516 -7.805 0.000 0.000 0.000 -34.333
7429.516 7.805 0.000 0.000 0.000 24.54110 -5822.740 -13.793 0.000 0.000 0.000 -24.541
5822.740 13.793 0.000 0.000 0.000 7.23511 -3526.169 48.693 0.000 0.000 0.000 -7.235
3526.169 -48.693 0.000 0.000 0.000 68.33012 -801.352 -224.217 0.000 0.000 -0.000 -68.330
801.352 224.217 -0.000 0.000 -0.000 -212.99413 3509.867 892.027 -0.000 0.000 0.000 212.994
12/03/2012 Page 7Multiframe4D Version 8.51 TMT CTV DOLL
Multiframe Summary
-3509.867 -892.027 0.000 0.000 0.000 906.22214 4476.903 -3683.107 0.000 0.000 0.000 -906.222
-4476.903 3683.107 0.000 0.000 0.000 -3714.93315 2924.064 104.712 0.000 0.000 0.000 60.932
-2924.064 -104.712 0.000 0.000 0.000 70.44916 5200.487 -61.775 0.000 0.000 0.000 -70.449
-5200.487 61.775 0.000 0.000 0.000 -7.05917 7532.012 30.460 0.000 0.000 0.000 7.059
-7532.012 -30.460 0.000 0.000 0.000 31.15918 8881.433 -5.522 0.000 0.000 0.000 -31.159
-8881.433 5.522 0.000 0.000 0.000 24.23019 9505.123 -1.180 0.000 0.000 -0.000 -24.230
-9505.123 1.180 -0.000 0.000 0.000 22.75020 9324.795 7.127 0.000 0.000 0.000 -22.750
-9324.795 -7.127 0.000 0.000 0.000 31.69221 9363.566 -7.931 0.000 0.000 0.000 -31.692
-9363.566 7.931 0.000 0.000 0.000 21.74122 8408.027 0.993 0.000 0.000 0.000 -21.741
-8408.027 -0.993 0.000 0.000 0.000 22.98723 6806.512 -14.486 0.000 0.000 0.000 -22.987
-6806.512 14.486 0.000 0.000 0.000 4.81124 4504.514 24.031 0.000 0.000 0.000 -4.811
-4504.514 -24.031 0.000 0.000 0.000 34.96325 1810.066 -66.801 0.000 0.000 0.000 -34.963
-1810.066 66.801 0.000 0.000 0.000 -48.85226 -2642.430 17.087 -0.000 0.000 0.000 48.852
2642.430 -17.087 0.000 0.000 -0.000 -27.41327 428.778 -184.565 0.000 0.000 0.000 -53.150
-428.778 184.565 0.000 0.000 0.000 -181.47928 1634.686 740.634 0.000 0.000 0.000 181.479
-1634.686 -740.634 0.000 0.000 0.000 760.05729 3796.824 -3032.037 0.000 0.000 0.000 -760.057
-3796.824 3032.037 0.000 0.000 0.000 -3094.44330 -1446.135 1.873 0.000 0.000 0.000 -8.486
1446.135 -1.873 0.000 0.000 0.000 10.86731 -4205.657 -55.393 0.000 0.000 0.000 -10.867
4205.657 55.393 0.000 0.000 0.000 -59.55232 -3761.882 -1.086 0.000 0.000 0.000 59.552
3761.882 1.086 0.000 0.000 0.000 -60.93233 -5.003 48.827 0.000 0.000 0.000 7.884
5.003 -48.827 0.000 0.000 0.000 53.15034 -48.827 -5.003 0.000 0.000 0.000 -7.884
48.827 5.003 0.000 0.000 0.000 3.53135 -452.215 3.833 0.000 0.000 0.000 -3.531
452.215 -3.833 0.000 0.000 0.000 8.48636 -1195.881 -2683.025 0.000 0.000 0.000 -3090.215
1195.881 2683.025 0.000 0.000 0.000 -934.32337 -2683.025 1195.881 0.000 0.000 0.000 934.323
2683.025 -1195.881 0.000 0.000 0.000 106.09338 -3013.907 -51.228 0.000 0.000 0.000 27.413
3013.907 51.228 0.000 0.000 0.000 -106.09339 520.182 0.000 0.000 0.000 0.000 0.000
-520.182 0.000 0.000 0.000 0.000 0.00040 293.210 0.000 0.000 0.000 0.000 0.000
-293.210 0.000 0.000 0.000 0.000 0.00041 336.052 0.000 0.000 0.000 0.000 0.000
-336.052 0.000 0.000 0.000 0.000 0.00042 -808.771 0.000 0.000 0.000 0.000 0.000
808.771 0.000 0.000 0.000 0.000 0.00043 1122.335 0.000 0.000 0.000 0.000 0.000
-1122.335 0.000 0.000 0.000 0.000 0.00044 -1778.928 0.000 0.000 0.000 0.000 0.000
1778.928 0.000 0.000 0.000 0.000 0.00045 1816.724 0.000 0.000 0.000 0.000 0.000
-1816.724 0.000 0.000 0.000 0.000 0.00046 -3034.761 0.000 0.000 0.000 0.000 0.000
3034.761 0.000 0.000 0.000 0.000 0.00047 2930.704 0.000 0.000 0.000 0.000 0.000
-2930.704 0.000 0.000 0.000 0.000 0.00048 -2956.605 0.000 0.000 0.000 0.000 0.000
2956.605 0.000 0.000 0.000 0.000 0.00049 2702.053 0.000 0.000 0.000 0.000 0.000
-2702.053 0.000 0.000 0.000 0.000 0.00050 -8509.834 0.000 0.000 0.000 0.000 0.000
8509.834 0.000 0.000 0.000 0.000 0.00051 7285.398 0.000 0.000 0.000 0.000 0.000
-7285.398 0.000 0.000 0.000 0.000 0.00052 -475.530 0.000 0.000 0.000 0.000 0.000
475.530 0.000 0.000 0.000 0.000 0.000
12/03/2012 Page 8Multiframe4D Version 8.51 TMT CTV DOLL
Multiframe Summary
53 1294.276 0.000 0.000 0.000 0.000 0.000-1294.276 0.000 0.000 0.000 0.000 0.000
54 3479.793 0.000 0.000 0.000 0.000 0.000-3479.793 0.000 0.000 0.000 0.000 0.000
55 -1882.871 0.000 0.000 0.000 0.000 0.0001882.871 0.000 0.000 0.000 0.000 0.000
56 1272.663 0.000 0.000 0.000 0.000 0.000-1272.663 0.000 0.000 0.000 0.000 0.000
57 -180.818 0.000 0.000 0.000 0.000 0.000180.818 0.000 0.000 0.000 0.000 0.000
58 563.611 0.000 0.000 0.000 0.000 0.000-563.611 0.000 0.000 0.000 0.000 0.000
59 -1320.993 0.000 0.000 0.000 0.000 0.0001320.993 0.000 0.000 0.000 0.000 0.000
60 1360.258 0.000 0.000 0.000 0.000 0.000-1360.258 0.000 0.000 0.000 0.000 0.000
61 -2186.942 0.000 0.000 0.000 0.000 0.0002186.942 0.000 0.000 0.000 0.000 0.000
62 1997.919 0.000 0.000 0.000 0.000 0.000-1997.919 0.000 0.000 0.000 0.000 0.000
63 -3091.353 0.000 0.000 0.000 0.000 0.0003091.353 0.000 0.000 0.000 0.000 0.000
64 2775.753 0.000 0.000 0.000 0.000 0.000-2775.753 0.000 0.000 0.000 0.000 0.000
65 -3580.120 0.000 0.000 0.000 0.000 0.0003580.120 0.000 0.000 0.000 0.000 0.000
66 3097.365 0.000 0.000 0.000 0.000 0.000-3097.365 0.000 0.000 0.000 0.000 0.000
67 -5780.096 0.000 0.000 0.000 0.000 0.0005780.096 0.000 0.000 0.000 0.000 0.000
68 5035.579 0.000 0.000 0.000 0.000 0.000-5035.579 0.000 0.000 0.000 0.000 0.000
69 -440.583 0.000 0.000 0.000 0.000 0.000440.583 0.000 0.000 0.000 0.000 0.000
70 1141.289 0.000 0.000 0.000 0.000 0.000-1141.289 0.000 0.000 0.000 0.000 0.000
71 4797.980 0.000 0.000 0.000 0.000 0.000-4797.980 0.000 0.000 0.000 0.000 0.000
72 7135.304 -341.116 0.000 0.000 0.000 -6423.635-7135.304 566.116 0.000 0.000 0.000 5970.018
73 5129.519 973.079 0.000 0.000 0.000 -5832.069-5129.519 -973.079 0.000 0.000 0.000 6805.149
74 -207.502 2340.368 0.000 0.000 0.000 292.546207.502 -0.000 0.000 0.000 0.000 0.000
75 -207.502 -0.000 0.000 0.000 0.000 -0.000207.502 2340.368 0.000 0.000 0.000 -292.546
12/03/2012 Page 9Multiframe4D Version 8.51 TMT CTV DOLL
Multiframe Summary
y
12/03/2012
Multiframe4D Version 8.51 D:\EN-SOFT\Multiframe4D\job\TMT CTV DOLL.mfd
Plot View - Static Case: LC4: 0.75(DL+LL+WL) Px' (kg)
y
x
y
12/03/2012
Multiframe4D Version 8.51 D:\EN-SOFT\Multiframe4D\job\TMT CTV DOLL.mfd
Plot View - Static Case: LC4: 0.75(DL+LL+WL) Mz' (kg-m)
y
x
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 1
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 1 of 49STAAD.Pro for Windows 20.07.04.12
Job Information Engineer Checked Approved
Name:
Date: 13-Mar-12
Structure Type SPACE FRAME
Number of Nodes 42 Highest Node 42
Number of Elements 75 Highest Beam 75
Number of Basic Load Cases 3
Number of Combination Load Cases 1
Included in this printout are data for:All The Whole Structure
Included in this printout are results for load cases:Type L/C Name
Primary 1 LOAD CASE 1 DL
Primary 2 LOAD CASE 2 LL
Primary 3 LOAD CASE 3 WL
Combination 4 LOAD CASE 4 0.75[DL+LL+WL]
Load 1X
Y
Z
Whole Structure (Input data was modified after picture taken)
Administrator
Text Box
ผลการวเคราะหโครงสราง 2D ดวย STAAD Pro
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 2
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 2 of 49STAAD.Pro for Windows 20.07.04.12
2
75
37
36
73
71
38
70
14
69
26
68
13
67
25
12
6665
11
64
24
63
10
62
23
61
9
60
22
59
8
39
21
1
40
7
41
20
42
6
43
19
44
5
45
18
46
4
47
17
74
48
72
3
49
16
50
29
51
15
52
28
53
32
54
27
55
31
56
33
57
30
5834
35
3
39
442
40
17
30
16
29
1514
28
1
13
27
12
26
11
25
10
24
9
23
8
22
7
21
412
6
20
5
19
33
18
32
36
31
35
37
34
38
Load 1X
Y
Z
Whole Structure (Input data was modified after picture taken)
8.00m
1.00m
0.87m
1.20m
1.20m 0.25m
15.00m
1.25m
1.29m
1.27m
1.27m
1.27m
1.25m1.25m
1.25m1.25m
1.25m1.25m
1.25m1.25m
1.25m 1.25m1.70m
Load 1X
Y
Z
Whole Structure (Input data was modified after picture taken)
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 3
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 3 of 49STAAD.Pro for Windows 20.07.04.12
NodesNode X
(m)
Y
(m)
Z
(m)
1 3.729 -8.433 0.000
2 3.729 -0.433 0.000
3 18.728 -8.433 0.000
4 18.728 -0.433 0.000
5 3.729 0.567 0.000
6 4.971 0.740 0.000
7 6.218 0.881 0.000
8 7.468 0.991 0.000
9 8.720 1.070 0.000
10 9.974 1.117 0.000
11 11.229 1.133 0.000
12 12.483 1.117 0.000
13 13.737 1.070 0.000
14 14.989 0.991 0.000
15 16.239 0.881 0.000
16 17.486 0.740 0.000
17 18.728 0.567 0.000
18 3.729 1.767 0.000
19 4.971 1.940 0.000
20 6.218 2.081 0.000
21 7.468 2.191 0.000
22 8.720 2.270 0.000
23 9.974 2.317 0.000
24 11.229 2.333 0.000
25 12.483 2.317 0.000
26 13.737 2.270 0.000
27 14.989 2.191 0.000
28 16.239 2.081 0.000
29 17.486 1.940 0.000
30 18.728 1.767 0.000
31 -0.021 -0.123 0.000
32 1.223 0.139 0.000
33 2.473 0.369 0.000
34 -0.021 1.077 0.000
35 1.223 1.339 0.000
36 2.473 1.569 0.000
37 -1.271 -0.123 0.000
38 -1.271 0.747 0.000
39 20.228 0.567 0.000
40 20.228 1.437 0.000
41 3.979 -0.433 0.000
42 18.478 -0.433 0.000
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 4
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 4 of 49STAAD.Pro for Windows 20.07.04.12
BeamsBeam Node A Node B Length
(m)
Property (degrees)
1 1 2 8.000 1 0
2 3 4 8.000 1 0
3 5 6 1.255 4 0
4 6 7 1.255 4 0
5 7 8 1.255 4 0
6 8 9 1.255 4 0
7 9 10 1.255 4 0
8 10 11 1.255 4 0
9 11 12 1.255 4 0
10 12 13 1.255 4 0
11 13 14 1.255 4 0
12 14 15 1.255 4 0
13 15 16 1.255 4 0
14 16 17 1.255 4 0
15 18 19 1.255 4 0
16 19 20 1.255 4 0
17 20 21 1.255 4 0
18 21 22 1.255 4 0
19 22 23 1.255 4 0
20 23 24 1.255 4 0
21 24 25 1.255 4 0
22 25 26 1.255 4 0
23 26 27 1.255 4 0
24 27 28 1.255 4 0
25 28 29 1.255 4 0
26 29 30 1.255 4 0
27 31 32 1.271 4 0
28 32 33 1.271 4 0
29 33 5 1.271 4 0
30 34 35 1.271 4 0
31 35 36 1.271 4 0
32 36 18 1.271 4 0
33 37 31 1.250 4 0
34 37 38 0.870 4 0
35 38 34 1.293 4 0
36 17 39 1.500 4 0
37 39 40 0.870 4 0
38 30 40 1.536 4 0
39 11 24 1.200 3 0
40 23 11 1.725 3 0
41 10 23 1.200 3 0
42 22 10 1.703 3 0
43 9 22 1.200 3 0
44 21 9 1.681 3 0
45 8 21 1.200 3 0
46 20 8 1.658 3 0
47 7 20 1.200 3 0
48 19 7 1.636 3 0
49 6 19 1.200 3 0
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 5
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 5 of 49STAAD.Pro for Windows 20.07.04.12
Beams Cont...Beam Node A Node B Length
(m)
Property (degrees)
50 18 6 1.612 3 0
51 5 18 1.200 3 0
52 36 5 1.606 3 0
53 33 36 1.200 3 0
54 35 33 1.582 3 0
55 32 35 1.200 3 0
56 34 32 1.558 3 0
57 31 34 1.200 3 0
58 38 31 1.523 3 0
59 11 25 1.725 3 0
60 12 25 1.200 3 0
61 12 26 1.703 3 0
62 13 26 1.200 3 0
63 13 27 1.681 3 0
64 14 27 1.200 3 0
65 14 28 1.658 3 0
66 15 28 1.200 3 0
67 15 29 1.636 3 0
68 16 29 1.200 3 0
69 16 30 1.612 3 0
70 17 30 1.200 3 0
71 17 40 1.734 3 0
72 2 5 1.000 1 0
73 4 17 1.000 1 0
74 2 41 0.250 2 0
75 42 4 0.250 2 0
Section PropertiesProp Section Area
(cm2)
Iyy
(cm4)
Izz
(cm4)
J
(cm4)
Material
1 H200X200X8 63.53 1600.00 4720.00 26.04 STEEL
2 H100X100X6 21.59 134.00 378.00 4.02 STEEL
3 PIP48.6X2.3 3.35 8.99 8.99 17.97 STEEL
4 PIP89.1X3.2 8.64 79.80 79.80 159.52 STEEL
MaterialsMat Name E
(kg/cm2)
Density
(kg/m3)
(1x10-6/°C)
1 STEEL 2.09 E +6 0.300 7833.41 12.00
2 STAINLESSSTEEL 2.02 E +6 0.300 7833.41 18.00
3 ALUMINUM 703 E +3 0.330 2712.63 23.00
4 CONCRETE 221 E +3 0.170 2402.62 10.00
Software licensed to SP-STRUCTURAL
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Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 6
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 6 of 49STAAD.Pro for Windows 20.07.04.12
SupportsNode X
(kN/mm)
Y
(kN/mm)
Z
(kN/mm)
rX
(kN-m/deg)
rY
(kN-m/deg)
rZ
(kN-m/deg)
1 Fixed Fixed Fixed - - -
3 Fixed Fixed Fixed - - -
ReleasesThere is no data of this type.
-312.00 kg
-624.00 kg-624.00 kg-624.00 kg-624.00 kg
-624.00 kg-624.00 kg
-624.00 kg-624.00 kg
-624.00 kg-624.00 kg
-624.00 kg-624.00 kg
-624.00 kg-624.00 kg
-624.00 kg
-624.00 kg
-312.00 kg
Load 1X
Y
Z
Whole Structure (Input data was modified after picture taken)
Software licensed to SP-STRUCTURAL
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By Date Chd
File Date/Time
1 7
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 7 of 49STAAD.Pro for Windows 20.07.04.12
-3.1e+003 kg
-3.1e+003 kg
-117.00 kg-234.00 kg-234.00 kg-234.00 kg-234.00 kg
-234.00 kg-234.00 kg
-234.00 kg-234.00 kg
-234.00 kg-234.00 kg
-234.00 kg-234.00 kg
-234.00 kg-234.00 kg
-234.00 kg
-234.00 kg
-117.00 kg
Load 2X
Y
Z
Whole Structure (Input data was modified after picture taken)
300.00 kg/m
-176.00 kg-176.00 kg
-176.00 kg-176.00 kg
300.00 kg/m
-176.00 kg-176.00 kg
-176.00 kg
-176.00 kg
-176.00 kg
-88.00 kg
Load 3X
Y
Z
Whole Structure (Input data was modified after picture taken)
Software licensed to SP-STRUCTURAL
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Job No Sheet No Rev
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Ref
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File Date/Time
1 8
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
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17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 8 of 49STAAD.Pro for Windows 20.07.04.12
225.00 kg/m
-132.00 kg-132.00 kg
-132.00 kg-132.00 kg
225.00 kg/m
-132.00 kg-132.00 kg
-132.00 kg
-132.00 kg
-132.00 kg
-66.00 kg
-87.75 kg
-175.50 kg-175.50 kg
-175.50 kg-175.50 kg
-175.50 kg-175.50 kg
-175.50 kg-175.50 kg
-175.50 kg-175.50 kg
-175.50 kg
g
-175.50 kg
-468.00 kg
-175.50 kg
-468.00 kg
-175.50 kg-234.00 kg
-87.75 kg
Load 4X
Y
Z
Whole Structure (Input data was modified after picture taken)
Basic Load CasesNumber Name
1 LOAD CASE 1 DL
2 LOAD CASE 2 LL
3 LOAD CASE 3 WL
Combination Load CasesComb. Combination L/C Name Primary Primary L/C Name Factor
4 LOAD CASE 4 0.75[DL+LL+WL] 1 LOAD CASE 1 DL 0.75
2 LOAD CASE 2 LL 0.75
3 LOAD CASE 3 WL 0.75
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Ref
By Date Chd
File Date/Time
1 9
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
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17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 9 of 49STAAD.Pro for Windows 20.07.04.12
Beam End Force SummaryThe signs of the forces at end B of each beam have been reversed. For example: this means that the Min Fx entry gives the largest tension value for an beam.
Axial Shear Torsion Bending
Beam Node L/C Fx
(kg)
Fy
(kg)
Fz
(kg)
Mx
(kg-m)
My
(kg-m)
Mz
(kg-m)
Max Fx 1 1 4:LOAD CASE 9631.02 1521.38 0.00 0.00 0.00 -0.00
Min Fx 9 11 1:LOAD CASE -8644.51 -2.22 0.00 0.00 0.00 -20.47
Max Fy 74 2 2:LOAD CASE 0.00 3120.49 0.00 0.00 0.00 390.06
Min Fy 14 16 3:LOAD CASE 4110.99 -3763.13 0.00 0.00 0.00 -923.67
Max Fz 1 1 1:LOAD CASE 6625.28 -31.85 0.00 0.00 0.00 0.00
Min Fz 1 1 1:LOAD CASE 6625.28 -31.85 0.00 0.00 0.00 0.00
Max Mx 1 1 1:LOAD CASE 6625.28 -31.85 0.00 0.00 0.00 0.00
Min Mx 1 1 1:LOAD CASE 6625.28 -31.85 0.00 0.00 0.00 0.00
Max My 1 1 1:LOAD CASE 6625.28 -31.85 0.00 0.00 0.00 0.00
Min My 1 1 1:LOAD CASE 6625.28 -31.85 0.00 0.00 0.00 0.00
Max Mz 14 17 3:LOAD CASE 4110.99 -3763.13 -0.00 -0.00 -0.00 3797.67
Min Mz 1 2 3:LOAD CASE 611.11 -290.39 -0.00 -0.00 -0.00 -7276.86
Beam Force Detail SummarySign convention as diagrams:- positive above line, negative below line except Fx where positive is compression. Distance d is given from beam end A.
Axial Shear Torsion Bending
Beam L/C d
(m)
Fx
(kg)
Fy
(kg)
Fz
(kg)
Mx
(kg-m)
My
(kg-m)
Mz
(kg-m)
Max Fx 1 4:LOAD CASE 0.000 9631.02 1521.38 0.00 0.00 0.00 -0.00
Min Fx 9 1:LOAD CASE 0.000 -8644.51 -2.22 0.00 0.00 0.00 -20.47
Max Fy 74 2:LOAD CASE 0.000 0.00 3120.49 0.00 0.00 0.00 390.06
Min Fy 14 3:LOAD CASE 0.000 4110.99 -3763.13 0.00 0.00 0.00 -923.67
Max Fz 1 1:LOAD CASE 0.000 6625.28 -31.85 0.00 0.00 0.00 0.00
Min Fz 1 1:LOAD CASE 0.000 6625.28 -31.85 0.00 0.00 0.00 0.00
Max Mx 1 1:LOAD CASE 0.000 6625.28 -31.85 0.00 0.00 0.00 0.00
Min Mx 1 1:LOAD CASE 0.000 6625.28 -31.85 0.00 0.00 0.00 0.00
Max My 1 1:LOAD CASE 0.000 6625.28 -31.85 0.00 0.00 0.00 0.00
Min My 1 1:LOAD CASE 0.000 6625.28 -31.85 0.00 0.00 0.00 0.00
Max Mz 14 3:LOAD CASE 1.255 4110.99 -3763.13 -0.00 -0.00 -0.00 3797.67
Min Mz 1 3:LOAD CASE 7.200 611.11 -50.39 0.00 0.00 0.00 -7402.50
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TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
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Print Time/Date: 17/03/2012 09:50 Print Run 10 of 49STAAD.Pro for Windows 20.07.04.12
Bending ZLoad 3 : X
Y
Z
Whole Structure Mz 10197.2kg-m:1m 3 LOAD CASE 3 WL (Input data was modified after picture taken)
Beam Maximum MomentsDistances to maxima are given from beam end A.
Beam Node A Length
(m)
L/C d
(m)
Max My
(kg-m)
d
(m)
Max Mz
(kg-m)
1 1 8.000 1:LOAD CASE Max -ve 0.000 0.00 8.000 254.82
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 8.000 393.97
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 7.333 -7403.78
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 6.667 -5142.54
2 3 8.000 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 8.000 -254.82
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 8.000 -393.97
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 8.000 -6301.85
4:LOAD CASE Max -ve 0.000 0.00
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1 11
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
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17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 11 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Moments Cont...Beam Node A Length
(m)
L/C d
(m)
Max My
(kg-m)
d
(m)
Max Mz
(kg-m)
Max +ve 0.000 0.00 8.000 -5212.98
3 5 1.255 1:LOAD CASE Max -ve 0.000 0.00 0.000 218.37
Max +ve 0.000 0.00 1.255 -52.79
2:LOAD CASE Max -ve 0.000 0.00 0.000 54.50
Max +ve 0.000 0.00 1.255 -13.09
3:LOAD CASE Max -ve 0.000 0.00 1.255 836.79
Max +ve 0.000 0.00 0.000 -3435.22
4:LOAD CASE Max -ve 0.000 0.00 1.255 578.18
Max +ve 0.000 0.00 0.000 -2371.76
4 6 1.255 1:LOAD CASE Max -ve 0.000 0.00 1.255 6.57
Max +ve 0.000 0.00 0.000 -52.79
2:LOAD CASE Max -ve 0.000 0.00 1.255 0.79
Max +ve 0.000 0.00 0.000 -13.09
3:LOAD CASE Max -ve 0.000 0.00 0.000 836.79
Max +ve 0.000 0.00 1.255 -213.85
4:LOAD CASE Max -ve 0.000 0.00 0.000 578.18
Max +ve 0.000 0.00 1.255 -154.86
5 7 1.255 1:LOAD CASE Max -ve 0.000 0.00 0.000 6.57
Max +ve 0.000 0.00 1.255 -13.89
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.79
Max +ve 0.000 0.00 1.255 -4.82
3:LOAD CASE Max -ve 0.000 0.00 1.255 45.48
Max +ve 0.000 0.00 0.000 -213.85
4:LOAD CASE Max -ve 0.000 0.00 1.255 20.08
Max +ve 0.000 0.00 0.000 -154.86
6 8 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -13.89
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -5.20
3:LOAD CASE Max -ve 0.000 0.00 0.000 45.48
Max +ve 0.000 0.00 1.255 -16.63
4:LOAD CASE Max -ve 0.000 0.00 0.000 20.08
Max +ve 0.000 0.00 1.255 -26.54
7 9 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -16.20
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -6.05
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -16.63
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -26.54
8 10 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -20.47
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -7.74
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -0.62
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -21.62
Software licensed to SP-STRUCTURAL
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By Date Chd
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1 12
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 12 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Moments Cont...Beam Node A Length
(m)
L/C d
(m)
Max My
(kg-m)
d
(m)
Max Mz
(kg-m)
9 11 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -20.47
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -7.74
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -0.62
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -21.62
10 12 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -17.69
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -6.60
3:LOAD CASE Max -ve 0.000 0.00 1.255 17.57
Max +ve 0.000 0.00 0.000 -0.54
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -18.62
11 13 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -17.59
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -6.23
3:LOAD CASE Max -ve 0.000 0.00 0.000 17.57
Max +ve 0.000 0.00 1.255 -50.63
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -55.80
12 14 1.255 1:LOAD CASE Max -ve 0.000 0.00 1.255 0.18
Max +ve 0.000 0.00 0.000 -17.59
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -6.18
3:LOAD CASE Max -ve 0.000 0.00 1.255 236.49
Max +ve 0.000 0.00 0.000 -50.63
4:LOAD CASE Max -ve 0.000 0.00 1.255 176.22
Max +ve 0.000 0.00 0.000 -55.80
13 15 1.255 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.18
Max +ve 0.000 0.00 1.255 -54.83
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -13.44
3:LOAD CASE Max -ve 0.000 0.00 0.000 236.49
Max +ve 0.000 0.00 1.255 -923.67
4:LOAD CASE Max -ve 0.000 0.00 0.000 176.22
Max +ve 0.000 0.00 1.255 -743.96
14 16 1.255 1:LOAD CASE Max -ve 0.000 0.00 1.255 191.22
Max +ve 0.000 0.00 0.000 -54.83
2:LOAD CASE Max -ve 0.000 0.00 1.255 42.65
Max +ve 0.000 0.00 0.000 -13.44
3:LOAD CASE Max -ve 0.000 0.00 1.255 3797.67
Max +ve 0.000 0.00 0.000 -923.67
4:LOAD CASE Max -ve 0.000 0.00 1.255 3023.66
Max +ve 0.000 0.00 0.000 -743.96
15 18 1.255 1:LOAD CASE Max -ve 0.000 0.00 0.000 49.11
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TMT CTV DOLL KHON-KHAEN
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17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 13 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Moments Cont...Beam Node A Length
(m)
L/C d
(m)
Max My
(kg-m)
d
(m)
Max Mz
(kg-m)
Max +ve 0.000 0.00 1.255 -10.48
2:LOAD CASE Max -ve 0.000 0.00 0.000 18.29
Max +ve 0.000 0.00 1.255 -4.17
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -35.86
4:LOAD CASE Max -ve 0.000 0.00 0.000 41.91
Max +ve 0.000 0.00 1.255 -37.88
16 19 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -10.48
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -4.17
3:LOAD CASE Max -ve 0.000 0.00 1.255 8.72
Max +ve 0.000 0.00 0.000 -35.86
4:LOAD CASE Max -ve 0.000 0.00 1.255 1.59
Max +ve 0.000 0.00 0.000 -37.88
17 20 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -11.12
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -4.23
3:LOAD CASE Max -ve 0.000 0.00 0.000 8.72
Max +ve 0.000 0.00 1.255 -10.70
4:LOAD CASE Max -ve 0.000 0.00 0.000 1.59
Max +ve 0.000 0.00 1.255 -19.53
18 21 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -14.02
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -5.25
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -10.70
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -19.53
19 22 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -16.29
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -6.11
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -2.91
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -17.28
20 23 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -18.78
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -7.09
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -0.64
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -19.58
21 24 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -18.78
Software licensed to SP-STRUCTURAL
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By Date Chd
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1 14
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 14 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Moments Cont...Beam Node A Length
(m)
L/C d
(m)
Max My
(kg-m)
d
(m)
Max Mz
(kg-m)
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -7.09
3:LOAD CASE Max -ve 0.000 0.00 1.255 0.07
Max +ve 0.000 0.00 0.000 -0.24
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -19.58
22 25 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -17.17
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -6.43
3:LOAD CASE Max -ve 0.000 0.00 1.255 2.24
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -16.02
23 26 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -17.17
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -6.43
3:LOAD CASE Max -ve 0.000 0.00 1.255 12.03
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -16.02
24 27 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -14.54
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -5.52
3:LOAD CASE Max -ve 0.000 0.00 0.000 12.03
Max +ve 0.000 0.00 1.255 -12.07
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -20.27
25 28 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -12.32
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.255 -4.98
3:LOAD CASE Max -ve 0.000 0.00 1.255 51.06
Max +ve 0.000 0.00 0.000 -12.07
4:LOAD CASE Max -ve 0.000 0.00 1.255 25.33
Max +ve 0.000 0.00 0.000 -20.27
26 29 1.255 1:LOAD CASE Max -ve 0.000 0.00 1.255 22.99
Max +ve 0.000 0.00 0.000 -12.32
2:LOAD CASE Max -ve 0.000 0.00 1.255 8.89
Max +ve 0.000 0.00 0.000 -4.98
3:LOAD CASE Max -ve 0.000 0.00 0.000 51.06
Max +ve 0.000 0.00 1.255 -27.78
4:LOAD CASE Max -ve 0.000 0.00 0.000 25.33
Max +ve 0.000 0.00
27 31 1.271 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.271 -6.61
2:LOAD CASE Max -ve 0.000 0.00
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By Date Chd
File Date/Time
1 15
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 15 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Moments Cont...Beam Node A Length
(m)
L/C d
(m)
Max My
(kg-m)
d
(m)
Max Mz
(kg-m)
Max +ve 0.000 0.00 0.000 -1.04
3:LOAD CASE Max -ve 0.000 0.00 1.271 207.43
Max +ve 0.000 0.00 0.000 -53.26
4:LOAD CASE Max -ve 0.000 0.00 1.271 149.99
Max +ve 0.000 0.00 0.000 -41.98
28 32 1.271 1:LOAD CASE Max -ve 0.000 0.00 1.271 18.20
Max +ve 0.000 0.00 0.000 -6.61
2:LOAD CASE Max -ve 0.000 0.00 1.271 0.17
Max +ve 0.000 0.00 0.000 -0.83
3:LOAD CASE Max -ve 0.000 0.00 0.000 207.43
Max +ve 0.000 0.00 1.271 -840.05
4:LOAD CASE Max -ve 0.000 0.00 0.000 149.99
Max +ve 0.000 0.00 1.271 -616.26
29 33 1.271 1:LOAD CASE Max -ve 0.000 0.00 0.000 18.20
Max +ve 0.000 0.00 1.271 -68.30
2:LOAD CASE Max -ve 0.000 0.00 1.271 1.35
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 1.271 3401.24
Max +ve 0.000 0.00 0.000 -840.05
4:LOAD CASE Max -ve 0.000 0.00 1.271 2500.72
Max +ve 0.000 0.00 0.000 -616.26
30 34 1.271 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.271 -3.30
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.271 -1.25
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.271 -2.77
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.271 -5.49
31 35 1.271 1:LOAD CASE Max -ve 0.000 0.00 1.271 6.85
Max +ve 0.000 0.00 0.000 -3.30
2:LOAD CASE Max -ve 0.000 0.00 1.271 2.80
Max +ve 0.000 0.00 0.000 -1.25
3:LOAD CASE Max -ve 0.000 0.00 1.271 31.87
Max +ve 0.000 0.00 0.000 -2.77
4:LOAD CASE Max -ve 0.000 0.00 1.271 31.14
Max +ve 0.000 0.00 0.000 -5.49
32 36 1.271 1:LOAD CASE Max -ve 0.000 0.00 1.271 49.11
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 1.271 18.29
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 31.87
Max +ve 0.000 0.00 1.271 -11.52
4:LOAD CASE Max -ve 0.000 0.00 1.271 41.91
Max +ve 0.000 0.00
33 37 1.250 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -2.93
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.250 -1.04
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 16
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 16 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Moments Cont...Beam Node A Length
(m)
L/C d
(m)
Max My
(kg-m)
d
(m)
Max Mz
(kg-m)
3:LOAD CASE Max -ve 0.000 0.00 0.000 14.23
Max +ve 0.000 0.00 1.250 -53.26
4:LOAD CASE Max -ve 0.000 0.00 0.000 7.74
Max +ve 0.000 0.00 1.250 -41.98
34 37 0.870 1:LOAD CASE Max -ve 0.000 0.00 0.000 2.93
Max +ve 0.000 0.00 0.870 -3.28
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.98
Max +ve 0.000 0.00 0.870 -1.20
3:LOAD CASE Max -ve 0.000 0.00 0.870 2.46
Max +ve 0.000 0.00 0.000 -14.23
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -7.74
35 38 1.293 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -3.28
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -1.20
3:LOAD CASE Max -ve 0.000 0.00 0.000 2.46
Max +ve 0.000 0.00 1.293 -2.44
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.293 -4.75
36 17 1.500 1:LOAD CASE Max -ve 0.000 0.00 1.500 25.88
Max +ve 0.000 0.00 0.000 -95.45
2:LOAD CASE Max -ve 0.000 0.00 1.500 1.98
Max +ve 0.000 0.00 0.000 -10.51
3:LOAD CASE Max -ve 0.000 0.00 1.500 1005.75
Max +ve 0.000 0.00 0.000 -3291.91
4:LOAD CASE Max -ve 0.000 0.00 1.500 775.21
Max +ve 0.000 0.00 0.000 -2548.40
37 39 0.870 1:LOAD CASE Max -ve 0.000 0.00 0.000 25.88
Max +ve 0.000 0.00 0.870 -1.85
2:LOAD CASE Max -ve 0.000 0.00 0.000 1.98
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 1005.75
Max +ve 0.000 0.00 0.870 -141.63
4:LOAD CASE Max -ve 0.000 0.00 0.000 775.21
Max +ve 0.000 0.00 0.870 -107.30
38 30 1.536 1:LOAD CASE Max -ve 0.000 0.00 0.000 22.99
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 8.89
Max +ve 0.000 0.00 1.536 -0.41
3:LOAD CASE Max -ve 0.000 0.00 1.536 141.63
Max +ve 0.000 0.00 0.000 -27.78
4:LOAD CASE Max -ve 0.000 0.00 1.536 107.30
Max +ve 0.000 0.00
39 11 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 17
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 17 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Moments Cont...Beam Node A Length
(m)
L/C d
(m)
Max My
(kg-m)
d
(m)
Max Mz
(kg-m)
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
40 23 1.725 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
41 10 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
42 22 1.703 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
43 9 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
44 21 1.681 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
45 8 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 18
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 18 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Moments Cont...Beam Node A Length
(m)
L/C d
(m)
Max My
(kg-m)
d
(m)
Max Mz
(kg-m)
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
46 20 1.658 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
47 7 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
48 19 1.636 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
49 6 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
50 18 1.612 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
51 5 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 19
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 19 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Moments Cont...Beam Node A Length
(m)
L/C d
(m)
Max My
(kg-m)
d
(m)
Max Mz
(kg-m)
Max +ve 0.000 0.00 0.000 0.00
52 36 1.606 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
53 33 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
54 35 1.582 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
55 32 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
56 34 1.558 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
57 31 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 20
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 20 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Moments Cont...Beam Node A Length
(m)
L/C d
(m)
Max My
(kg-m)
d
(m)
Max Mz
(kg-m)
58 38 1.523 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
59 11 1.725 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
60 12 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
61 12 1.703 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
62 13 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
63 13 1.681 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
64 14 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 21
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 21 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Moments Cont...Beam Node A Length
(m)
L/C d
(m)
Max My
(kg-m)
d
(m)
Max Mz
(kg-m)
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
65 14 1.658 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
66 15 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
67 15 1.636 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
68 16 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
69 16 1.612 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
70 17 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 22
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 22 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Moments Cont...Beam Node A Length
(m)
L/C d
(m)
Max My
(kg-m)
d
(m)
Max Mz
(kg-m)
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
71 17 1.734 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
72 2 1.000 1:LOAD CASE Max -ve 0.000 0.00 1.000 286.67
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 1.000 53.15
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -7276.86
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -5263.60
73 4 1.000 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.000 -286.67
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.000 -53.16
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.000 -7089.58
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.000 -5572.06
74 2 0.250 1:LOAD CASE Max -ve 0.000 0.00 0.229 0.00
Max +ve 0.000 0.00 0.000 -0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 390.06
Max +ve 0.000 0.00 0.250 -0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.250 -0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 292.55
Max +ve 0.000 0.00 0.250 -0.00
75 42 0.250 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.250 -0.00
2:LOAD CASE Max -ve 0.000 0.00 0.250 390.06
Max +ve 0.000 0.00 0.125 -0.00
3:LOAD CASE Max -ve 0.000 0.00 0.229 0.00
Max +ve 0.000 0.00 0.250 -0.00
4:LOAD CASE Max -ve 0.000 0.00 0.250 292.54
Max +ve 0.000 0.00
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 23
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 23 of 49STAAD.Pro for Windows 20.07.04.12
Shear YLoad 4 : X
Y
Z
Whole Structure Fy 10197.2kg:1m 4 LOAD CASE 4 0.75[DL+LL+WL] (Input data was modified after picture taken)
Beam Maximum Shear ForcesDistances to maxima are given from beam end A.
Beam Node A Length
(m)
L/C d
(m)
Max Fz
(kg)
d
(m)
Max Fy
(kg)
1 1 8.000 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -31.85
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -49.25
3:LOAD CASE Max -ve 0.000 0.00 0.000 2109.61
Max +ve 0.000 0.00 8.000 -290.39
4:LOAD CASE Max -ve 0.000 0.00 0.000 1521.38
Max +ve 0.000 0.00 8.000 -278.62
2 3 8.000 1:LOAD CASE Max -ve 0.000 0.00 0.000 31.85
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 49.25
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 787.73
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 651.62
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 24
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 24 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Shear Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fz
(kg)
d
(m)
Max Fy
(kg)
Max +ve 0.000 0.00
3 5 1.255 1:LOAD CASE Max -ve 0.000 0.00 0.000 216.12
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 53.87
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -3404.83
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -2351.13
4 6 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -47.31
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -11.06
3:LOAD CASE Max -ve 0.000 0.00 0.000 837.37
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 584.24
Max +ve 0.000 0.00
5 7 1.255 1:LOAD CASE Max -ve 0.000 0.00 0.000 16.31
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 4.47
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -206.68
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -139.43
6 8 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -0.26
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.30
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 49.50
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 37.16
Max +ve 0.000 0.00
7 9 1.255 1:LOAD CASE Max -ve 0.000 0.00 0.000 2.10
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.68
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -13.11
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -7.75
8 10 1.255 1:LOAD CASE Max -ve 0.000 0.00 0.000 3.40
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 1.35
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.35
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 3.83
Max +ve 0.000 0.00
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 25
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 25 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Shear Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fz
(kg)
d
(m)
Max Fy
(kg)
9 11 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -2.22
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -0.90
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -0.06
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -2.39
10 12 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -1.11
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -0.30
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -14.43
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -11.88
11 13 1.255 1:LOAD CASE Max -ve 0.000 0.00 0.000 1.04
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -0.04
3:LOAD CASE Max -ve 0.000 0.00 0.000 54.35
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 41.51
Max +ve 0.000 0.00
12 14 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -14.17
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -3.56
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -228.83
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -184.92
13 15 1.255 1:LOAD CASE Max -ve 0.000 0.00 0.000 43.85
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 9.35
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 924.66
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 733.39
Max +ve 0.000 0.00
14 16 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -196.11
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -44.71
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -3763.13
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -3002.97
15 18 1.255 1:LOAD CASE Max -ve 0.000 0.00 0.000 47.49
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 26
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 26 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Shear Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fz
(kg)
d
(m)
Max Fy
(kg)
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 17.90
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 195.40
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 195.60
Max +ve 0.000 0.00
16 19 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -4.47
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -1.95
3:LOAD CASE Max -ve 0.000 0.00 0.000 140.47
Max +ve 0.000 0.00 0.105 -35.53
4:LOAD CASE Max -ve 0.000 0.00 0.000 100.54
Max +ve 0.000 0.00 0.105 -31.46
17 20 1.255 1:LOAD CASE Max -ve 0.000 0.00 0.000 4.98
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 1.99
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 191.48
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 148.84
Max +ve 0.000 0.00
18 21 1.255 1:LOAD CASE Max -ve 0.000 0.00 0.000 2.31
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.82
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 169.79
Max +ve 0.000 0.00 1.255 -6.21
4:LOAD CASE Max -ve 0.000 0.00 0.000 129.69
Max +ve 0.000 0.00 1.255 -2.31
19 22 1.255 1:LOAD CASE Max -ve 0.000 0.00 0.000 1.81
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.68
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 174.19
Max +ve 0.000 0.00 0.105 -1.81
4:LOAD CASE Max -ve 0.000 0.00 0.000 132.52
Max +ve 0.000 0.00
20 23 1.255 1:LOAD CASE Max -ve 0.000 0.00 0.000 1.99
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.78
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 175.68
Max +ve 0.000 0.00 1.255 -0.32
4:LOAD CASE Max -ve 0.000 0.00 0.000 133.84
Max +ve 0.000 0.00
21 24 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -2.60
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 27
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 27 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Shear Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fz
(kg)
d
(m)
Max Fy
(kg)
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -1.01
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -0.24
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -2.89
22 25 1.255 1:LOAD CASE Max -ve 0.000 0.00 0.000 1.32
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.49
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -1.73
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.05
Max +ve 0.000 0.00
23 26 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -2.10
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -0.73
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -7.80
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -7.98
24 27 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -2.85
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -1.22
3:LOAD CASE Max -ve 0.000 0.00 0.000 19.21
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 11.36
Max +ve 0.000 0.00
25 28 1.255 1:LOAD CASE Max -ve 0.000 0.00 0.000 1.08
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.79
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -50.32
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -36.34
26 29 1.255 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -28.14
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -11.05
3:LOAD CASE Max -ve 0.000 0.00 0.000 62.84
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 17.74
Max +ve 0.000 0.00
27 31 1.271 1:LOAD CASE Max -ve 0.000 0.00 0.000 3.88
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 28
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 28 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Shear Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fz
(kg)
d
(m)
Max Fy
(kg)
Max +ve 0.000 0.00 0.000 -0.17
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -205.06
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -151.01
28 32 1.271 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -19.51
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -0.78
3:LOAD CASE Max -ve 0.000 0.00 0.000 823.97
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 602.75
Max +ve 0.000 0.00
29 33 1.271 1:LOAD CASE Max -ve 0.000 0.00 0.000 68.04
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -0.93
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -3336.30
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -2451.89
30 34 1.271 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.37
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.14
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 176.26
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 132.58
Max +ve 0.000 0.00
31 35 1.271 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -7.98
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -3.19
3:LOAD CASE Max -ve 0.000 0.00 0.000 148.75
Max +ve 0.000 0.00 1.271 -27.25
4:LOAD CASE Max -ve 0.000 0.00 0.000 103.19
Max +ve 0.000 0.00 1.271 -28.81
32 36 1.271 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -33.25
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -12.18
3:LOAD CASE Max -ve 0.000 0.00 0.000 210.13
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 123.53
Max +ve 0.000 0.00 0.106 -8.47
33 37 1.250 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -1.01
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.05
Max +ve 0.000 0.00
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 29
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 29 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Shear Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fz
(kg)
d
(m)
Max Fy
(kg)
3:LOAD CASE Max -ve 0.000 0.00 0.000 53.99
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 39.78
Max +ve 0.000 0.00
34 37 0.870 1:LOAD CASE Max -ve 0.000 0.00 0.000 7.14
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 2.51
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -19.19
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -7.15
35 38 1.293 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -0.36
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -0.10
3:LOAD CASE Max -ve 0.000 0.00 0.000 91.79
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 68.50
Max +ve 0.000 0.00
36 17 1.500 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -80.89
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -8.32
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -2865.11
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -2215.74
37 39 0.870 1:LOAD CASE Max -ve 0.000 0.00 0.000 31.87
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 1.81
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 1318.82
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 1014.37
Max +ve 0.000 0.00
38 30 1.536 1:LOAD CASE Max -ve 0.000 0.00 0.000 13.77
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 6.05
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -110.30
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -67.86
39 11 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 30
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 30 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Shear Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fz
(kg)
d
(m)
Max Fy
(kg)
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
40 23 1.725 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
41 10 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
42 22 1.703 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
43 9 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
44 21 1.681 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
45 8 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 31
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 31 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Shear Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fz
(kg)
d
(m)
Max Fy
(kg)
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
46 20 1.658 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
47 7 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
48 19 1.636 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
49 6 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
50 18 1.612 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
51 5 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 32
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 32 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Shear Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fz
(kg)
d
(m)
Max Fy
(kg)
Max +ve 0.000 0.00 0.000 0.00
52 36 1.606 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
53 33 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
54 35 1.582 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
55 32 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
56 34 1.558 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
57 31 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 33
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 33 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Shear Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fz
(kg)
d
(m)
Max Fy
(kg)
58 38 1.523 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
59 11 1.725 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
60 12 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
61 12 1.703 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
62 13 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
63 13 1.681 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
64 14 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Software licensed to SP-STRUCTURAL
Job Title
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Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 34
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 34 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Shear Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fz
(kg)
d
(m)
Max Fy
(kg)
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
65 14 1.658 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
66 15 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
67 15 1.636 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
68 16 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
69 16 1.612 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
70 17 1.200 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
Software licensed to SP-STRUCTURAL
Job Title
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Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 35
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 35 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Shear Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fz
(kg)
d
(m)
Max Fy
(kg)
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
71 17 1.734 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.000 0.00
72 2 1.000 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -31.85
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -49.25
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.000 -590.39
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 1.000 -503.62
73 4 1.000 1:LOAD CASE Max -ve 0.000 0.00 0.000 31.85
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 49.25
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 787.73
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 651.62
Max +ve 0.000 0.00
74 2 0.250 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 3120.49
Max +ve 0.000 0.00 0.146 0.00
3:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00 0.000 2340.37
Max +ve 0.000 0.00
75 42 0.250 1:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00 0.000 0.00
Max +ve 0.000 0.00 0.146 -3120.49
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.000 -0.00
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00 0.146 -2340.37
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 36
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 36 of 49STAAD.Pro for Windows 20.07.04.12
Axial ForceLoad 4 : X
Y
Z
Whole Structure Fx 5098.58kg:1m 4 LOAD CASE 4 0.75[DL+LL+WL] (Input data was modified after picture taken)
Beam Maximum Axial ForcesDistances to maxima are given from beam end A.
Beam Node A Length
(m)
L/C d
(m)
Max Fx
(kg)
1 1 8.000 1:LOAD CASE Max -ve 0.000 6625.28
Max +ve
2:LOAD CASE Max -ve 0.000 5604.97
Max +ve
3:LOAD CASE Max -ve 0.000 611.11
Max +ve
4:LOAD CASE Max -ve 0.000 9631.02
Max +ve
2 3 8.000 1:LOAD CASE Max -ve 0.000 3982.72
Max +ve
2:LOAD CASE Max -ve 0.000 4614.01
Max +ve
3:LOAD CASE Max -ve 0.000 1045.19
Max +ve
4:LOAD CASE Max -ve 0.000 7231.43
Software licensed to SP-STRUCTURAL
Job Title
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Job No Sheet No Rev
Part
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By Date Chd
File Date/Time
1 37
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 37 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Axial Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fx
(kg)
Max +ve
3 5 1.255 1:LOAD CASE Max -ve 0.000 5334.36
Max +ve
2:LOAD CASE Max -ve 0.000 2011.70
Max +ve
3:LOAD CASE Max -ve
Max +ve 0.000 -1222.49
4:LOAD CASE Max -ve 0.000 4592.68
Max +ve
4 6 1.255 1:LOAD CASE Max -ve 0.000 1585.59
Max +ve
2:LOAD CASE Max -ve 0.000 587.30
Max +ve
3:LOAD CASE Max -ve
Max +ve 0.000 -3934.02
4:LOAD CASE Max -ve
Max +ve 0.000 -1320.85
5 7 1.255 1:LOAD CASE Max -ve
Max +ve 0.000 -1792.61
2:LOAD CASE Max -ve
Max +ve 0.000 -669.27
3:LOAD CASE Max -ve
Max +ve 0.000 -2749.36
4:LOAD CASE Max -ve
Max +ve 0.000 -3908.43
6 8 1.255 1:LOAD CASE Max -ve
Max +ve 0.000 -4446.72
2:LOAD CASE Max -ve
Max +ve 0.000 -1662.57
3:LOAD CASE Max -ve
Max +ve 0.000 -2312.39
4:LOAD CASE Max -ve
Max +ve 0.000 -6316.27
7 9 1.255 1:LOAD CASE Max -ve
Max +ve 0.000 -6468.16
2:LOAD CASE Max -ve
Max +ve 0.000 -2417.83
3:LOAD CASE Max -ve
Max +ve 0.000 -1492.68
4:LOAD CASE Max -ve
Max +ve 0.000 -7784.00
8 10 1.255 1:LOAD CASE Max -ve
Max +ve 0.000 -7839.41
2:LOAD CASE Max -ve
Max +ve 0.000 -2930.69
3:LOAD CASE Max -ve
Max +ve 0.000 -567.70
4:LOAD CASE Max -ve
Max +ve 0.000 -8503.34
Software licensed to SP-STRUCTURAL
Job Title
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Part
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By Date Chd
File Date/Time
1 38
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 38 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Axial Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fx
(kg)
9 11 1.255 1:LOAD CASE Max -ve
Max +ve 0.000 -8644.51
2:LOAD CASE Max -ve
Max +ve 0.000 -3232.60
3:LOAD CASE Max -ve 0.000 1617.66
Max +ve
4:LOAD CASE Max -ve
Max +ve 0.000 -7694.59
10 12 1.255 1:LOAD CASE Max -ve
Max +ve 0.000 -8075.17
2:LOAD CASE Max -ve
Max +ve 0.000 -3020.45
3:LOAD CASE Max -ve 0.000 2664.11
Max +ve
4:LOAD CASE Max -ve
Max +ve 0.000 -6323.63
11 13 1.255 1:LOAD CASE Max -ve
Max +ve 0.000 -6860.44
2:LOAD CASE Max -ve
Max +ve 0.000 -2567.72
3:LOAD CASE Max -ve 0.000 3753.35
Max +ve
4:LOAD CASE Max -ve
Max +ve 0.000 -4256.11
12 14 1.255 1:LOAD CASE Max -ve
Max +ve 0.000 -5012.16
2:LOAD CASE Max -ve
Max +ve 0.000 -1876.55
3:LOAD CASE Max -ve 0.000 4584.34
Max +ve
4:LOAD CASE Max -ve
Max +ve 0.000 -1728.27
13 15 1.255 1:LOAD CASE Max -ve
Max +ve 0.000 -2454.42
2:LOAD CASE Max -ve
Max +ve 0.000 -927.91
3:LOAD CASE Max -ve 0.000 6390.33
Max +ve
4:LOAD CASE Max -ve 0.000 2256.00
Max +ve
14 16 1.255 1:LOAD CASE Max -ve 0.000 514.11
Max +ve
2:LOAD CASE Max -ve 0.000 204.94
Max +ve
3:LOAD CASE Max -ve 0.000 4110.99
Max +ve
4:LOAD CASE Max -ve 0.000 3622.53
Max +ve
15 18 1.255 1:LOAD CASE Max -ve
Software licensed to SP-STRUCTURAL
Job Title
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Job No Sheet No Rev
Part
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By Date Chd
File Date/Time
1 39
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 39 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Axial Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fx
(kg)
Max +ve 0.000 -1557.24
2:LOAD CASE Max -ve
Max +ve 0.000 -538.21
3:LOAD CASE Max -ve 0.000 4784.08
Max +ve
4:LOAD CASE Max -ve 0.000 2016.47
Max +ve
16 19 1.255 1:LOAD CASE Max -ve 0.000 1830.13
Max +ve
2:LOAD CASE Max -ve 0.000 720.70
Max +ve
3:LOAD CASE Max -ve 0.000 3491.29
Max +ve
4:LOAD CASE Max -ve 0.000 4531.59
Max +ve
17 20 1.255 1:LOAD CASE Max -ve 0.000 4487.55
Max +ve
2:LOAD CASE Max -ve 0.000 1715.35
Max +ve
3:LOAD CASE Max -ve 0.000 3092.09
Max +ve
4:LOAD CASE Max -ve 0.000 6971.24
Max +ve
18 21 1.255 1:LOAD CASE Max -ve 0.000 6508.46
Max +ve
2:LOAD CASE Max -ve 0.000 2470.30
Max +ve
3:LOAD CASE Max -ve 0.000 2274.12
Max +ve
4:LOAD CASE Max -ve 0.000 8439.65
Max +ve
19 22 1.255 1:LOAD CASE Max -ve 0.000 7876.33
Max +ve
2:LOAD CASE Max -ve 0.000 2981.86
Max +ve
3:LOAD CASE Max -ve 0.000 1354.07
Max +ve
4:LOAD CASE Max -ve 0.000 9159.20
Max +ve
20 23 1.255 1:LOAD CASE Max -ve 0.000 8594.34
Max +ve
2:LOAD CASE Max -ve 0.000 3250.49
Max +ve
3:LOAD CASE Max -ve 0.000 252.30
Max +ve
4:LOAD CASE Max -ve 0.000 9072.85
Max +ve
21 24 1.255 1:LOAD CASE Max -ve 0.000 8594.34
Max +ve
Software licensed to SP-STRUCTURAL
Job Title
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Part
Ref
By Date Chd
File Date/Time
1 40
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 40 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Axial Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fx
(kg)
2:LOAD CASE Max -ve 0.000 3250.49
Max +ve
3:LOAD CASE Max -ve 0.000 252.31
Max +ve
4:LOAD CASE Max -ve 0.000 9072.86
Max +ve
22 25 1.255 1:LOAD CASE Max -ve 0.000 8681.81
Max +ve
2:LOAD CASE Max -ve 0.000 3283.91
Max +ve
3:LOAD CASE Max -ve
Max +ve 0.000 -830.33
4:LOAD CASE Max -ve 0.000 8351.55
Max +ve
23 26 1.255 1:LOAD CASE Max -ve 0.000 8117.44
Max +ve
2:LOAD CASE Max -ve 0.000 3073.66
Max +ve
3:LOAD CASE Max -ve
Max +ve 0.000 -1877.15
4:LOAD CASE Max -ve 0.000 6985.46
Max +ve
24 27 1.255 1:LOAD CASE Max -ve 0.000 6905.60
Max +ve
2:LOAD CASE Max -ve 0.000 2622.14
Max +ve
3:LOAD CASE Max -ve
Max +ve 0.000 -2974.79
4:LOAD CASE Max -ve 0.000 4914.71
Max +ve
25 28 1.255 1:LOAD CASE Max -ve 0.000 5058.03
Max +ve
2:LOAD CASE Max -ve 0.000 1931.09
Max +ve
3:LOAD CASE Max -ve
Max +ve 0.000 -3777.26
4:LOAD CASE Max -ve 0.000 2408.89
Max +ve
26 29 1.255 1:LOAD CASE Max -ve 0.000 2493.28
Max +ve
2:LOAD CASE Max -ve 0.000 981.04
Max +ve
3:LOAD CASE Max -ve
Max +ve 0.000 -5729.22
4:LOAD CASE Max -ve
Max +ve 0.000 -1691.18
27 31 1.271 1:LOAD CASE Max -ve 0.000 336.76
Max +ve
2:LOAD CASE Max -ve 0.000 126.31
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 41
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 41 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Axial Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fx
(kg)
Max +ve
3:LOAD CASE Max -ve 0.000 101.17
Max +ve
4:LOAD CASE Max -ve 0.000 423.18
Max +ve
28 32 1.271 1:LOAD CASE Max -ve 0.000 1321.88
Max +ve
2:LOAD CASE Max -ve 0.000 495.52
Max +ve
3:LOAD CASE Max -ve 0.000 358.85
Max +ve
4:LOAD CASE Max -ve 0.000 1632.19
Max +ve
29 33 1.271 1:LOAD CASE Max -ve 0.000 2946.44
Max +ve
2:LOAD CASE Max -ve 0.000 1106.16
Max +ve
3:LOAD CASE Max -ve 0.000 1005.81
Max +ve
4:LOAD CASE Max -ve 0.000 3793.81
Max +ve
30 34 1.271 1:LOAD CASE Max -ve
Max +ve 0.000 -1332.05
2:LOAD CASE Max -ve
Max +ve 0.000 -498.13
3:LOAD CASE Max -ve
Max +ve 0.000 -148.24
4:LOAD CASE Max -ve
Max +ve 0.000 -1483.81
31 35 1.271 1:LOAD CASE Max -ve
Max +ve 0.000 -2949.95
2:LOAD CASE Max -ve
Max +ve 0.000 -1111.71
3:LOAD CASE Max -ve
Max +ve 0.000 -1451.99
4:LOAD CASE Max -ve
Max +ve 0.000 -4135.24
32 36 1.271 1:LOAD CASE Max -ve
Max +ve 0.000 -5291.94
2:LOAD CASE Max -ve
Max +ve 0.000 -1961.80
3:LOAD CASE Max -ve 0.000 1474.15
Max +ve
4:LOAD CASE Max -ve
Max +ve 0.000 -4334.69
33 37 1.250 1:LOAD CASE Max -ve 0.000 7.14
Max +ve
2:LOAD CASE Max -ve 0.000 2.51
Max +ve
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 42
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 42 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Axial Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fx
(kg)
3:LOAD CASE Max -ve
Max +ve 0.000 -19.19
4:LOAD CASE Max -ve
Max +ve 0.000 -7.15
34 37 0.870 1:LOAD CASE Max -ve 0.000 1.01
Max +ve
2:LOAD CASE Max -ve
Max +ve 0.000 -0.05
3:LOAD CASE Max -ve
Max +ve 0.000 -53.99
4:LOAD CASE Max -ve
Max +ve 0.000 -39.78
35 38 1.293 1:LOAD CASE Max -ve
Max +ve 0.000 -340.10
2:LOAD CASE Max -ve
Max +ve 0.000 -127.90
3:LOAD CASE Max -ve
Max +ve 0.000 -121.83
4:LOAD CASE Max -ve
Max +ve 0.000 -442.37
36 17 1.500 1:LOAD CASE Max -ve
Max +ve 0.000 -31.87
2:LOAD CASE Max -ve
Max +ve 0.000 -1.81
3:LOAD CASE Max -ve
Max +ve 0.000 -1318.82
4:LOAD CASE Max -ve
Max +ve 0.000 -1014.37
37 39 0.870 1:LOAD CASE Max -ve
Max +ve 0.000 -80.89
2:LOAD CASE Max -ve
Max +ve 0.000 -8.32
3:LOAD CASE Max -ve
Max +ve 0.000 -2865.11
4:LOAD CASE Max -ve
Max +ve 0.000 -2215.74
38 30 1.536 1:LOAD CASE Max -ve
Max +ve 0.000 -464.18
2:LOAD CASE Max -ve
Max +ve 0.000 -152.46
3:LOAD CASE Max -ve
Max +ve 0.000 -2808.29
4:LOAD CASE Max -ve
Max +ve 0.000 -2568.70
39 11 1.200 1:LOAD CASE Max -ve 0.000 403.78
Max +ve
2:LOAD CASE Max -ve 0.000 150.66
Max +ve
3:LOAD CASE Max -ve
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 43
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 43 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Axial Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fx
(kg)
Max +ve 0.000 -6.25
4:LOAD CASE Max -ve 0.000 411.14
Max +ve
40 23 1.725 1:LOAD CASE Max -ve
Max +ve 0.000 -994.16
2:LOAD CASE Max -ve
Max +ve 0.000 -371.98
3:LOAD CASE Max -ve 0.000 1516.92
Max +ve
4:LOAD CASE Max -ve 0.000 113.09
Max +ve
41 10 1.200 1:LOAD CASE Max -ve 0.000 1117.99
Max +ve
2:LOAD CASE Max -ve 0.000 417.99
Max +ve
3:LOAD CASE Max -ve
Max +ve 0.000 -911.59
4:LOAD CASE Max -ve 0.000 468.30
Max +ve
42 22 1.703 1:LOAD CASE Max -ve
Max +ve 0.000 -1868.09
2:LOAD CASE Max -ve
Max +ve 0.000 -698.69
3:LOAD CASE Max -ve 0.000 1254.48
Max +ve
4:LOAD CASE Max -ve
Max +ve 0.000 -984.22
43 9 1.200 1:LOAD CASE Max -ve 0.000 1776.27
Max +ve
2:LOAD CASE Max -ve 0.000 664.11
Max +ve
3:LOAD CASE Max -ve
Max +ve 0.000 -760.41
4:LOAD CASE Max -ve 0.000 1259.98
Max +ve
44 21 1.681 1:LOAD CASE Max -ve
Max +ve 0.000 -2719.18
2:LOAD CASE Max -ve
Max +ve 0.000 -1015.91
3:LOAD CASE Max -ve 0.000 1100.47
Max +ve
4:LOAD CASE Max -ve
Max +ve 0.000 -1975.97
45 8 1.200 1:LOAD CASE Max -ve 0.000 2449.71
Max +ve
2:LOAD CASE Max -ve 0.000 914.95
Max +ve
3:LOAD CASE Max -ve
Max +ve 0.000 -708.76
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 44
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 44 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Axial Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fx
(kg)
4:LOAD CASE Max -ve 0.000 1991.93
Max +ve
46 20 1.658 1:LOAD CASE Max -ve
Max +ve 0.000 -3517.21
2:LOAD CASE Max -ve
Max +ve 0.000 -1316.53
3:LOAD CASE Max -ve 0.000 543.58
Max +ve
4:LOAD CASE Max -ve
Max +ve 0.000 -3217.62
47 7 1.200 1:LOAD CASE Max -ve 0.000 3132.50
Max +ve
2:LOAD CASE Max -ve 0.000 1172.46
Max +ve
3:LOAD CASE Max -ve
Max +ve 0.000 -253.39
4:LOAD CASE Max -ve 0.000 3038.68
Max +ve
48 19 1.636 1:LOAD CASE Max -ve
Max +ve 0.000 -4418.35
2:LOAD CASE Max -ve
Max +ve 0.000 -1642.32
3:LOAD CASE Max -ve 0.000 1682.73
Max +ve
4:LOAD CASE Max -ve
Max +ve 0.000 -3283.45
49 6 1.200 1:LOAD CASE Max -ve 0.000 3852.83
Max +ve
2:LOAD CASE Max -ve 0.000 1432.61
Max +ve
3:LOAD CASE Max -ve
Max +ve 0.000 -1233.61
4:LOAD CASE Max -ve 0.000 3038.87
Max +ve
50 18 1.612 1:LOAD CASE Max -ve
Max +ve 0.000 -4765.70
2:LOAD CASE Max -ve
Max +ve 0.000 -1816.92
3:LOAD CASE Max -ve
Max +ve 0.000 -4230.92
4:LOAD CASE Max -ve
Max +ve 0.000 -8110.15
51 5 1.200 1:LOAD CASE Max -ve 0.000 4351.17
Max +ve
2:LOAD CASE Max -ve 0.000 1653.23
Max +ve
3:LOAD CASE Max -ve 0.000 3283.97
Max +ve
4:LOAD CASE Max -ve 0.000 6966.28
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 45
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 45 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Axial Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fx
(kg)
Max +ve
52 36 1.606 1:LOAD CASE Max -ve 0.000 2970.74
Max +ve
2:LOAD CASE Max -ve 0.000 1078.58
Max +ve
3:LOAD CASE Max -ve
Max +ve 0.000 -3641.34
4:LOAD CASE Max -ve 0.000 305.99
Max +ve
53 33 1.200 1:LOAD CASE Max -ve
Max +ve 0.000 -1544.88
2:LOAD CASE Max -ve
Max +ve 0.000 -552.22
3:LOAD CASE Max -ve 0.000 2997.85
Max +ve
4:LOAD CASE Max -ve 0.000 675.56
Max +ve
54 35 1.582 1:LOAD CASE Max -ve 0.000 2020.25
Max +ve
2:LOAD CASE Max -ve 0.000 766.10
Max +ve
3:LOAD CASE Max -ve 0.000 1657.77
Max +ve
4:LOAD CASE Max -ve 0.000 3333.09
Max +ve
55 32 1.200 1:LOAD CASE Max -ve
Max +ve 0.000 -882.10
2:LOAD CASE Max -ve
Max +ve 0.000 -337.47
3:LOAD CASE Max -ve
Max +ve 0.000 -1102.35
4:LOAD CASE Max -ve
Max +ve 0.000 -1741.44
56 34 1.558 1:LOAD CASE Max -ve 0.000 1221.01
Max +ve
2:LOAD CASE Max -ve 0.000 455.72
Max +ve
3:LOAD CASE Max -ve 0.000 78.40
Max +ve
4:LOAD CASE Max -ve 0.000 1316.35
Max +ve
57 31 1.200 1:LOAD CASE Max -ve
Max +ve 0.000 -297.98
2:LOAD CASE Max -ve
Max +ve 0.000 -110.10
3:LOAD CASE Max -ve 0.000 122.19
Max +ve
4:LOAD CASE Max -ve
Max +ve 0.000 -214.42
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 46
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 46 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Axial Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fx
(kg)
58 38 1.523 1:LOAD CASE Max -ve 0.000 391.83
Max +ve
2:LOAD CASE Max -ve 0.000 147.58
Max +ve
3:LOAD CASE Max -ve 0.000 195.44
Max +ve
4:LOAD CASE Max -ve 0.000 551.13
Max +ve
59 11 1.725 1:LOAD CASE Max -ve 0.000 112.87
Max +ve
2:LOAD CASE Max -ve 0.000 43.15
Max +ve
3:LOAD CASE Max -ve
Max +ve 0.000 -1488.03
4:LOAD CASE Max -ve
Max +ve 0.000 -999.01
60 12 1.200 1:LOAD CASE Max -ve 0.000 331.52
Max +ve
2:LOAD CASE Max -ve 0.000 123.06
Max +ve
3:LOAD CASE Max -ve 0.000 1054.35
Max +ve
4:LOAD CASE Max -ve 0.000 1131.70
Max +ve
61 12 1.703 1:LOAD CASE Max -ve
Max +ve 0.000 -780.25
2:LOAD CASE Max -ve
Max +ve 0.000 -290.76
3:LOAD CASE Max -ve
Max +ve 0.000 -1418.40
4:LOAD CASE Max -ve
Max +ve 0.000 -1867.05
62 13 1.200 1:LOAD CASE Max -ve 0.000 966.51
Max +ve
2:LOAD CASE Max -ve 0.000 360.47
Max +ve
3:LOAD CASE Max -ve 0.000 1040.40
Max +ve
4:LOAD CASE Max -ve 0.000 1775.53
Max +ve
63 13 1.681 1:LOAD CASE Max -ve
Max +ve 0.000 -1641.17
2:LOAD CASE Max -ve
Max +ve 0.000 -611.64
3:LOAD CASE Max -ve
Max +ve 0.000 -1460.07
4:LOAD CASE Max -ve
Max +ve 0.000 -2784.66
64 14 1.200 1:LOAD CASE Max -ve 0.000 1621.28
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 47
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 47 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Axial Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fx
(kg)
Max +ve
2:LOAD CASE Max -ve 0.000 604.24
Max +ve
3:LOAD CASE Max -ve 0.000 1144.20
Max +ve
4:LOAD CASE Max -ve 0.000 2527.29
Max +ve
65 14 1.658 1:LOAD CASE Max -ve
Max +ve 0.000 -2458.31
2:LOAD CASE Max -ve
Max +ve 0.000 -919.54
3:LOAD CASE Max -ve
Max +ve 0.000 -1057.77
4:LOAD CASE Max -ve
Max +ve 0.000 -3326.71
66 15 1.200 1:LOAD CASE Max -ve 0.000 2279.37
Max +ve
2:LOAD CASE Max -ve 0.000 852.76
Max +ve
3:LOAD CASE Max -ve 0.000 790.75
Max +ve
4:LOAD CASE Max -ve 0.000 2942.16
Max +ve
67 15 1.636 1:LOAD CASE Max -ve
Max +ve 0.000 -3358.73
2:LOAD CASE Max -ve
Max +ve 0.000 -1244.56
3:LOAD CASE Max -ve
Max +ve 0.000 -2502.05
4:LOAD CASE Max -ve
Max +ve 0.000 -5329.00
68 16 1.200 1:LOAD CASE Max -ve 0.000 2995.95
Max +ve
2:LOAD CASE Max -ve 0.000 1110.45
Max +ve
3:LOAD CASE Max -ve 0.000 2094.37
Max +ve
4:LOAD CASE Max -ve 0.000 4650.57
Max +ve
69 16 1.612 1:LOAD CASE Max -ve
Max +ve 0.000 -3783.59
2:LOAD CASE Max -ve
Max +ve 0.000 -1450.32
3:LOAD CASE Max -ve 0.000 3762.33
Max +ve
4:LOAD CASE Max -ve
Max +ve 0.000 -1103.69
70 17 1.200 1:LOAD CASE Max -ve 0.000 3518.91
Max +ve
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 48
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 48 of 49STAAD.Pro for Windows 20.07.04.12
Beam Maximum Axial Forces Cont...Beam Node A Length
(m)
L/C d
(m)
Max Fx
(kg)
2:LOAD CASE Max -ve 0.000 1342.71
Max +ve
3:LOAD CASE Max -ve
Max +ve 0.000 -2752.11
4:LOAD CASE Max -ve 0.000 1582.13
Max +ve
71 17 1.734 1:LOAD CASE Max -ve 0.000 557.50
Max +ve
2:LOAD CASE Max -ve 0.000 172.71
Max +ve
3:LOAD CASE Max -ve 0.000 4722.64
Max +ve
4:LOAD CASE Max -ve 0.000 4089.64
Max +ve
72 2 1.000 1:LOAD CASE Max -ve 0.000 6625.28
Max +ve
2:LOAD CASE Max -ve 0.000 2484.48
Max +ve
3:LOAD CASE Max -ve 0.000 611.11
Max +ve
4:LOAD CASE Max -ve 0.000 7290.66
Max +ve
73 4 1.000 1:LOAD CASE Max -ve 0.000 3982.72
Max +ve
2:LOAD CASE Max -ve 0.000 1493.52
Max +ve
3:LOAD CASE Max -ve 0.000 1045.19
Max +ve
4:LOAD CASE Max -ve 0.000 4891.07
Max +ve
74 2 0.250 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00
75 42 0.250 1:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00
2:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00
3:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00
4:LOAD CASE Max -ve 0.000 0.00
Max +ve 0.000 0.00
Software licensed to SP-STRUCTURAL
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
1 49
TMT CTV DOLL KHON-KHAEN
TMT CTV DOLL
13-Mar-12
17-Mar-2012 09:482D-Warehouse.std
Print Time/Date: 17/03/2012 09:50 Print Run 49 of 49STAAD.Pro for Windows 20.07.04.12
X = -651.62 kgY = 7231.43 kgZ = 0.00 kgMX = FREEMY = FREEMZ = FREE
X = -1521.38 kgY = 9631.03 kgZ = 0.00 kgMX = FREEMY = FREEMZ = FREE
Load 4X
Y
Z
reaction (Input data was modified after picture taken)
Reaction Summary Horizontal Vertical Horizontal Moment
Node L/C FX
(kg)
FY
(kg)
FZ
(kg)
MX
(kg-m)
MY
(kg-m)
MZ
(kg-m)
Max FX 1 2:LOAD CASE 49.25 5604.97 0.00 0.00 0.00 0.00
Min FX 1 3:LOAD CASE -2109.61 611.11 0.00 0.00 0.00 0.00
Max FY 1 4:LOAD CASE -1521.38 9631.03 0.00 0.00 0.00 0.00
Min FY 1 3:LOAD CASE -2109.61 611.11 0.00 0.00 0.00 0.00
Max FZ 1 1:LOAD CASE 31.85 6625.28 0.00 0.00 0.00 0.00
Min FZ 1 1:LOAD CASE 31.85 6625.28 0.00 0.00 0.00 0.00
Max MX 1 1:LOAD CASE 31.85 6625.28 0.00 0.00 0.00 0.00
Min MX 1 1:LOAD CASE 31.85 6625.28 0.00 0.00 0.00 0.00
Max MY 1 1:LOAD CASE 31.85 6625.28 0.00 0.00 0.00 0.00
Min MY 1 1:LOAD CASE 31.85 6625.28 0.00 0.00 0.00 0.00
Max MZ 1 1:LOAD CASE 31.85 6625.28 0.00 0.00 0.00 0.00
Min MZ 1 1:LOAD CASE 31.85 6625.28 0.00 0.00 0.00 0.00
Saturday, March 17, 2012, 10:28 AM
PAGE NO. 1
**************************************************** * * * STAAD.Pro * * Version 2007 Build 04 * * Proprietary Program of * * Research Engineers, Intl. * * Date= MAR 17, 2012 * * Time= 10:27:19 * * * * USER ID: SP-STRUCTURAL * ****************************************************
1. STAAD PLAN DXF IMPORT OF TMT CTV DOLL.DXF INPUT FILE: 2D-Warehouse.STD 2. START JOB INFORMATION 3. ENGINEER DATE 13-MAR-12 4. JOB NAME TMT CTV DOLL KHON-KHAEN 5. JOB CLIENT TMT CTV DOLL 6. JOB NO 1 7. END JOB INFORMATION 8. INPUT WIDTH 79 9. UNIT METER KG 10. JOINT COORDINATES 11. 1 3.72858 -8.43307 0; 2 3.72858 -0.433074 0; 3 18.7284 -8.43307 0 12. 4 18.7284 -0.433074 0; 5 3.72858 0.566926 0; 6 4.97134 0.739548 0 13. 7 6.21804 0.880933 0; 8 7.46789 0.990992 0; 9 8.72011 1.06965 0 14. 10 9.97391 1.11687 0; 11 11.2285 1.13261 0; 12 12.4831 1.11687 0 15. 13 13.7369 1.06965 0; 14 14.9891 0.990992 0; 15 16.239 0.880933 0 16. 16 17.4857 0.739548 0; 17 18.7284 0.566926 0; 18 3.72858 1.76693 0 17. 19 4.97134 1.93955 0; 20 6.21804 2.08093 0; 21 7.46789 2.19099 0 18. 22 8.72011 2.26965 0; 23 9.97391 2.31687 0; 24 11.2285 2.33261 0 19. 25 12.4831 2.31687 0; 26 13.7369 2.26965 0; 27 14.9891 2.19099 0 20. 28 16.239 2.08093 0; 29 17.4857 1.93955 0; 30 18.7284 1.76693 0 21. 31 -0.021421 -0.123074 0; 32 1.2226 0.138687 0; 33 2.47287 0.368737 0 22. 34 -0.021421 1.07693 0; 35 1.2226 1.33869 0; 36 2.47287 1.56874 0 23. 37 -1.27142 -0.123074 0; 38 -1.27142 0.746926 0; 39 20.2284 0.566926 0 24. 40 20.2284 1.43693 0; 41 3.97858 -0.433074 0; 42 18.4784 -0.433074 0 25. MEMBER INCIDENCES 26. 1 1 2; 2 3 4; 3 5 6; 4 6 7; 5 7 8; 6 8 9; 7 9 10; 8 10 11; 9 11 12; 10 12 13 27. 11 13 14; 12 14 15; 13 15 16; 14 16 17; 15 18 19; 16 19 20; 17 20 21; 18 21 22 28. 19 22 23; 20 23 24; 21 24 25; 22 25 26; 23 26 27; 24 27 28; 25 28 29; 26 29 30 29. 27 31 32; 28 32 33; 29 33 5; 30 34 35; 31 35 36; 32 36 18; 33 37 31; 34 37 38 30. 35 38 34; 36 17 39; 37 39 40; 38 30 40; 39 11 24; 40 23 11; 41 10 23; 42 22 10 31. 43 9 22; 44 21 9; 45 8 21; 46 20 8; 47 7 20; 48 19 7; 49 6 19; 50 18 6 32. 51 5 18; 52 36 5; 53 33 36; 54 35 33; 55 32 35; 56 34 32; 57 31 34; 58 38 31 33. 59 11 25; 60 12 25; 61 12 26; 62 13 26; 63 13 27; 64 14 27; 65 14 28; 66 15 28 34. 67 15 29; 68 16 29; 69 16 30; 70 17 30; 71 17 40; 72 2 5; 73 4 17; 74 2 41 35. 75 42 4 36. DEFINE MATERIAL START 37. ISOTROPIC STEEL 38. E 2.09042E+010 39. POISSON 0.3 40. DENSITY 7833.41
Page 1 of 5D:\EN-SOFT\SPro2007\STAAD-SermpunJobs\TMT CTV DOLL\2D-Warehouse.anl
Saturday, March 17, 2012, 10:28 AM
DXF IMPORT OF TMT CTV DOLL.DXF -- PAGE NO. 2
41. ALPHA 1.2E-005 42. DAMP 0.03 43. END DEFINE MATERIAL 44. MEMBER PROPERTY JAPANESE 45. 1 2 72 73 TABLE ST H200X200X8 46. 74 75 TABLE ST H100X100X6 47. 39 TO 71 TABLE ST PIP48.6X2.3 48. 3 TO 38 TABLE ST PIP89.1X3.2 49. CONSTANTS 50. MATERIAL STEEL ALL 51. SUPPORTS 52. 1 3 PINNED 53. MEMBER TRUSS 54. 39 TO 71 55. LOAD 1 LOADTYPE DEAD TITLE LOAD CASE 1 DL 56. JOINT LOAD 57. 18 TO 30 34 TO 36 FY -624 58. 38 40 FY -312 59. LOAD 2 LOADTYPE LIVE REDUCIBLE TITLE LOAD CASE 2 LL 60. JOINT LOAD 61. 18 TO 30 34 TO 36 FY -234 62. 38 40 FY -117 63. MEMBER LOAD 64. 74 75 CON GY -3120.49 0.125 65. LOAD 3 LOADTYPE WIND TITLE LOAD CASE 3 WL 66. MEMBER LOAD 67. 1 72 UNI GX 300 68. 15 TO 20 30 TO 32 CON Y -176 0 0 69. 35 CON Y -88 0 70. LOAD COMB 4 LOAD CASE 4 0.75[DL+LL+WL] 71. 1 0.75 2 0.75 3 0.75 72. PERFORM ANALYSIS
P R O B L E M S T A T I S T I C S ----------------------------------- NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 42/ 75/ 2
SOLVER USED IS THE IN-CORE ADVANCED SOLVER
TOTAL PRIMARY LOAD CASES = 3, TOTAL DEGREES OF FREEDOM = 122
73. PARAMETER 1 74. CODE AISC UNIFIED 75. CHECK CODE MEMB 1 2 72 TO 75
Page 2 of 5D:\EN-SOFT\SPro2007\STAAD-SermpunJobs\TMT CTV DOLL\2D-Warehouse.anl
Saturday, March 17, 2012, 10:28 AM
DXF IMPORT OF TMT CTV DOLL.DXF -- PAGE NO. 3
STAAD.PRO CODE CHECKING - (AISC-360-05-LRFD) ********************************************
ALL UNITS ARE - KG METE (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION =======================================================================
1 ST H200X200X8 (JAPANESE SECTIONS) PASS Clause H1/2 0.845 3 611.11 C 0.00 -7403.78 7.33 2 ST H200X200X8 (JAPANESE SECTIONS) PASS Clause H1/2 0.726 3 1045.19 C 0.00 -6301.85 8.00 72 ST H200X200X8 (JAPANESE SECTIONS) PASS Clause H1/2 0.611 3 611.11 C 0.00 -7276.86 0.00 73 ST H200X200X8 (JAPANESE SECTIONS) PASS Clause H1/2 0.597 3 1045.19 C 0.00 -7089.58 1.00 74 ST H100X100X6 (JAPANESE SECTIONS) PASS Clause G 0.342 2 0.00 T 0.00 390.06 0.00 75 ST H100X100X6 (JAPANESE SECTIONS) PASS Clause G 0.342 2 0.00 T 0.00 65.01 0.15
76. UNIT CM KG 77. PARAMETER 2 78. CODE AISC UNIFIED 79. FYLD 2400 MEMB 1 2 72 TO 75 80. FU 4100 MEMB 1 2 72 TO 75 81. METHOD ASD 82. RATIO 0.95 MEMB 1 2 72 TO 75 83. CAN 1 MEMB 1 2 72 TO 75 84. PROFILE W4X W5X W6X MEMB 1 2 72 TO 75 85. FINISH *********** END OF THE STAAD.Pro RUN *********** **** DATE= MAR 17,2012 TIME= 10:27:19 ****
Page 3 of 5D:\EN-SOFT\SPro2007\STAAD-SermpunJobs\TMT CTV DOLL\2D-Warehouse.anl
SP-STRUCTURE
Rectangle
SP-STRUCTURE
Rectangle
SP-STRUCTURE
Callout
column design
SP-STRUCTURE
Callout
corbel design
[Project] [Owner][Building] [Engineer][Location] [Date]
1.1.Normal Concrete 2,323.00 kg./m.3 2.1.Roof 30.00 kg./m.2
1.2.Reinf. Concrete 2,400.00 kg./m.3 2.2.Slab: พนโรงงาน 400.00 kg./m.2
1.3.Prest. Concrete 2,450.00 kg./m.3 2.3.Stair 300.00 kg./m.2
1.4.Steel 7,850.00 kg./m.3 2.4.Hall., Corrid. 400.00 kg./m.2
1.5.Wood 700.00 kg./m.3 2.5.Machine Room 400.00 kg./m.2
1.6.Water 1,000.00 kg./m.3
1.7.Soil(General) 2,000.00 kg./m.3 When H : 0 - 10 m. 50.00 kg./m.2
1.8.Roof Tiles 5.00 kg./m.2
1.9.Finishing 15.00 kg./m.2 4.1.Es(Steel) 2,040,000 kg./cm.2
1.10.Light Partitions 50.00 kg./m.2 4.2.Ec(Concrete) 252,977 kg./cm.2
1 11 Wall(General) 180 00 kg /m 2 4 3 Modular Ratio n 8 06
2.6.Wind Load (Minimum): ตามเทศบญญต กทม
12-Mar-2555ถ.กลางเมอง อ.เมอง จ.ขอนแกน
สทธบตรเลขท 254640 กรมทรพยสนทางปญญา
[ IV.Property of Steel & Constants ]
[ I.Dead Loads ] [ II.Live Loads(Minimum) ]
บ.เสาทองธรกจ จากดเสรมพนธ
DESIGN CRITERIAS
อาคาร TMT CTV DOLLอาคารโรงงาน
1.11.Wall(General) 180.00 kg./m. 4.3. Modular Ratio n 8.064.4.Use Steel Grade SR-24 TIS.
3.1.Use fc'(Cylinder) 280.00 kg./cm.2 4.5.Use fy(Yield) 2,400.00 kg./cm.2
3.2.Use fc(Bending) 65.00 kg./cm.2 4.6. k : SR-24 (RB) 0.304
3.3.Use fc(Bearing) 60 kg./cm.2 4.7. j : SR-24 (RB) 0.899
3.4.Use Steel Grade SD-30 TIS. 4.8. R : SR-24 (RB) 8.879 kg./cm.2
3.5.Use fy(Yield) 3,000.00 kg./cm.2 4.9. k : SD-30 (DB) 0.259
3.6.Use fst(Tensile) 1,500.00 kg./cm.2 4.10. j : SD-30 (DB) 0.914
3.7.Use fsc(Comp.) 1,200.00 kg./cm.2 4.11. R : SD-30 (DB) 7.689 kg./cm.2
5.1.All. Soil Bearing 8,000.00 kg./m.2(From Boring Log/Code & Plate Load Test)5.2.Pile Size(Only [/]) 0.26 x 0.26 x L m.5.3.All. Pile Capacity 26,000.00 kg. (From Self Property Only)
6.1.Ratio Of w/c 0.44 [ Must to have Mixed Design if Use fc > 65 ][ VI.Mixed Design ]
[ V.Property of Soil & Pile ]
(L From Boring Log/Pilot & Load Test)
[ III.Strength & Stress ]
Administrator
Text Box
ผลการออกแบบโครงสราง
[Project] [Owner][Building] [Engineer][Location] [Date]
Pile Sise 0.26 x 0.26 m x 10.00 m. OK.!
2.1.Use Tendon Dia. 5.00 mm.
1.1.Comp.Strength;f'c 350.00 kg./cm.2 2.2.Area of Tendon 0.196 cm.2
1.2.All.Strength ; fac 157.50 kg./cm.2 2.3.Tensile Strength;fy 17,500 kg./cm.2
1.3.All.Strength ; fat -29.75 kg./cm.2 2.4.Percent Losses 20.00 %
2.5.All.Strength ; fsi 12,250.00 kg./cm.2
1.4.Comp.Strength;f'ci 280.00 kg./cm.2 2.6.Strength Loss ; fsl 2,450.00 kg./cm.2
1.5.All.Strength ; faci 168.00 kg./cm.2 2.7.All.Strength ; fse 9,800.00 kg./cm.2
1.6.All.Strength ; fati -13.22 kg./cm.2 2.8.All.Force ; ffe 1,924.23 kg./tendon
เสรมพนธ
[ IV.Design Tendon & Stirrup ]
At Initial Stage(Temporary)
[ III.Results of Design ]
At Final Stage(Permanent)
สทธบตรเลขท 254640 กรมทรพยสนทางปญญา
[ I.Properties of Concrete ] [ II.Properties of Steel(Tendon) ]
12-Mar-2555
บ.เสาทองธรกจ จากดอาคาร TMT CTV DOLL
ถ.กลางเมอง อ.เมอง จ.ขอนแกน
DESIGN PRESTRESSED CONCRETE PILE
อาคารโรงงาน
3.1.Self Load(w) 166 kg./m. 4.1.Req.No.of Tendon 6.00 bars3.2.Factor of Impact 50.00 % 4.2.Design Tendon 8.00 bars
3.3.Moment(Mmax. 2p) 547 kg.-m.OK. 4.3.Dia. of Stirrup 3.20 mm.
3.4.Net Section Area 676 cm.2 -Stir.Range 0.39 m.@ 1.00 cm.(1.5b)
3.5.Section Modulus 2,929 cm.3 -Stir.Range 0.78 m.@ 3.00 cm.(3.0b)
3.6.Moment of Inertia 38,081 cm.4 -Stir.Range 7.66 m.@ 9.00 cm.(L-9b)
5.1.At Initial Stage : For Compressive Stress = 37.79 ksc. OK.!5.2.At Initial Stage : For Tensile Stress = 19.14 ksc. OK.!5.3.At Final Stage : For Compressive Stress = 41.43 ksc. OK.!5.4.At Final Stage : For Tensile Stress = 4.11 ksc. OK.!
6.1.Ult. Load At Tip 191.87 tons/pile 6.2.Load For Buck. 53.19 tons/pile
6.3.Safety Factor 2.60 OK.! 6.4.Safe Comp. Load 73.92 tons/pile6.5.Tensile Strength 15.80 tons/pile 6.6.Design Load 25.00 tons/pile
[ V.Recheck Allowable Stress ]
[ VI.Recheck Strength of Pile ]
Fi
Ac
M
S+
min
max
F
Ac
M
S+
max
max
F
Ac
M
S-
m ax
max
Fi
Ac
M
S-
min
max
Lifting Points5.86 m. 2.07 m.
Cast Iron P.C.Wire 8 - Dia. 5 mm.
Dowel bars b = 0.26 m.Stir.or Spir. Stir.or Spir. Stirrup or Spiral Stir.or Spir. Stir.or Spir.Dia.3.2mm.@ Dia.3.2mm.@ Dia.3.2 mm. @ 9 cm. Dia.3.2mm.@ Dia.3.2mm.@
2.07 m.
t = 0.
26 m
.
@ @ @ @ @1 cm. 3 cm. 3 cm. 1 cm.
39 cm. 78 cm. 766 cm. 78 cm. 39 cm.L = 10 m.
1.Use Pile Shoe Size2.Use Dowel Bars 4 - DB 16 mm. (L = 0.8 m./bar)3.Use Value of Elongation 0.631 cm. - 0.70 cm. Per Bed Length 1 m.(+-4%)4.Use Covering 5 - 6 cm.[ ห
มายเห
ต ]
[Project] [Owner][Building] [Engineer][Location] [Date]
1.Dimension of Pile 0.26 x 0.26 x 10.00 m.2.This Pile Design For Safety Loads(Qa) = 25.00 tons/pile3.Design Total Factor of Safety(F.S.1 + F.S.2) = 2.50 (2.5 - 4)
4.Ultimate Bearing Capacity of Pile(Qu) = 62.50 tons/pile5.Total Weigth of Pile & Pile Cape(Wp) = 1.72 tons/pile6.Use Weigth of Drop Hammer(Wh) :Max. 8.00 tons = 3.50 (1 - 8 tons)
7.High of Drop Hammer(h) --> = 30.00 cm.8.Coefficient of Restitution(r)--> = 0.40
สทธบตรเลขท 254640 กรมทรพยสนทางปญญา
12-Mar-2555เสรมพนธ
ถ.กลางเมอง อ.เมอง จ.ขอนแกนอาคารโรงงาน
บ.เสาทองธรกจ จากดอาคาร TMT CTV DOLL
(0.25 or 0.4)
DESIGN BLOW COUNT BY HILEY'S FORMULA
Sugg. Max. = 117 cm. For Plywood
CQu eWhZS
=+ 2
( )9.Equipment Loss Factor(Z)---> = 0.7510.Efficiency Factor(e) = 0.72
11.Temporary Compression(C) = C1 + C2 + C3
-ใชไมอดรองหวเสาเขมหนา(L) = 0.10 m.-คาการยบตวของวสดรองหวเสาเขม(C1) = 0.02 cm.-คาการยบตวของเสาเขมคอนกรต(C2) = 0.67 cm.-คาการยบตวของดนใตและรอบเสาเขม(C3) = 0.33 cm.
12.Average Settlement of Pile Per 10 Blows(S) 0.40 cm.13.Settlement of Pile At Last Ten Blows Dose't More Than 4.04 cm.14.Number of Blows Per 1.0 ft.(30 cm.) Must More Than 75.00 Blows
H คาการทรดตวของเสาเขมขนาด [/] - 0.26 x 0.26 x 10 ม. หลงจากการI คนตวของเสาเขม เมอตอกดวยลกตมหนก 3.5 ตน ยกสง 30 ซม. E วดหลงการตอก 10 ครงสดทายตองมคาไมเกน 4.04 ซม.หรอจานวนL ครงในการตอกตองไมนอยกวา 75 ครงตอระยะการทรดตว 30 ซม.Y และเสาเขมหนศนยไมเกน 6.5 ซม./กลม (ระยะทางาน 25-30 ม.)
S = 4.54cm. ; F.S. = 2.37
S = 5.04cm. ; F.S. = 2.25
S = 3.54cm. ; F.S. = 2.64
S = 3.04cm. ; F.S. = 2.8
สรป
(0.70 to 1.0)
yFor Drop Hammer
eWh Wp r
Wh Wp=
+
+
* 2
[Project] [Owner][Building] [Engineer][Location] [Date]
1.1.Short Span(S.) 6.00 m. OK.! 2.1.Radius of Relative 55.83 cm.1.2.Long Span(L.) 7.50 m. OK.! 2.2.Check Thickness 9.91 cm.
1.3.Live Load(LL.) 400.00 kg./m.2 2.3.Inter.Loading(ft1) 13.95 ksc. OK.!
1.4.Type of Subgrade 2 Comp.Gravel 2.4.Edge Loading(ft2) 21.00 ksc. OK.!
1.5.K of Subgrade 6.94 kg./cm.3
1.6.Req. Thickness(t.) 11.43 cm. 3.1.Short Span(Ass) 1.35 cm.2/m.
1.7.Design Thickness 15.00 cm. OK! 3.2.Long Span(Asl) 1.69 cm.2/m.
Side of Bar Size Area/Bar Required Design Spacing
Slab (mm.) (cm.2) (bars/m.) (bars/m.) @(m.)
DESIGN RC. SLAB ON GRADE: Westergaard's Method
สทธบตรเลขท 254640 กรมทรพยสนทางปญญา
[ I.Data For Design ] [ II.Stress Due to Design Thickness ]
12-Mar-2555เสรมพนธบ.เสาทองธรกจ จากดอาคาร TMT CTV DOLL
อาคารโรงงานถ.กลางเมอง อ.เมอง จ.ขอนแกน
[ III.Required Min. Temp. Steel ]
Table of Reinforcement For Selection
6 0.28 5.97 6 0.160Short(S) 9 0.64 2.65 4 0.250
& 12 1.13 1.49 4 0.250Long(L) 16 2.01 0.84 4 0.250
20 3.14 0.54 4 0.250[ Selection 12 mm. @ 0.25 m. ]
พนภายใน
t = 15 cm.
SG-1DB 12 mm. @ 0.25 m.#
พนภายนอก
t = 15 cm.
DB 12 mm. @ 0.25 m.# (หามฝงเหลกเขาคานคอดน)
t = 15 cm.
ฝงตาจากผวบน 2.50 cm. < t/3
เซาะรองกวาง 1.0 cm. (ยาแนวดวยวสดกนซมและยดหยน)
ดนเดม (ดนลกรง) บดอดแนน 90% SPT.
[Project] [Owner][Building] [Engineer][Location] [Date]
2.1.Value of m 12.61
1.1.Reduction Factor 1.000 kh/r =12.5 2.2.Value of Ix-x 440,844 cm.4
1.2.Shape of Column 1 จตรส 2.3.Value of Iy-y 440,844 cm.4
1.3.High of Column 1.50 m. 2.4.Value of cx 20.00 cm.1.4.Req. bx 15.00 cm. 2.5.Value of cy 20.00 cm.
1.5.Req. ty 15.00 cm. 2.6.Value of fa 5.92 kg./cm.2
1.6.Design Wide(bx) 40.00 cm. 2.7.Value of fbx 28.17 kg./cm.2
1.7.Design Depth(ty) 40.00 cm. 2.8.Value of fby kg./cm.2
1.8.Dia. of drain Pipe cm. OK.! 2.9.Value of Fa 132.03 kg./cm.2
1.9.Vertical Load(Pz) 9,476 kg. 2.10.Value of Fb 126.00 kg./cm.2
1.10.Horiz. Load(P ) kg. 2.11.Value of Pa 145,289 kg.
DESIGN RC. COLUMN
สทธบตรเลขท 254640 กรมทรพยสนทางปญญา
[ I.Data For Design ] [ II.Results of Design Section&Reinf. ]
12-Mar-2555เสรมพนธบ.เสาทองธรกจ จากดอาคาร TMT CTV DOLL
อาคารโรงงานถ.กลางเมอง อ.เมอง จ.ขอนแกน
Type of Column Short Column
1.10.Horiz. Load(Py) kg. 2.11.Value of Pa 145,289 kg.1.11.Moment(Mx-x) 6,208.46 kg.-m. 2.12.Value of Pbx 61,259 kg.1.12.Moment(My-y) kg.-m. 2.13.Value of Pby 61,259 kg.1.13.Design Ratio(pg) 3.07 % OK.! 2.14.Value of Po 211,249 kg.
10 - DB 25 mm. 2.15.Value of Mbx-x 9,860 kg.-m.1.14.Design Stirrup Dia 6 mm. 2.16.Value of Mby-y 9,860 kg.-m.
2 - RB 6 mm. @ 29 cm. 2.17.Value of Mox-x 6,188 kg.-m.
2.18.Value of Moy-y 6,188 kg.-m.
(fa/Fa)+(fbx/Fb)+(fby/Fb) = 0.27 1.00(Mx/Mox)+(My/Moy) = 1.00 1.00
10 - DB 25 mm.2-RB 6 mm. @ 29 cm.
bx = 40 cm.
C-1
OK.!OK.!
----[ e>eb:Tension zone3 ]----Status of Design Section & Reinforcement
This Design Section Is Safty
ty = 4
0 cm.
Project : Engineer :Location : Date :Owner : Time :
1.1.Type Of Sag Rod 1 2.1.Use Steel Grade1.2.Not To Use Sag Rod For This Member 2.2.Modulus Of Elastic. 2,040,000 ksc.1.3.Span Length(L.) 6.00 m. 2.3.Yield Strength 2,400 ksc.1.4.Range Of Purlin(@) 1.30 m. 2.4.Ultimate Strength 4,100 ksc.1.5.Slope Of Roof( ) 18.00 degree 2.5.All. Bend. Stress 1,440 ksc.
1.6.Weight Of Tiles 3.00 kg./m.2 2.6.All. Deflextion= L / 360
1.7.Live Load(LL.) 30.00 kg./m.2
1.8.Wind Load(WL.) 50.00 kg./m.2 4.1.Required Smax. 14.24 cm.3
1.9.Use Self Weight 5.00 kg./m. 4.2.Type Of Section 2 Lip. Chan.
4.3.Trial Section No. 8 C
3.1.Load On Purlin(Wt) 47.90 kg./m. 4.4.Size Of Section 150*50*20 mm.
3.2.Unif. Load Of Wx 14.80 kg./m. 4.5.Thick. Web(t , tw) 3.20 mm.
Design For Flexible Members [Purlin] : แป
ถ.กลางเมอง อ.เมอง จ.ขอนแกนบ.เสาทองธรกจ จากด
เสรมพนธ12-ม.ค.-255512:07:22 PM
[ I.Datas For Design ] [ II.Properties Of Steel For Design ]Fe-24
[ IV.Select Type & Section Of Steel ]
[ III.Result Of Calculate ]
อาคาร TMT CTV DOLL
3.3.Unif. Load Of Wy 45.56 kg./m. 4.6.Thick. Flange(tf) 3.20 mm.
3.4.Moment Of Mx 205.00 kg.-m. 4.7.Section Area(As) 8.61 cm.2
3.5.Moment Of My 66.61 kg.-m. 4.8.Weight Of Section 6.76 kg./m.
3.6.Deflextion( /IE) 7.69E+10 kg.-cm.3 4.9.Sect. Modulus(Sx-x) 37.40 cm.3
3.7.Req. Sect. Modulus 14.24 cm.3 4.10.M. Of In.(Ix-x) 280.00 cm.4
4.11.Rad. Of Gyr.(rmin.) 1.81 cm.
1.Actual Bending Stress 1,361.42 OK.!2.Actual Deflextion 1.35
3.Actual Self Weight 6.76 1.Required rmin. ***** cm.
4.Actual Sect. Modulus 37.40 OK.! 2.Req. Minimum( ) ***** mm.
1.Min. Reaction(Ry) 143.70 kg.
[ Reaction Transfer To Support ]
Select To Use Section : C - 150*50*20*3.2 mm.(นาหนก = 6.76 kg./m.)
kg./m. OK.!
C - 150*50*20*3.2 mm.(นาหนก = 6.76 kg./m.)
cm. OK.!(L/360) Minimum Size Of Sag Rod(AISC.)
[ Recheck Allowable Stress On Section ]
Project : Engineer :Location : Date :Owner : Time :
1.1.Design Load(P) 9,505 kg. 2.1.Use Steel Grade1.2.Length(Lx-x) 1.30 m. 2.2.Modulus Of Elastic. 2,040,000 ksc.
1.3.Length(Ly-y) 1.30 m. 2.3.Yield Strength 2,400 ksc.
1.4.Max. Length 1.30 m. 2.4.Ultimate Strength 4,100 ksc.1.5.Min. Value Of k 0.65 2.5.All. Comp. Stress 1,440 ksc.1.6.Use Value Of k 1.00 2.6.Use Allowable KL/r 200 For Main.
3.1.Req. Min. Area 6.60 cm.2 4.1.Type Of Section 1 Pipe
3.2.Value Of ( )c 129.53 **** 4.2.Trial Section No. 17 O
3.3.Value Of ( )(kL/r) 42.76 OK.! 4.3.Size Of Diameter 89.10 mm.
3.5.Allowable Compressive Stress : Fa 4.4.Thick. Web(t , tw) 3.20 mm.
4.5.Thick. Flange(tf) 3.20 mm.
[ IV.Select Type & Section Of Steel ]
Fe-24
1.)Inelastic Range :
[ III.Result Of Calculate ]
อาคาร TMT CTV DOLLถ.กลางเมอง อ.เมอง จ.ขอนแกนบ.เสาทองธรกจ จากด
Design For Axially Compression Members : Upper & Lower Chord
12-ม.ค.-255512:18:28 PM
[ I.Datas For Design ] [ II.Properties Of Steel For Design ]
เสรมพนธ
[fixed-fixed]
crk l /
Fai = 1,270.58 ksc. 4.6.Section Area(As) 8.64 cm.2
4.7.Weight Of Section 6.78 kg./m.Fae = 0.00 ksc. 4.8.Sect. Modulus(Sx-x) 17.90 cm.3
4.9.Moment Of In.(Ix-x) 79.80 cm.44.10.Rad. Of Gyr.(rmin.) 3.04 cm.
5.1.Status Of Sect. Area 5.4.Actual Stress 1,100.64 ksc. OK.!5.2.Load Resist By Sect. 10,973 kg. OK.! 5.5.Slenderness Ratio 42.76 < 200 OK.!5.3.Safty Load 1.15 times
2.)Elastic Range :
: This Section OK.!
Select To Use Section : O - 89.1*3.2 mm.(นาหนก = 6.78 kg./m.)
O - 89.1*3.2 mm.(นาหนก = 6.78 kg./m.)
[ V.Recheck Design Section ]O - 89.1*3.2 mm.(นาหนก = 6.78 kg./m.)
<<--- Member Will To Fail By Yield --->>
crk l /
Project : Engineer :Location : Date :Owner : Time :
1.1.Design Load(P) 3,097 kg. 2.1.Use Steel Grade1.2.Length(Lx-x) 1.20 m. 2.2.Modulus Of Elastic. 2,040,000 ksc.
1.3.Length(Ly-y) 1.20 m. 2.3.Yield Strength 2,400 ksc.
1.4.Max. Length 1.20 m. 2.4.Ultimate Strength 4,100 ksc.1.5.Min. Value Of k 0.65 2.5.All. Comp. Stress 1,440 ksc.1.6.Use Value Of k 1.00 2.6.Use Allowable KL/r 200 For Main.
3.1.Req. Min. Area 2.15 cm.2 4.1.Type Of Section 1 Pipe
3.2.Value Of ( )c 129.53 **** 4.2.Trial Section No. 7 O
3.3.Value Of ( )(kL/r) 73.17 OK.! 4.3.Size Of Diameter 48.60 mm.
3.5.Allowable Compressive Stress : Fa 4.4.Thick. Web(t , tw) 2.30 mm.
4.5.Thick. Flange(tf) 2.30 mm.
[ IV.Select Type & Section Of Steel ]
Fe-24
1.)Inelastic Range :
[ III.Result Of Calculate ]
อาคาร TMT CTV DOLLถ.กลางเมอง อ.เมอง จ.ขอนแกนบ.เสาทองธรกจ จากด
Design For Axially Compression Members : Web & Diagonal
12-ม.ค.-25552:06:51 PM
[ I.Datas For Design ] [ II.Properties Of Steel For Design ]
เสรมพนธ
[fixed-fixed]
crk l /
Fai = 1,086.81 ksc. 4.6.Section Area(As) 3.35 cm.2
4.7.Weight Of Section 2.63 kg./m.Fae = 0.00 ksc. 4.8.Sect. Modulus(Sx-x) 3.70 cm.3
4.9.Moment Of In.(Ix-x) 8.99 cm.44.10.Rad. Of Gyr.(rmin.) 1.64 cm.
5.1.Status Of Sect. Area 5.4.Actual Stress 925.97 ksc. OK.!5.2.Load Resist By Sect. 3,635 kg. OK.! 5.5.Slenderness Ratio 73.17 < 200 OK.!5.3.Safty Load 1.17 times
2.)Elastic Range :
: This Section OK.!
Select To Use Section : O - 48.6*2.3 mm.(นาหนก = 2.63 kg./m.)
O - 48.6*2.3 mm.(นาหนก = 2.63 kg./m.)
[ V.Recheck Design Section ]O - 48.6*2.3 mm.(นาหนก = 2.63 kg./m.)
<<--- Member Will To Fail By Yield --->>
crk l /
Project : Engineer :Location : Date :Owner : Time :
1.1.End Moment(M1) kg.-m. 2.1.Use Steel Grade
1.2.Middle Moment 625.00 kg.-m. 2.2.Modulus Of Elastic 2,040,000 ksc.
1.3.End Moment(M2) 2.3.Yield Strength 2,400 ksc.
1.4.Max. Shear(V.) 5,000.00 kg. 2.4.Ultimate Strength 4,100 ksc.
1.5.Deflection( ) kg.-m.3 2.5.All. Bend. Stress 1,440 ksc.1.6.Max. Length(L.) 0.25 m. 2.6.All. Deflextion= L / 360
1.7.Lateral Support(Lb) 0.25 m.
1.8.Coefficient of Cb 1.00 4.1.Real Laterally Sup. 0.25 m.
4.2.Min. Laterall Sup. 1.95 m.
3.1.Required (Sx-x) 43.40 cm.3 4.3.Max. Laterall Sup. 5.86 m.
3.2.Type Of Section 6 WF-Beam WF3.3.Trial Section No. 7 1 Single3.4.Size Of Section 150*150 mm. 5.1.Laterally Supported Is Sufficiently
kg.-m.
[ I.Datas For Design ] [ II.Properties Of Steel For Design ]
Fe-24
อาคาร TMT CTV DOLLถ.กลางเมอง อ.เมอง จ.ขอนแกนบ.เสาทองธรกจ จากด
เสรมพนธ12-ม.ค.-25552:44:55 PM
Design For Flexible Members : Corbel
<< Enough Laterally Supported >>[ V.Allowable Bending Stress(Fb) ]
[ IV.Check Laterally Supported ]
[ III.Result Of Calculate ]
3.5.Thick. Web(t , tw) 7.00 mm. = 7.50
3.6.Thick. Flange(tf) 10.00 mm. = 8.93
3.7.Section Area(As) 40.14 cm.2 = 16.26
3.8.Weight Of Section 31.50 kg./m. All.Bending Stress(Fb) 1,584.00 ksc.
3.9.Sect. Modulus(Sx-x) 219.00 cm.3
3.10.M. Of In.(Ix-x) 1,640.00 cm.4 5.2.Laterally Supported Is Non-Sufficiently
3.11.Rad. Of Gyr.(rmin.) 3.75 cm. = *****
= *****= *****
1.Actual Bending Stress 285 ksc. OK.! All.Bending Stress(Fb) ***** ksc.2.Actual Shear Stress 549.45 ksc. OK.!3.Actual Deflextion 6.1.Max. Allowable 0.07 cm.
[ Recheck Allowable Stress On Section ]1WF - 150*150*7*10 mm.(นาหนก = 31.5 kg./m.)
[ VI.Allowable Deflextion( < (L/360) ]
Select To Use Section : 1WF - 150*150*7*10 mm.(นาหนก = 31.5 kg./m.)
<< Compact Section >>
71 7 1 04* *Cb
F y
4 3 7 7.
F y
b f
t f2 *
7 9 6 5.
F y
L
r t
35 8 5 1 0 4* * C b
F y
Project : Engineer :Location : Date :Owner : Time :
1.1.Point Load(Pc) 9,476 kg. 2.1.Use Steel Grade
1.2.Moment(Mx-x) 6,208 kg.-m. 2.2.Modulus Of Elastic. 2,040,000 ksc.
1.3.Moment(My-y) kg.-m. 2.3.Yield Strength 2,400 ksc.
1.4.Max. Length 9.00 m. 2.4.Ultimate Strength 4,100 ksc.1.5.Min. Value Of k 0.65 2.5.All. Comp. Stress 1,440 ksc.1.6.Use Value Of k 1.00 2.6.Use Allowable KL/r 200 For Main.
3.1.Req. Min. Area 6.58 cm.2 4.1.Type Of Section 7 WF-Beam
3.2.Value Of ( )c 129.53 **** 4.2.Trial Section No. 19 WF
3.3.Value Of ( )(kL/r) 150.50 OK.! 4.3.Size Of Section 250*250 mm.
3.5.Allowable Compressive Stress : Fa 4.4.Thick. Web(t , tw) 11.00 mm.
4.5.Thick. Flange(tf) 11.00 mm.
[ II.Properties Of Steel For Design ]
[ III.Result Of Calculate ] [ IV.Select Type & Section Of Steel ]
ถ.กลางเมอง อ.เมอง จ.ขอนแกนบ.เสาทองธรกจ จากด
เสรมพนธ
Design For Beam - Column Members : SC-1
12-ม.ค.-25552:11:05 PM
[ I.Datas For Design ]
[fixed-fixed]
Fe-24
1.)Inelastic Range :
อาคาร TMT CTV DOLL
crk l /
g f
Fai = 0.00 ksc. 4.6.Section Area(As) 82.06 cm.2
4.7.Weight Of Section 64.40 kg./m.
Fae = 463.77 ksc. 4.8.Sect. Modulus(Sx-x) 720.00 cm.3
4.9.Moment Of In.(Ix-x) 8,790.00 cm.4
4.10.Rad. Of Gyr.(rmin.) 5.98 cm.
5.1.Status Of Sect. Area 5.3.Interaction Stress 0.85 ksc. OK.!5.2.Load Resist By Sect. 38,057 kg. OK.! 5.4.Slenderness Ratio 150.50 < 200 OK.!
0.85 < 1.00 WF - 250*250*11*11 mm.(นาหนก = 64.4 kg./m.)
2.)Elastic Range :
<<--- Member Will To Fail By Buckling --->>
: This Section OK.!
Select To Use Section : WF - 250*250*11*11 mm.(นาหนก = 64.4 kg./m.)
WF - 250*250*11*11 mm.(นาหนก = 64.4 kg./m.)
fa/Fa + fbx/Fbx + fby/Fby =
[ V.Recheck Design Section ]
g crk l /
crk l /
Project : Engineer :Location : Date :Owner : Time :
1.1.Vertical Load 9,476 kg. 2.1.Use Steel Grade1.2.Bending Moment 6,208.46 kg.-m. 2.2.Modulus Of Elastic. 2,100,000 ksc.1.3.Type Of Column 7 WF-Beam WF 2.3.Yield Strength 2,400 ksc.1.4.Size Of Wide 250.00 mm. 2.4.Ultimate Strength 4,100 ksc.1.5.Size Of Depth 250.00 mm. 2.5.All. Bending Stress 1,800 ksc.(Plate)1.6.Use Plate Wide(B) 400.00 mm. OK.! 2.6.Comp. Strength(fc') 280 ksc.(Conc.)1.7.Use Plate Long(L) 400.00 mm. OK.! 2.7.All. Comp. Stress 70.00 ksc.(Conc.)1.8.Range Of Bolt 25.00 mm. 2.8.All. Tension Stress 1,440 ksc.(Bolt)
2.9.All. Shear Stress 960 ksc.(Bolt)
3.1.Bearing fpnormal ***** ksc. 2.10.All. Shear Stress 960 ksc.(Weld)
3.2.Bearing fpmin. -52.28 ksc. OK.!
3.3.Edge Bearing fpe 50.39 ksc. OK.!
3.4.Bearing fpmax. 64.13 ksc. OK.! 6-O25 mm.
.
อาคาร TMT CTV DOLLถ.กลางเมอง อ.เมอง จ.ขอนแกนบ.เสาทองธรกจ จากด
เสรมพนธ
Shape Of Column : WF
12-ม.ค.-25552:32:28 PM
[ I.Datas For Design ] [ II.Properties Of Steel & Concrete ]Fe-24
Design Column-Base For Axial-Force And Bending-Moment : CB-1
[ III.Result Of Calculate ]cm
. 25 cm.
3.5.Edge Moment Me 677.17 kg.-m.
25 cm t = 25 mm.
3.6.Force In Bolts 20,694.87 kg.(Tension) 2.5 cm.
3.7.Value Of mmin. ***** cm. 5 cm.
3.8.Value Of nmin. ***** cm.
2.5 cm.
5.1.Req. Thick. Of Plate 2.38 cm. t = 25 mm.
5.2.Use Thick. Of Plate 2.50
5.3.Req. Area Of Bolt 14.37 cm.2/side5.4.Use Dia. Of Bolt 25.00 mm.5.5.Req. No. Of Bolts 3.00 per side5.6.Anchor Length 82.00 cm.
Select To Use : Size Of Plate 40 x 40 x 2.5 cm. + Bolts 6 - Dia. 25 mm.(ระยะฝง 82 ซม.)
Bolt 6
-O 25
mm.
เชอมโดยรอบขนาด 3 mm.
Anch
or Le
ngth
= 82 c
m.
[ IV.Design Thick. Of Plate & Bolts ]
cm. OK.!
B = 4
0 c
L = 40 cm.
CRANE BEAM DESIGN An Educational Tool to aid in Crane Runway Beam Design in accordance with AISC 9th Edition ASD and AISC 3rd Edition LRFD.
(Ref: AISC Steel Design Guide Series - Design Guide 7 "Industrial Buildings")
Project Name:
Project Description:
Company:
Designed By: Date:
SINGLE CRANE WITH TWO WHEELS PER ENDTRUCK P PCrane Data s Crane Capacity 5.0 Tons Bridge Weight Wt. b 2.2 kips Trolley + Hoist Weigh Wt. t+h 2.2 kips Max. Wheel Load P 5.5 kips L Wheel Spacing s 3.33 ft. Vertical Impact 25 % (Input 25% for cab-operated cranes, 10% for pendant operated cranes)
Crane Runway Runway Span Length L 20.00 ft. Crane Rail Weight = 60.0 lb/yd
Runway Deflection Criteria
Vertical Deflection * L / 600 0.40 in. Ix req'd. = 262.4 in.4
Horizontal Deflection L / 400 0.60 in. Iy req'd. = 19.4 in.4
* Does NOT include Vertical Impact or Girder and Rail Weight.
Crane Runway Design AISC Design Procedure ASD ( ASD or LRFD )
Forces
3/12/2555
โครงการกอสรางอาคาร TMT CTV DOLLอาคารโรงงาน ทจงหวดขอนแกนบ.เสาทองธระกจ จากดA.SERMPUN
W Shape
Page 1 of 1
Max. Vertical Load P v 6.88 kips / wheel (includes impact)
Max. Horizontal Load P h ** 0.61 kips / wheel / side ** Total Horizontal Force is 20% of the sum of weights of the lifted load and crane trolley, exclusive of other parts of crane.
Bending Moment Mx 61.23 kip-ft. (includes impact and girder and rail weight)
Bending Moment My 5.13 kip-ft. Shear Vx 13.30 kips
Crane Runway Beam (Note: VALID for ASTM A6 rolled shapes ONLY!) Crane Beam Type *** W *** W indicates W Shape and WC indicates W Shape + Cap Channel
Crane Beam Designation W10x49
Beam Weight Wt. 49.0 lb/ft
Yield Stress Fy 36.0 ksi
Deflection Checks
Vertical - Moment of Inertia X-X Ix = 272.0 in.4 o.k.
Horizontal - Top Flange Moment of Inertia Y-Y Iy top = 46.7 in.4 o.k.
Summary Stress Checks Check Bending about the X-X Axis CSR = 0.623 o.k. Check Bending about the Y-Y Axis in the top flange CSR = 0.244 o.k. Check Biaxial Bending in the top flange CSR = 0.867 o.k. Check Shear about the X-X Axis CSR = 0.272 o.k. Check Web Sidesway Buckling CSR = 0.638 o.k. OPTIONAL LRFD Web Sidesway Buckling CSR = 0.106 o.k.
GENERAL NOTES This program is applicable to only rolled W shapes and W shapes with Channel Caps.In addition to the general crane beam design above, the following design checks MUST be made: Design for cyclic loading (Fatigue). Design of welds attaching cap channel to w shape beam. Design of crane beam end connections and bearing stiffeners. Design of crane rail attachment to crane beam. Design of crane lateral tie-backs.
W Shape
DESIGN CRANE BEAM VIEW DESIGN CHECKS VIEW SECTION PROPERTIES
W Shape
DESIGN CRANE BEAM VIEW DESIGN CHECKS VIEW SECTION PROPERTIES
Page 1 of 1
CRANE BEAM DESIGN CHECKS โครงการกอสรางอาคาร TMT CTV DOLLอาคารโรงงาน ทจงหวดขอนแกน
Crane Runway Beam W10x49 บ.เสาทองธระกจ จากดA.SERMPUN Date: 12/3/2555
SECTION PROPERTIES
Total Section Weight Wt. 49.0 plf Moment of Inertia Iy 93.40 in.4 Area A top 5.600 in.2
Cross-sectional Area A 14.400 in.2 Section Modulus Sy 18.70 in.3 Depth / Flange Area d / Af top 1.782Total Depth d total 9.9800 in. Radius of Gyration ry 2.540 in. Radius of Gyration rT top 2.766 in.
Distance to N. A. y 2 4.9900 in. Plastic Modulus Zy 28.30 in.3 Moment of Inertia It 46.67 in.4
Distance to N. A. y 1 4.9900 in. W Depth d 9.98 in. Section Modulus St 9.33 in.3
Moment of Inertia Ix 272.00 in.4 W Web Thickness tw 0.34 in. Plastic Modulus Zt 14.00 in.3
Section Modulus S2 54.60 in.3 W Flange Width bf 10 in. Radius of Gyration ry top 2.887 in.S1 54.60 in.3 W Flange Thickness tf 0.56 in. Torsional Constant J 1.39 in.4
Radius of Gyration rx 4.350 in. W Web Depth h 7.9 in. Warping Constant Cw 2070 in.6
Plastic Modulus Zx 60.40 in.3
ASD DESIGN LRFD DESIGNDesign Loads Design LoadsMax. Vertical Wheel Load * P v = 6.88 kips / wheel Max. Vertical Wheel Load * Pu v = 10.73 kips / wheelMax. Horizontal Wheel Load ** P h = 0.61 kips / wheel / side Max. Horizontal Wheel Load ** Pu h = 0.98 kips / wheel / side * Includes impact. * Includes impact.
** Total Horizontal Force, P h, is 20% of the sum of weights of the lifted load ** Total Horizontal Force, P h, is 20% of the sum of weights of the lifted load
and crane trolley, exclusive of other parts of crane. and crane trolley, exclusive of other parts of crane.
Design Forces Design ForcesBending Moment X-X Axis *** Mx = 61.23 kip-ft. Bending Moment X-X Axis *** Mux = 94.28 kip-ft.Bending Moment Y-Y Axis My = 5.13 kip-ft. Bending Moment Y-Y Axis Muy = 8.20 kip-ft.Shear X-X Axis *** Vx = 13.30 kips Shear X-X Axis *** Vux = 20.49 kips *** Includes impact and girder and rail weight. *** Includes impact and girder and rail weight.
Check Local Buckling Check Local Buckling UNSTIFFENED ELEMENTS compact UNSTIFFENED ELEMENTS compact
Flanges of W-Shape (b/t)w = 8.93 Flanges of W-Shape = (b/t)w = 8.93Flanges of Channel (b/t)c = N/A Flanges of Channel = (b/t)c = N/A
Compact Limit p = 0.38(E/Fy)1/2 = 10.79 Compact Limit p = 0.38(E/Fy)1/2 = 10.79
Noncompact Limit r =1.0(E/Fy)1/2 = 33.40 Noncompact Limit r = 1.0(E/Fy)1/2 = 33.40 STIFFENED ELEMENTS compact STIFFENED ELEMENTS compact
Web of W-Shape (h/t)w = 29.35 Web of W-Shape = (h/t)w = 29.35Compact Limit 640/(Fy)1/2 = 106.67 Compact Limit p = 3.76(E/Fy)1/2 = 106.72
Noncompact Limit 970/(Fy)1/2 = 161.67 Noncompact Limit r = 5.70(E/Fy)1/2 = 161.78Web of Channel (h/t)c = N/A Web of Channel = (h/t)w = N/A
Compact Limit 190/(Fy)1/2 = 31.67 Compact Limit p = 1.12(E/Fy)1/2 = 31.79Noncompact Limit 238/(Fy)1/2 = 39.67 Noncompact Limit r = 1.40(E/Fy)1/2 = 39.74
Check Bending about the X-X Axis Check Bending about the X-X AxisActual Unbraced Length Lb = 240.00 in. Actual Unbraced Length Lb = 240.00 in.
Determine Limiting Lateral Unbraced Lengths
TENSION AISC EQ. F1-4 Lp = 144.20 in.Actual Bending fbx t = 13.46 ksi Compressive Residual Stress Fr = 10.00 ksiAllow. Bending Fbx t = 21.60 ksi FL = ( Fy - Fr ) FL = 26.00 ksi
fbx t / Fbx t = 0 623 o k Limiting Buckling Moment Mr = S2 FL = 1419 60 kip-in
DESIGN CRANE BEAM VIEW DESIGN CHECKS VIEW SECTION PROPERTIES
fbx t / Fbx t = 0.623 o.k. Limiting Buckling Moment Mr = S2 FL = 1419.60 kip-in.AISC EQ. F1-6 Lr = 487.93 in.
COMPRESSION Bending Coefficient Cb = 1.00Actual Bending fbx c = 13.46 ksi YIELDING Lb < Lp
76bf / SQRT(Fy) = 126.67 in. Plastic Moment Mpx = 2174.40 kip-in.20,000 / (d/Af) SQRT(Fy) = 311.73 AISC EQ. F1-1 Mnx = 2174.40 kip-in.
AISC EQ. F1-2 Lc = 126.67 in. LATERAL-TORSIONAL BUCKLING Lb < Lr
L/ rT = 86.78 AISC EQ. F1-7 Mrx = 1419.60 kip-in.Bending Coefficient Cb = 1.00 AISC EQ. F1-2 Mnx = 1964.03 kip-in.AISC EQ. F1-1 Fbx = 0.00 ksi LATERAL-TORSIONAL BUCKLING Lb > Lr
AISC EQ. F1-3 Fbx = 0.00 ksi Factor B1 = -0.0004AISC EQ. F1-5 Fbx = 0.00 ksi Factor B2 = 0.4504Max. AISC EQ. F1-6, F1-7, or F1- Fbx = 21.60 ksi AISC EQ. F1-13 Mcrx = 3451.09 kip-in.Allow. Bending Fbx c = 21.60 ksi AISC EQ. F1-12 Mnx = 2174.40 kip-in.
fbx c / Fbx c = 0.623 o.k. Nominal Flexural Strength Mnx = 2174.40 kip-in.or Mnx = 163.67 kip-ft.
Flexural Design Strength Mnx = 147.30 kip-ft. ( = 0.90 )Mux / Mnx = 0.640 o.k.
Check Bending about the Y-Y Axis in the top flange Check Bending about the Y-Y Axis in the top flange COMPRESSION Plastic Moment Mpy = 504.00 kip-in.Actual Bending fby c = 6.59 ksi Mny = 504.00 kip-in.AISC EQ. F2-1 Fby = 27.00 ksi or Mny = 42.00 kip-ft.AISC EQ. F2-2 Fby = 0.00 ksi Flexural Design Strength Mny = 37.80 kip-ft. ( = 0.90 )Allow. Bending Fby c = 27.00 ksi Muy / Mny = 0.217 o.k.
fby c / Fby c = 0.244 o.k.
Check Biaxial Bending in the top flange Check Biaxial Bending in the top flange COMBINED BENDING COMBINED BENDING
AISC EQ. H1-3 fbx / Fbx + fby / Fby = 0.867 o.k. AISC EQ. H1-1b Mux / Mnx + Muy / Mny = 0.857 o.k.
Check Shear about the X-X Axis Check Shear about the X-X AxisActual Shear fv = 3.92 ksi Clear distance between stiffeners a = 240.00 in.Clear distance between stiffeners a = 240.00 in. a/h = 30.53
a/h = 30.53 kv = 5.00kv = 5.34 AISC EQ. A-F2-1 Vnx = 73.29 kipCv = 3.17 AISC EQ. A-F2-2 Vnx = 0.00 kip
AISC EQ. F4-1 Fv = 14.40 ksi AISC EQ. A-F2-3 Vnx = 0.00 kipAISC EQ. F4-2 Fv = 0.00 ksi Shear Design Strength Vnx = 65.96 kip-ft. ( = 0.90 )Allow. Shear Fv = 14.40 ksi Vux / Vnx = 0.311 o.k.
fv / Fv = 0.272 o.k.
Check Web Sidesway Buckling Check Web Sidesway BucklingAISC EQ. K1-7 AISC EQ. K1-7
(h/tw) / (L/bf) = 0.96 < 1.7 (h/tw) / (L/bf) = 0.96 < 1.7Max. Concentrated Load R allow = 10.78 kips Cr = 960000
Pv / Rallow = 0.638 o.k. Nominal Strength of Web Rn = 122.27 kipsDesign Strength of Web Rn = 103.93 kips ( = 0.85 )
OPTIONAL LRFD Sidesway Buckling check Puv / Rn = 0.103 o.k.AISC LRFD EQ. K1-7
(h/tw) / (L/bf) = 0.96 < 1.7Cr = 960000
Max. Concentrated Load R allow = 64.95 kipsPv / Rallow = 0.106 o.k.
DESIGN CRANE BEAM VIEW DESIGN CHECKS VIEW SECTION PROPERTIES
COMBINED SECTION PROPERTIES
W SHAPE BEAM Link cell: 234
Design Section W10x49y 2
Total Section Weight Wt. 49.0 plf
Cross-sectional Area A 14.400 in.2 NA
Total Depth d total 9.980 in.Web Depth h 7.9 in. y 1Distance to N. A. y 2 4.9900 in.Distance to N. A. y 1 4.9900 in.
Moment of Inertia Ix 272.00 in.4 Area Top A top 5.600 in.2
Section Modulus S2 54.60 in.3 Depth / Flange Area d / Af top 1.782S1 54.60 in.3 Radius of Gyration rT top 2.766 in.
Radius of Gyration rx 4.350 in. Moment of Inertia It 46.67 in.4
Plastic Modulus Zx 60.40 in.3 Section Modulus St 9.33 in.3
Moment of Inertia Iy 93.40 in.4 Plastic Modulus Zt 14.00 in.3
Section Modulus Sy 18.70 in.3 Radius of Gyration Top ry top 2.887 in.
Radius of Gyration ry 2.540 in. Torsional Constant J 1.39 in.4
Plastic Modulus Zy 28.30 in.3 Warping Constant Cw 2070 in.6
INDIVIDUAL SECTION PROPERTIES
W SHAPE BEAMShape Designation W10x49Weight Wt. 49 lb/ft
Area A 14.4 in.2
Depth d 9.98 in.Web Thickness tw 0.34 in.Flange Width bf 10 in.Flange Thickness tf 0 56 inFlange Thickness tf 0.56 in.Distance k design 1.06 in.Distance k detail 1.25 in.Distance T 7.48 in.Compact Criteria bf / 2 tf 8.93Compact Criteria d / tw 29.4Web Depth h 7.9 in.Compact Criteria h / tw 23.1Radius of Gyration rT 2.77 in.Depth/Area of Flange d / Af 1.78Buckling Factor X1 3280 ksi
Buckling Factor X2 x 106 1090 (1/ksi)2
Moment of Inertia Ix 272 in.4
Section Modulus Sx 54.6 in.3
Radius of Gyration rx 4.35 in.
Plastic Modulus Zx 60.4 in.4
Moment of Inertia Iy 93.4 in.4
Section Modulus Sy 18.7 in.3
Radius of Gyration ry 2.54 in.
Plastic Modulus Zy 28.3 in.4
Torsional Constant J 1.39 in.4
Warping Constant Cw 2070 in.6
DESIGN CRANE BEAM VIEW DESIGN CHECKS VIEW SECTION PROPERTIES
CRANE BEAM DESIGN An Educational Tool to aid in Crane Runway Beam Design in accordance with AISC 9th Edition ASD and AISC 3rd Edition LRFD.
(Ref: AISC Steel Design Guide Series - Design Guide 7 "Industrial Buildings")
Project Name:
Project Description:
Company:
Designed By: Date:
SINGLE CRANE WITH TWO WHEELS PER ENDTRUCK P PCrane Data s Crane Capacity 5.0 Tons Bridge Weight Wt. b 2.2 kips Trolley + Hoist Weigh Wt. t+h 2.2 kips Max. Wheel Load P 5.5 kips L Wheel Spacing s 3.33 ft. Vertical Impact 25 % (Input 25% for cab-operated cranes, 10% for pendant operated cranes)
Crane Runway Runway Span Length L 36.00 ft. Crane Rail Weight = 60.0 lb/yd
Runway Deflection Criteria
Vertical Deflection * L / 600 0.72 in. Ix req'd. = 873.8 in.4
Horizontal Deflection L / 400 1.08 in. Iy req'd. = 64.6 in.4
* Does NOT include Vertical Impact or Girder and Rail Weight.
Crane Runway Design AISC Design Procedure ASD ( ASD or LRFD )
Forces
3/12/2555
โครงการกอสรางอาคาร TMT CTV DOLLอาคารโรงงาน ทจงหวดขอนแกนบ.เสาทองธระกจ จากดA.SERMPUN
W Shape
Page 1 of 1
Max. Vertical Load P v 6.88 kips / wheel (includes impact)
Max. Horizontal Load P h ** 0.61 kips / wheel / side ** Total Horizontal Force is 20% of the sum of weights of the lifted load and crane trolley, exclusive of other parts of crane.
Bending Moment Mx 130.39 kip-ft. (includes impact and girder and rail weight)
Bending Moment My 9.99 kip-ft. Shear Vx 15.09 kips
Crane Runway Beam (Note: VALID for ASTM A6 rolled shapes ONLY!) Crane Beam Type *** W *** W indicates W Shape and WC indicates W Shape + Cap Channel
Crane Beam Designation W14x90
Beam Weight Wt. 90.0 lb/ft
Yield Stress Fy 36.0 ksi
Deflection Checks
Vertical - Moment of Inertia X-X Ix = 999.0 in.4 o.k.
Horizontal - Top Flange Moment of Inertia Y-Y Iy top = 180.4 in.4 o.k.
Summary Stress Checks Check Bending about the X-X Axis CSR = 0.536 o.k. Check Bending about the Y-Y Axis in the top flange CSR = 0.178 o.k. Check Biaxial Bending in the top flange CSR = 0.714 o.k. Check Shear about the X-X Axis CSR = 0.170 o.k. Check Web Sidesway Buckling CSR = 0.571 o.k. OPTIONAL LRFD Web Sidesway Buckling CSR = 0.110 o.k.
GENERAL NOTES This program is applicable to only rolled W shapes and W shapes with Channel Caps.In addition to the general crane beam design above, the following design checks MUST be made: Design for cyclic loading (Fatigue). Design of welds attaching cap channel to w shape beam. Design of crane beam end connections and bearing stiffeners. Design of crane rail attachment to crane beam. Design of crane lateral tie-backs.
W Shape
DESIGN CRANE BEAM VIEW DESIGN CHECKS VIEW SECTION PROPERTIES
W Shape
DESIGN CRANE BEAM VIEW DESIGN CHECKS VIEW SECTION PROPERTIES
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CRANE BEAM DESIGN CHECKS โครงการกอสรางอาคาร TMT CTV DOLLอาคารโรงงาน ทจงหวดขอนแกน
Crane Runway Beam W14x90 บ.เสาทองธระกจ จากดA.SERMPUN Date: 12/3/2555
SECTION PROPERTIES
Total Section Weight Wt. 90.0 plf Moment of Inertia Iy 362.00 in.4 Area A top 10.295 in.2
Cross-sectional Area A 26.500 in.2 Section Modulus Sy 49.90 in.3 Depth / Flange Area d / Af top 1.360Total Depth d total 14.0000 in. Radius of Gyration ry 3.700 in. Radius of Gyration rT top 4.010 in.
Distance to N. A. y 2 7.0000 in. Plastic Modulus Zy 75.60 in.3 Moment of Inertia It 180.38 in.4
Distance to N. A. y 1 7.0000 in. W Depth d 14 in. Section Modulus St 24.88 in.3
Moment of Inertia Ix 999.00 in.4 W Web Thickness tw 0.44 in. Plastic Modulus Zt 37.32 in.3
Section Modulus S2 143.00 in.3 W Flange Width bf 14.5 in. Radius of Gyration ry top 4.186 in.S1 143.00 in.3 W Flange Thickness tf 0.71 in. Torsional Constant J 4.06 in.4
Radius of Gyration rx 6.140 in. W Web Depth h 11.4 in. Warping Constant Cw 16000 in.6
Plastic Modulus Zx 157.00 in.3
ASD DESIGN LRFD DESIGNDesign Loads Design LoadsMax. Vertical Wheel Load * P v = 6.88 kips / wheel Max. Vertical Wheel Load * Pu v = 10.73 kips / wheelMax. Horizontal Wheel Load ** P h = 0.61 kips / wheel / side Max. Horizontal Wheel Load ** Pu h = 0.98 kips / wheel / side * Includes impact. * Includes impact.
** Total Horizontal Force, P h, is 20% of the sum of weights of the lifted load ** Total Horizontal Force, P h, is 20% of the sum of weights of the lifted load
and crane trolley, exclusive of other parts of crane. and crane trolley, exclusive of other parts of crane.
Design Forces Design ForcesBending Moment X-X Axis *** Mx = 130.39 kip-ft. Bending Moment X-X Axis *** Mux = 196.99 kip-ft.Bending Moment Y-Y Axis My = 9.99 kip-ft. Bending Moment Y-Y Axis Muy = 15.98 kip-ft.Shear X-X Axis *** Vx = 15.09 kips Shear X-X Axis *** Vux = 22.83 kips *** Includes impact and girder and rail weight. *** Includes impact and girder and rail weight.
Check Local Buckling Check Local Buckling UNSTIFFENED ELEMENTS compact UNSTIFFENED ELEMENTS compact
Flanges of W-Shape (b/t)w = 10.20 Flanges of W-Shape = (b/t)w = 10.20Flanges of Channel (b/t)c = N/A Flanges of Channel = (b/t)c = N/A
Compact Limit p = 0.38(E/Fy)1/2 = 10.79 Compact Limit p = 0.38(E/Fy)1/2 = 10.79
Noncompact Limit r =1.0(E/Fy)1/2 = 33.40 Noncompact Limit r = 1.0(E/Fy)1/2 = 33.40 STIFFENED ELEMENTS compact STIFFENED ELEMENTS compact
Web of W-Shape (h/t)w = 31.82 Web of W-Shape = (h/t)w = 31.82Compact Limit 640/(Fy)1/2 = 106.67 Compact Limit p = 3.76(E/Fy)1/2 = 106.72
Noncompact Limit 970/(Fy)1/2 = 161.67 Noncompact Limit r = 5.70(E/Fy)1/2 = 161.78Web of Channel (h/t)c = N/A Web of Channel = (h/t)w = N/A
Compact Limit 190/(Fy)1/2 = 31.67 Compact Limit p = 1.12(E/Fy)1/2 = 31.79Noncompact Limit 238/(Fy)1/2 = 39.67 Noncompact Limit r = 1.40(E/Fy)1/2 = 39.74
Check Bending about the X-X Axis Check Bending about the X-X AxisActual Unbraced Length Lb = 432.00 in. Actual Unbraced Length Lb = 432.00 in.
Determine Limiting Lateral Unbraced Lengths
TENSION AISC EQ. F1-4 Lp = 209.09 in.Actual Bending fbx t = 10.94 ksi Compressive Residual Stress Fr = 10.00 ksiAllow. Bending Fbx t = 21.60 ksi FL = ( Fy - Fr ) FL = 26.00 ksi
fbx t / Fbx t = 0 507 o k Limiting Buckling Moment Mr = S2 FL = 3718 00 kip-in
DESIGN CRANE BEAM VIEW DESIGN CHECKS VIEW SECTION PROPERTIES
fbx t / Fbx t = 0.507 o.k. Limiting Buckling Moment Mr = S2 FL = 3718.00 kip-in.AISC EQ. F1-6 Lr = 650.42 in.
COMPRESSION Bending Coefficient Cb = 1.00Actual Bending fbx c = 10.94 ksi YIELDING Lb < Lp
76bf / SQRT(Fy) = 183.67 in. Plastic Moment Mpx = 5652.00 kip-in.20,000 / (d/Af) SQRT(Fy) = 408.53 AISC EQ. F1-1 Mnx = 5652.00 kip-in.
AISC EQ. F1-2 Lc = 183.67 in. LATERAL-TORSIONAL BUCKLING Lb < Lr
L/ rT = 107.73 AISC EQ. F1-7 Mrx = 3718.00 kip-in.Bending Coefficient Cb = 1.00 AISC EQ. F1-2 Mnx = 4675.18 kip-in.AISC EQ. F1-1 Fbx = 0.00 ksi LATERAL-TORSIONAL BUCKLING Lb > Lr
AISC EQ. F1-3 Fbx = 0.00 ksi Factor B1 = -0.0019AISC EQ. F1-5 Fbx = 0.00 ksi Factor B2 = 0.3867Max. AISC EQ. F1-6, F1-7, or F1- Fbx = 20.43 ksi AISC EQ. F1-13 Mcrx = 6243.62 kip-in.Allow. Bending Fbx c = 20.43 ksi AISC EQ. F1-12 Mnx = 5652.00 kip-in.
fbx c / Fbx c = 0.536 o.k. Nominal Flexural Strength Mnx = 5652.00 kip-in.or Mnx = 389.60 kip-ft.
Flexural Design Strength Mnx = 350.64 kip-ft. ( = 0.90 )Mux / Mnx = 0.562 o.k.
Check Bending about the Y-Y Axis in the top flange Check Bending about the Y-Y Axis in the top flange COMPRESSION Plastic Moment Mpy = 1343.50 kip-in.Actual Bending fby c = 4.82 ksi Mny = 1343.50 kip-in.AISC EQ. F2-1 Fby = 27.00 ksi or Mny = 111.96 kip-ft.AISC EQ. F2-2 Fby = 0.00 ksi Flexural Design Strength Mny = 100.76 kip-ft. ( = 0.90 )Allow. Bending Fby c = 27.00 ksi Muy / Mny = 0.159 o.k.
fby c / Fby c = 0.178 o.k.
Check Biaxial Bending in the top flange Check Biaxial Bending in the top flange COMBINED BENDING COMBINED BENDING
AISC EQ. H1-3 fbx / Fbx + fby / Fby = 0.714 o.k. AISC EQ. H1-1b Mux / Mnx + Muy / Mny = 0.720 o.k.
Check Shear about the X-X Axis Check Shear about the X-X AxisActual Shear fv = 2.45 ksi Clear distance between stiffeners a = 432.00 in.Clear distance between stiffeners a = 432.00 in. a/h = 37.96
a/h = 37.96 kv = 5.00kv = 5.34 AISC EQ. A-F2-1 Vnx = 133.06 kipCv = 2.83 AISC EQ. A-F2-2 Vnx = 0.00 kip
AISC EQ. F4-1 Fv = 14.40 ksi AISC EQ. A-F2-3 Vnx = 0.00 kipAISC EQ. F4-2 Fv = 0.00 ksi Shear Design Strength Vnx = 119.75 kip-ft. ( = 0.90 )Allow. Shear Fv = 14.40 ksi Vux / Vnx = 0.191 o.k.
fv / Fv = 0.170 o.k.
Check Web Sidesway Buckling Check Web Sidesway BucklingAISC EQ. K1-7 AISC EQ. K1-7
(h/tw) / (L/bf) = 0.87 < 1.7 (h/tw) / (L/bf) = 0.87 < 1.7Max. Concentrated Load R allow = 12.05 kips Cr = 960000
Pv / Rallow = 0.571 o.k. Nominal Strength of Web Rn = 117.32 kipsDesign Strength of Web Rn = 99.72 kips ( = 0.85 )
OPTIONAL LRFD Sidesway Buckling check Puv / Rn = 0.108 o.k.AISC LRFD EQ. K1-7
(h/tw) / (L/bf) = 0.87 < 1.7Cr = 960000
Max. Concentrated Load R allow = 62.33 kipsPv / Rallow = 0.110 o.k.
DESIGN CRANE BEAM VIEW DESIGN CHECKS VIEW SECTION PROPERTIES
COMBINED SECTION PROPERTIES
W SHAPE BEAM Link cell: 185
Design Section W14x90y 2
Total Section Weight Wt. 90.0 plf
Cross-sectional Area A 26.500 in.2 NA
Total Depth d total 14.000 in.Web Depth h 11.4 in. y 1Distance to N. A. y 2 7.0000 in.Distance to N. A. y 1 7.0000 in.
Moment of Inertia Ix 999.00 in.4 Area Top A top 10.295 in.2
Section Modulus S2 143.00 in.3 Depth / Flange Area d / Af top 1.360S1 143.00 in.3 Radius of Gyration rT top 4.010 in.
Radius of Gyration rx 6.140 in. Moment of Inertia It 180.38 in.4
Plastic Modulus Zx 157.00 in.3 Section Modulus St 24.88 in.3
Moment of Inertia Iy 362.00 in.4 Plastic Modulus Zt 37.32 in.3
Section Modulus Sy 49.90 in.3 Radius of Gyration Top ry top 4.186 in.
Radius of Gyration ry 3.700 in. Torsional Constant J 4.06 in.4
Plastic Modulus Zy 75.60 in.3 Warping Constant Cw 16000 in.6
INDIVIDUAL SECTION PROPERTIES
W SHAPE BEAMShape Designation W14x90Weight Wt. 90 lb/ft
Area A 26.5 in.2
Depth d 14 in.Web Thickness tw 0.44 in.Flange Width bf 14.5 in.Flange Thickness tf 0 71 inFlange Thickness tf 0.71 in.Distance k design 1.31 in.Distance k detail 2 in.Distance T 10 in.Compact Criteria bf / 2 tf 10.2Compact Criteria d / tw 31.8Web Depth h 11.4 in.Compact Criteria h / tw 25.9Radius of Gyration rT 4.01 in.Depth/Area of Flange d / Af 1.36Buckling Factor X1 2900 ksi
Buckling Factor X2 x 106 1750 (1/ksi)2
Moment of Inertia Ix 999 in.4
Section Modulus Sx 143 in.3
Radius of Gyration rx 6.14 in.
Plastic Modulus Zx 157 in.4
Moment of Inertia Iy 362 in.4
Section Modulus Sy 49.9 in.3
Radius of Gyration ry 3.7 in.
Plastic Modulus Zy 75.6 in.4
Torsional Constant J 4.06 in.4
Warping Constant Cw 16000 in.6
DESIGN CRANE BEAM VIEW DESIGN CHECKS VIEW SECTION PROPERTIES
Date/Time: 12/3/2555 / 15:54:01
A.Fy = ksc Fs = kscFc' = ksc Fc = ksc
B.: Kg: Kg: m: Kg-m: Kg-m: m
ความยาวของเสา (CL) : mC.
n = j = R = จานวนเสาเขมทใช : ตน
: mความกวางของฐานรากทใช (B) : m
: mMoment (max) เหลกทางยาว :
:ความลกประสทธผล(d) : mเลอกใชความหนาของฐานราก m โดยใชความลกประสทธผล m
0.78000.5200
รายการคานวณออกแบบ Isolate Footing ดวยวธกาลงใชงาน(Working Stress Method)
Input
Basic Data
280 65
2
F-1A.SERMPUNTMT CTV DOLL
3000
โมเมนตดานสน (MB)
26000.000.26N/A
โมเมนตดานยาว (ML)
กาลงรบนาหนกของเสาเขมหนงตนขนาดของเสาเขม(ความกวาง หรอขนาดเสนผานศนยกลาง)
Project :Engineer : Footing Code :
1500
แรงกระทาลงเสาตามแกน 30000.00
ความกวางของเสา(CB) 0.406208.46
Spacing Of Pile
0.40
8.02 0.9141 7.6583Result
ความยาวของฐานรากทใช (L)kg-m4362.3172
0.381 0.331
kg-m0.0000
1.3000
Moment (max) เหลกทางสน0.3310
ฐตรวจสอบแรงเฉอนแบบคานกวางทระยะ d จากขอบเสาทหนาตดวกฤต จะไดคาแรงเฉอน Vmax : kgหนวยแรงเฉอนทยอมให, Vc = 0.29*sqrt(fc')*B*d : kgตรวจสอบแรงเฉอนแบบทะลทระยะ d/2 จากขอบเสาทหนาตดวกฤต จะไดคาแรงเฉอน Vmax : kgหนวยแรงเฉอนทยอมให, Vc = 0.53*sqrt(fc')*B*d : kgพจารณาออกแบบเหลกเสรมดานยาว
:10.5 cm O cm As = cm2
ตรวจสอบแรงยดหนวงแรงเฉอน Vmax ทขอบเสา : kgคาของ O ทตองการ = Vmax/ujd : cm
พจารณาออกแบบเหลกเสรมดานสน:
40 cm O cm As = cm2
ตรวจสอบแรงยดหนวงแรงเฉอน Vmax ทขอบเสา : kgคาของ O ทตองการ = Vmax/ujd : cm
cm2
cm2
9.6126
9.9053ปรมาณเหลกเสรมทตองใช Ast ดานยาว = Amin
ปรมาณเหลกเสรมทตองใช Ast ดานยาว = M/fs*j*d
22959.564128.0800
@ 31.42เลอกเหลกขนาด 5 - DB20
@ 25.13เลอกเหลกขนาด 4 - DB20
0.00000.0000
690.95868351.6275
17451.418830526.6386
15.71
12.57
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