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Job Information Engineer Checked Approved
Name:
Date: 06-Nov-14
Structure Type SPACE FRAME
Number of Nodes 6 Highest Node 92
Number of Elements 5 Highest Beam 103
Number of Basic Load Cases 2
Number of Combination Load Cases 3
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 DL
Primary 2 WL
Combination 3 SERVICE
Combination 4 1.35DL+1.5W
Combination 5 1.2DL+1.6WL
NodesNode X
(m)
Y
(m)
Z
(m)
87 5.000 0.000 0.000
88 6.096 0.000 5.140
89 5.548 0.000 2.570
90 6.191 0.000 0.575
91 5.274 0.000 1.285
92 5.822 0.000 3.855
BeamsBeam Node A Node B Length
(m)
Property
(degrees)
99 87 91 1.314 1 0
100 89 92 1.314 1 0
101 89 90 2.096 1 0
102 91 89 1.314 1 0
103 92 88 1.314 1 0
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Section PropertiesProp Section Area
(mm2)
Iyy
(mm4)
Izz
(mm4)
J
(mm4)
Material
1 TUB1001004.0 1.52E+3 2.32E+6 2.32E+6 3.61E+6 STEEL
MaterialsMat Name E
(kN/mm2)
Density
(kg/m3)
(/°C)
1 STEEL 205.000 0.300 7.83E+3 12E -6
2 STAINLESSSTEEL 197.930 0.300 7.83E+3 18E -6
3 ALUMINUM 68.948 0.330 2.71E+3 23E -6
4 CONCRETE 21.718 0.170 2.4E+3 10E -6
SupportsNode X
(kN/mm)
Y
(kN/mm)
Z
(kN/mm)
rX
(kN-m/deg)
rY
(kN-m/deg)
rZ
(kN-m/deg)
87 Fixed Fixed Fixed - - -
88 Fixed - - - - -
90 Fixed Fixed Fixed - - -
ReleasesThere is no data of this type.
Basic Load CasesNumber Name
1 DL
2 WL
Combination Load CasesComb. Combination L/C Name Primary Primary L/C Name Factor
3 SERVICE 1 DL 1.00
2 WL 1.00
4 1.35DL+1.5W 1 DL 1.35
2 WL 1.50
5 1.2DL+1.6WL 1 DL 1.20
2 WL 1.60
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Load GeneratorsThere is no data of this type.
Node Loads : 1 DLNode FX
(kN)
FY
(kN)
FZ
(kN)
MX
(kNm)
MY
(kNm)
MZ
(kNm)
87 - - -0.3 - - -
88 - - -0.3 - - -
89 - - -0.6 - - -
- - -1.6 - - -
91 - - -0.6 - - -
- - -1.6 - - -92 - - -0.6 - - -
- - -1.6 - - -
Selfweight : 1 DLDi rec ti on Fact or
Z -1.000
Node Loads : 2 WL
Node FX(kN)
FY(kN)
FZ(kN)
MX(kNm)
MY(kNm)
MZ(kNm)
87 2.4 - - - - -
88 2.4 - - - - -
89 4.8 - - - - -
91 4.8 - - - - -
92 4.8 - - - - -
Utilization RatioBeam Analysis
Property
Design
Property
Act ual
Ratio
Al lowable
Ratio
Ratio
(Act./Allow.)
Clause L/C Ax
(mm2)
Iz
(mm4)
Iy
(mm4)
Ix
(mm4)
99 TUB100100 TUB100100 0.297 1.000 0.297 1.52E+3 2.32E+6 2.32E+6 3.61E100 TUB100100 TUB100100 0.249 1.000 0.249 1.52E+3 2.32E+6 2.32E+6 3.61E
101 TUB100100 TUB100100 0.117 1.000 0.117 1.52E+3 2.32E+6 2.32E+6 3.61E
102 TUB100100 TUB100100 0.334 1.000 0.334 1.52E+3 2.32E+6 2.32E+6 3.61E
103 TUB100100 TUB100100 0.235 1.000 0.235 1.52E+3 2.32E+6 2.32E+6 3.61E
Failed MembersThere is no data of this type.
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Steel Design (Track 2) Beam 99 Check 1 ALL UNI TS ARE - KN METE ( UNLESS OTHERWI SE Not ed)
MEMBER TABLE RESULT/ CRI TI CAL COND/ RATI O/ LOADI NG/ FX MY MZ LOCATI ON =======================================================================
99 ST TUB1001004. 0 PASS BS- 4. 8. 2. 2 0. 297 5 28. 83 T - 3. 41 0. 00 1. 31 ======================================================================= MATERI AL DATA
Gr ade of st eel = S 275 Modul us of el ast i ci t y = 205 kN/ mm2
Desi gn St r ength ( py) = 274 N/ mm2
SECTI ON PROPERTI ES (uni t s - cm) Member Length = 131. 39 Gr oss Ar ea = 15. 20 Net Ar ea = 15. 20 Eff . Ar ea = 15. 20
z- z axi s y- y axi s Moment of i ner t i a : 232. 000 232. 000 Pl ast i c modul us : 54. 400 54. 400 El ast i c modul us : 46. 400 46. 400 Ef f ect i ve modul us : 54. 400 54. 400 Shear Ar ea : 7. 600 7. 600
DESI GN DATA ( uni t s - kN, m) BS5950- 1/ 2000 Secti on Cl ass : PLASTI C
Squash Load : 418. 00 Axi al f orce/ Squash l oad : 0. 069
z- z axi s y- y axi s Compressi on Capaci t y : 402. 4 402. 4 Tensi on Capaci t y : 418. 0 418. 0
Moment Capaci t y : 15. 0 15. 0 Reduced Moment Capaci t y : 14. 9 14. 9 Shear Capaci t y : 125. 4 125. 4
BUCKLI NG CALCULATI ONS ( uni t s - kN, m) ( axi s nomencl ature as per desi gn code) x- x axi s y- y axi s Sl ender ness : 33. 631 33. 631 Radi us of gyr ati on ( cm) : 3. 907 3. 907 Ef f ecti ve Lengt h : 1. 314 1. 314
LTB check unnecessar y f or t hi s secti on
CRI TI CAL LOADS FOR EACH CLAUSE CHECK ( uni t s- kN, m) :
CLAUSE RATI O LOAD FX VY VZ MZ MYBS- 4. 2. 3- ( Z) 0. 021 0 - - 0. 0 - -BS- 4. 6 ( T) 0. 069 5 28. 8 - - - -
BS- 4. 7 ( C) 0. 014 1 5. 4 - - - -BS- 4. 8. 2. 2 0. 297 5 28. 8 0. 0 2. 6 0. 0 3. 4 BS- 4. 8. 2. 3 0. 229 5 28. 8 - - 0. 0 3. 4 BS- 4. 8. 3. 2 0. 013 1 5. 3 0. 0 0. 1 0. 0 0. 2 BS- 4. 8. 3. 3. 1 0. 029 1 5. 4 - - 0. 0 0. 2 BS- 4. 8. 3. 3. 3 0. 027 1 5. 4 - - 0. 0 0. 2 ANNEX I . 1 0. 013 1 5. 4 - - 0. 0 0. 2 Tor si on and def l ect i ons have not been consi der ed i n t he desi gn.
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Steel Design (Track 2) Beam 100 Check 1 ALL UNI TS ARE - KN METE ( UNLESS OTHERWI SE Not ed)
MEMBER TABLE RESULT/ CRI TI CAL COND/ RATI O/ LOADI NG/ FX MY MZ LOCATI ON =======================================================================
100 ST TUB1001004. 0 PASS ANNEX I . 1 0. 249 5 2. 27 C - 3. 72 0. 00 - ======================================================================= MATERI AL DATA
Gr ade of st eel = S 275 Modul us of el ast i ci t y = 205 kN/ mm2
Desi gn St r ength ( py) = 274 N/ mm2
SECTI ON PROPERTI ES (uni t s - cm) Member Length = 131. 39 Gr oss Ar ea = 15. 20 Net Ar ea = 15. 20 Eff . Ar ea = 15. 20
z- z axi s y- y axi s Moment of i ner t i a : 232. 000 232. 000 Pl ast i c modul us : 54. 400 54. 400 El ast i c modul us : 46. 400 46. 400 Ef f ect i ve modul us : 54. 400 54. 400 Shear Ar ea : 7. 600 7. 600
DESI GN DATA ( uni t s - kN, m) BS5950- 1/ 2000 Secti on Cl ass : PLASTI C
Squash Load : 418. 00 Axi al f orce/ Squash l oad : 0. 005
z- z axi s y- y axi s Compressi on Capaci t y : 402. 4 402. 4 Tensi on Capaci t y : 418. 0 418. 0
Moment Capaci t y : 15. 0 15. 0 Reduced Moment Capaci t y : 15. 0 15. 0 Shear Capaci t y : 125. 4 125. 4
BUCKLI NG CALCULATI ONS ( uni t s - kN, m) ( axi s nomencl ature as per desi gn code) x- x axi s y- y axi s Sl ender ness : 33. 631 33. 631 Radi us of gyr ati on ( cm) : 3. 907 3. 907 Ef f ecti ve Lengt h : 1. 314 1. 314
LTB check unnecessar y f or t hi s secti on
CRI TI CAL LOADS FOR EACH CLAUSE CHECK ( uni t s- kN, m) :
CLAUSE RATI O LOAD FX VY VZ MZ MYBS- 4. 2. 3- ( Z) 0. 044 0 - - 0. 0 - -BS- 4. 6 ( T) 0. 002 2 0. 7 - - - -
BS- 4. 7 ( C) 0. 007 1 2. 8 - - - -BS- 4. 8. 2. 2 0. 144 2 0. 7 0. 0 3. 2 0. 0 2. 1 BS- 4. 8. 2. 3 0. 143 2 0. 7 - - 0. 0 2. 1 BS- 4. 8. 3. 2 0. 249 5 2. 3 0. 0 5. 5 0. 0 3. 7 BS- 4. 8. 3. 3. 1 0. 297 5 2. 3 - - 0. 0 3. 7 BS- 4. 8. 3. 3. 3 0. 255 5 2. 3 - - 0. 0 3. 7 ANNEX I . 1 0. 249 5 2. 3 - - 0. 0 3. 7 Tor si on and def l ect i ons have not been consi der ed i n t he desi gn.
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Steel Design (Track 2) Beam 101 Check 1 ALL UNI TS ARE - KN METE ( UNLESS OTHERWI SE Not ed)
MEMBER TABLE RESULT/ CRI TI CAL COND/ RATI O/ LOADI NG/ FX MY MZ LOCATI ON =======================================================================
101 ST TUB1001004. 0 PASS BS- 4. 8. 3. 3. 3 0. 117 5 38. 41 C - 0. 21 0. 00 - ======================================================================= MATERI AL DATA
Gr ade of st eel = S 275 Modul us of el ast i ci t y = 205 kN/ mm2
Desi gn St r ength ( py) = 274 N/ mm2
SECTI ON PROPERTI ES (uni t s - cm) Member Length = 209. 61 Gr oss Ar ea = 15. 20 Net Ar ea = 15. 20 Eff . Ar ea = 15. 20
z- z axi s y- y axi s Moment of i ner t i a : 232. 000 232. 000 Pl ast i c modul us : 54. 400 54. 400 El ast i c modul us : 46. 400 46. 400 Ef f ect i ve modul us : 54. 400 54. 400 Shear Ar ea : 7. 600 7. 600
DESI GN DATA ( uni t s - kN, m) BS5950- 1/ 2000 Sect i on Cl ass : SEMI - COMPACT Squash Load : 418. 00 Axi al f orce/ Squash l oad : 0. 092
z- z axi s y- y axi s Compressi on Capaci t y : 375. 7 375. 7 Moment Capaci t y : 15. 0 15. 0
Reduced Moment Capaci t y : 15. 0 15. 0 Shear Capaci t y : 125. 4 125. 4
BUCKLI NG CALCULATI ONS ( uni t s - kN, m) ( axi s nomencl ature as per desi gn code) x- x axi s y- y axi s Sl ender ness : 53. 651 53. 651 Radi us of gyr ati on ( cm) : 3. 907 3. 907 Ef f ecti ve Lengt h : 2. 096 2. 096
LTB check unnecessar y f or t hi s secti on
CRI TI CAL LOADS FOR EACH CLAUSE CHECK ( uni t s- kN, m) :
CLAUSE RATI O LOAD FX VY VZ MZ MYBS- 4. 2. 3- ( Z) 0. 001 0 - - 0. 0 - -BS- 4. 7 ( C) 0. 103 5 38. 7 - - - -BS- 4. 8. 3. 2 0. 093 5 38. 7 0. 0 0. 1 0. 0 0. 0
BS- 4. 8. 3. 3. 1 0. 119 5 38. 4 - - 0. 0 0. 2 BS- 4. 8. 3. 3. 3 0. 117 5 38. 4 - - 0. 0 0. 2 ANNEX I . 1 0. 015 5 38. 6 - - 0. 0 0. 2 Tor si on and def l ect i ons have not been consi der ed i n t he desi gn.
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06-Nov-2014 13:47TGAC - Intermediate Trus
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Steel Design (Track 2) Beam 102 Check 1 ALL UNI TS ARE - KN METE ( UNLESS OTHERWI SE Not ed)
MEMBER TABLE RESULT/ CRI TI CAL COND/ RATI O/ LOADI NG/ FX MY MZ LOCATI ON =======================================================================
102 ST TUB1001004. 0 PASS BS- 4. 8. 2. 2 0. 334 5 29. 98 T 3. 93 0. 00 1. 31 ======================================================================= MATERI AL DATA
Gr ade of st eel = S 275 Modul us of el ast i ci t y = 205 kN/ mm2
Desi gn St r ength ( py) = 274 N/ mm2
SECTI ON PROPERTI ES (uni t s - cm) Member Length = 131. 39 Gr oss Ar ea = 15. 20 Net Ar ea = 15. 20 Eff . Ar ea = 15. 20
z- z axi s y- y axi s Moment of i ner t i a : 232. 000 232. 000 Pl ast i c modul us : 54. 400 54. 400 El ast i c modul us : 46. 400 46. 400 Ef f ect i ve modul us : 54. 400 54. 400 Shear Ar ea : 7. 600 7. 600
DESI GN DATA ( uni t s - kN, m) BS5950- 1/ 2000 Secti on Cl ass : PLASTI C
Squash Load : 418. 00 Axi al f orce/ Squash l oad : 0. 072
z- z axi s y- y axi s Compressi on Capaci t y : 402. 4 402. 4 Tensi on Capaci t y : 418. 0 418. 0
Moment Capaci t y : 15. 0 15. 0 Reduced Moment Capaci t y : 14. 9 14. 9 Shear Capaci t y : 125. 4 125. 4
BUCKLI NG CALCULATI ONS ( uni t s - kN, m) ( axi s nomencl ature as per desi gn code) x- x axi s y- y axi s Sl ender ness : 33. 631 33. 631 Radi us of gyr ati on ( cm) : 3. 907 3. 907 Ef f ecti ve Lengt h : 1. 314 1. 314
LTB check unnecessar y f or t hi s secti on
CRI TI CAL LOADS FOR EACH CLAUSE CHECK ( uni t s- kN, m) :
CLAUSE RATI O LOAD FX VY VZ MZ MYBS- 4. 2. 3- ( Z) 0. 045 0 - - 0. 0 - -BS- 4. 6 ( T) 0. 072 5 30. 0 - - - -
BS- 4. 7 ( C) 0. 008 1 3. 1 - - - -BS- 4. 8. 2. 2 0. 334 5 30. 0 0. 0 5. 6 0. 0 3. 9 BS- 4. 8. 2. 3 0. 264 5 30. 0 - - 0. 0 3. 9 BS- 4. 8. 3. 2 0. 017 1 3. 0 0. 0 0. 4 0. 0 0. 3 BS- 4. 8. 3. 3. 1 0. 028 1 3. 1 - - 0. 0 0. 3 BS- 4. 8. 3. 3. 3 0. 025 1 3. 1 - - 0. 0 0. 3 ANNEX I . 1 0. 017 1 3. 1 - - 0. 0 0. 3 Tor si on and def l ect i ons have not been consi der ed i n t he desi gn.
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06-Nov-2014 13:47TGAC - Intermediate Trus
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Steel Design (Track 2) Beam 103 Check 1 ALL UNI TS ARE - KN METE ( UNLESS OTHERWI SE Not ed)
MEMBER TABLE RESULT/ CRI TI CAL COND/ RATI O/ LOADI NG/ FX MY MZ LOCATI ON =======================================================================
103 ST TUB1001004. 0 PASS ANNEX I . 1 0. 235 5 1. 11 C - 3. 51 0. 00 - ======================================================================= MATERI AL DATA
Gr ade of st eel = S 275 Modul us of el ast i ci t y = 205 kN/ mm2
Desi gn St r ength ( py) = 274 N/ mm2
SECTI ON PROPERTI ES (uni t s - cm) Member Length = 131. 39 Gr oss Ar ea = 15. 20 Net Ar ea = 15. 20 Eff . Ar ea = 15. 20
z- z axi s y- y axi s Moment of i ner t i a : 232. 000 232. 000 Pl ast i c modul us : 54. 400 54. 400 El ast i c modul us : 46. 400 46. 400 Ef f ect i ve modul us : 54. 400 54. 400 Shear Ar ea : 7. 600 7. 600
DESI GN DATA ( uni t s - kN, m) BS5950- 1/ 2000 Secti on Cl ass : PLASTI C
Squash Load : 418. 00 Axi al f orce/ Squash l oad : 0. 003
z- z axi s y- y axi s Compressi on Capaci t y : 402. 4 402. 4 Moment Capaci t y : 15. 0 15. 0
Reduced Moment Capaci t y : 15. 0 15. 0 Shear Capaci t y : 125. 4 125. 4
BUCKLI NG CALCULATI ONS ( uni t s - kN, m) ( axi s nomencl ature as per desi gn code) x- x axi s y- y axi s Sl ender ness : 33. 631 33. 631 Radi us of gyr ati on ( cm) : 3. 907 3. 907 Ef f ecti ve Lengt h : 1. 314 1. 314
LTB check unnecessar y f or t hi s secti on
CRI TI CAL LOADS FOR EACH CLAUSE CHECK ( uni t s- kN, m) :
CLAUSE RATI O LOAD FX VY VZ MZ MYBS- 4. 2. 3- ( Z) 0. 021 0 - - 0. 0 - -BS- 4. 7 ( C) 0. 003 4 1. 1 - - - -BS- 4. 8. 3. 2 0. 235 5 1. 1 0. 0 2. 7 0. 0 3. 5
BS- 4. 8. 3. 3. 1 0. 278 5 1. 1 - - 0. 0 3. 5 BS- 4. 8. 3. 3. 3 0. 238 5 1. 1 - - 0. 0 3. 5 ANNEX I . 1 0. 235 5 1. 1 - - 0. 0 3. 5 Tor si on and def l ect i ons have not been consi der ed i n t he desi gn.
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06-Nov-2014 13:47TGAC - Intermediate Trus
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5.26m
2.10m
Load 1XY
Z
Whole Structure
3d
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-0.3 kN
-0.6 kN
-1.6 kN
-0.6 kN
-1.6 kN
-0.6 kN
-1.6 kN
-0.3 kN
Load 1 (SELF Z)XY
Z
DL value
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2.4 kN
4.8 kN
4.8 kN
4.8 kN
2.4 kN
Load 2XY
Z
WL value
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06-Nov-2014 13:47TGAC - Intermediate Trus
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Max: 0.163 mm
Max: 0.047 mm
Max: 0.158 mm
Max: 0.171 mm
Max: 0.177 mm
DisplacementLoad 1 :Displacement - mm
XY
Z
deflec
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06-Nov-2014 13:47TGAC - Intermediate Trus
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0.297
0.117
0.334
0.249
0.235
Load 4XY
Z
design ratio
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06-Nov-2014 13:47TGAC - Intermediate Trus
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X = -0.7 kNY = 0.0 kNZ = 2.4 kNMX = FREEMY = FREEMZ = FREE
X = 1.0 kNY = 0.0 kNZ = 5.6 kNMX = FREEMY = FREEMZ = FREE
X = -0.2 kNY = FREEZ = FREEMX = FREEMY = FREEMZ = FREE
Load 1XY
Z
DL reactions
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06-Nov-2014 13:47TGAC - Intermediate Trus
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X = -6.9 kNY = 0.0 kNZ = 21.2 kNMX = FREEMY = FREEMZ = FREE
X = -8.5 kNY = 0.0 kNZ = -21.2 kNMX = FREEMY = FREEMZ = FREE
X = -4.0 kNY = FREEZ = FREEMX = FREEMY = FREEMZ = FREE
Load 2XY
Z
WL reactions
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Print Time/Date: 06/11/2014 13:50 Print Run 16 of 16STAAD.Pro V8i (SELECTseries 4) 20.07.09.31
X = -11.3 kNY = 0.0 kNZ = 35.1 kNMX = FREEMY = FREEMZ = FREE
X = -11.4 kNY = 0.0 kNZ = -24.2 kNMX = FREEMY = FREEMZ = FREE
X = -6.3 kNY = FREEZ = FREEMX = FREEMY = FREEMZ = FREE
Load 4XY
Z
Ultimate.reaction(1.35+1.5)