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1/33
Project Structura generala
Part Calcul
Description -
Author Marian ARGESEANU
1. Project
Licence name Argeseanu SRL
National code EC - EN
Structure Frame XYZ
No. of nodes : 21
No. of beams : 24
No. of slabs : 0
No. of used profiles : 3
No. of load cases : 2
No. of used materials: 1
Project filename Conveior hala PI la 3 m.esa
Project file path D:\0\SciaESA\
Project Structura generala
Part Calcul
Description -
Author Marian ARGESEANUDate 26. 11. 2010
Acceleration of gravity [m/sec2] 9.810
Version Scia Engineer 9.0.158
Functionality DynamicsSeismic
Initial stressSubsoil
NonlinearityInitial deformations and curvatureII. order - geometrical nonli nearity
Beam local nonli nearitySupport nonlinearity
Friction supportAnalysis after analysis
StabilityClimatic loads
PrestressingDate
PipelinesStructural model
ParametersMobile loads
SteelPlastic hinges
Fire resistanceOverview drawings
Frame connection
Pinned connectionsGrid pinned connections
Bolted diagonal connectionsConnection monodrawings
External Application Checks
Load description Presiune vant conf. cu EC1V bo 26.20 viteza de baza vant ... m/sC dir 1.00 factor de directieC -sezon 1.00 factor sezonC s au 1.00 factor ortografiek l 1.00 factor tubularC prob 1.00 factor de probabilitatero 1.25 kg/m3 densitate aerProbabilitate
p 2.00 [%] probabilitatea p pentru depasire anualaK 0.20 factor de forman 0.50 exponent
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Project Structura generala
Part Calcul
Description -
Author Marian ARGESEANU
Load description Rugozitate - categoria 0Kr 0.156z 0 0.003z min 1.00
Presiune interna - fara presiune internaadancime 100.00 m inaltimea cladiriiinaltime z0 0.00 m nivel de referinta al terenuluiEC - normativzapadaSk 1.00 kN/m2 valoarea caracteristicaa incarcariidin zapadaCe 1.00 coeficientde expunereCt 1.00 coeficienttermicCesl 2.00 coef. de zapada exceptional
Combi description Factori combinatii incarcare :Factorul act. perm.- defav. 1.35Factorul act. perm.- favor. 1.00
Factor partial de pretens. - favorabil 1.00Factor partial de pretens. - nefavorabil 1.20
Factor partial ce conduce la o actiune variabila 1.50Factor partial fata de o actiune variabila 1.50
Factor de reducere 0.85Factor pentru contractiilebetonului 1.00
2. Cross-sections
Name CS 1
Type HSS168.3X6.4
Source description CD-ROM Database AISC Shapes Database / Version 3.0 / 2001
Item material S 235
Fabrication cold formed
Buckling y-y, z-z c c
Picture
A [m2] 3.0200e-03
A y, z [m2] 1.9226e-03 1.9226e-03
I y, z [m4] 9.9600e-06 9.9600e-06
I w [m6], t [m4] 0.0000e+00 2.1213e-05
Wel y, z [m3] 1.1800e-04 1.1800e-04
Wpl y, z [m3] 1.6717e-04 1.6717e-04
d y, z [mm] 0 0
c YSCL, ZSCL [mm] 0 0
alfa [deg] 0.00
AL [m2/m] 5.2776e-01
Name CS 2
Type I160
Source description Stahl im Hochbau / 14.Auflage Band I / Teil 1
Item material S 235
Fabrication rolled
Buckling y-y, z-z a b
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Project Structura generala
Part Calcul
Description -
Author Marian ARGESEANU
Picture
A [m2] 2.2800e-03
A y, z [m2] 1.1581e-03 8.8149e-04
I y, z [m4] 9.3500e-06 5.4700e-07
I w [m6], t [m4] 3.6702e-09 6.5700e-08
Wel y, z [m3] 1.1700e-04 1.4800e-05
Wpl y, z [m3] 1.3600e-04 2.4800e-05
d y, z [mm] 0 0
c YSCL, ZSCL [mm] 37 80alfa [deg] 0.00
AL [m2/m] 5.7304e-01
Name CS 3
Type I140
Source description Stahl im Hochbau / 14.Auflage Band I / Teil 1
Item material S 235
Fabrication rolled
Buckling y-y, z-z a b
Picture
A [m2] 1.8200e-03
A y, z [m2] 9.3254e-04 6.9391e-04
I y, z [m4] 5.7300e-06 3.5200e-07
I w [m6], t [m4] 1.7969e-09 4.3200e-08
Wel y, z [m3] 8.1900e-05 1.0700e-05
Wpl y, z [m3] 9.5400e-05 1.7900e-05
d y, z [mm] 0 0c YSCL, ZSCL [mm] 33 70
alfa [deg] 0.00
AL [m2/m] 5.0543e-01
3. Materials
Name Type Unit mass
[kg/m3]
Modul E
[daN/cm2]
Poisson - nu G mod
[daN/cm2]
Thermal exp
[m/mK]
S 235 Steel 7850.00 2.1000e+06 0.3 8.0769e+05 0.00
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Project Structura generala
Part Calcul
Description -
Author Marian ARGESEANU
4. Schema incarcarilor
5. Type of stressing
Type 1
Type 2
Type 3
Type 4
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Project Structura generala
Part Calcul
Description -
Author Marian ARGESEANU
Type 5
6. Load cases
Name Action type LoadGroup Load type Direction
LC1 Permanent LG1 Self weight -Z
LC2 Permanent LG1 Standard
7. Combinations
Name Type Load cases Coeff.
[-]
CO1 Envelope - ultimate LC1 1.00
Name Type Load cases Coeff.
[-]
CO1 Envelope - ultimate LC2 1.20
8. Member 1D
N ame C ros sSec tion Length
[m]
Shape Beg. node End node Type FEM type Layer
B1 CS1 - HSS168.3X6.4 2.300 Line N1 N2 column (100) standard Layer1
B2 CS1 - HSS168.3X6.4 2.300 Line N3 N4 column (100) standard Layer1
B4 CS1 - HSS168.3X6.4 2.300 Line N7 N8 column (100) standard Layer1
B5 CS1 - HSS168.3X6.4 2.300 Line N9 N10 column (100) standard Layer1
B7 CS1 - HSS168.3X6.4 2.300 Line N13 N14 column (100) standard Layer1
B8 CS1 - HSS168.3X6.4 2.300 Line N15 N16 column (100) standard Layer1
B12 CS3 - I140 3.000 Line N5 N11 beam (80) standard Layer1
B13 CS3 - I140 3.000 Line N11 N17 beam (80) standard Layer1
B14 CS3 - I140 3.000 Line N19 N20 beam (80) standard Layer1
B15 CS3 - I140 3.000 Line N20 N21 beam (80) standard Layer1
B16 CS3 - I140 3.000 Line N6 N12 beam (80) standard Layer1
B17 CS3 - I140 3.000 Line N12 N18 beam (80) standard Layer1B18 CS2 - I160 0.600 Line N5 N2 beam (80) standard Layer1
B19 CS2 - I160 0.600 Line N2 N19 beam (80) standard Layer1
B20 CS2 - I160 0.600 Line N19 N4 beam (80) standard Layer1
B21 CS2 - I160 0.600 Line N4 N6 beam (80) standard Layer1
B22 CS2 - I160 0.600 Line N11 N8 beam (80) standard Layer1
B23 CS2 - I160 0.600 Line N8 N20 beam (80) standard Layer1
B24 CS2 - I160 0.600 Line N20 N10 beam (80) standard Layer1
B25 CS2 - I160 0.600 Line N10 N12 beam (80) standard Layer1
B26 CS2 - I160 0.600 Line N17 N14 beam (80) standard Layer1
B27 CS2 - I160 0.600 Line N14 N21 beam (80) standard Layer1
B28 CS2 - I160 0.600 Line N21 N16 beam (80) standard Layer1
B29 CS2 - I160 0.600 Line N16 N18 beam (80) standard Layer1
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Project Structura generala
Part Calcul
Description -
Author Marian ARGESEANU
9. Supports in node
Name Node Type X Y Z Rx Ry Rz
Sn1 N1 Standard Rigid Rigid Rigid Rigid Rigid Rigid
Sn2 N3 Standard Rigid Rigid Rigid Rigid Rigid RigidSn3 N7 Standard Rigid Rigid Rigid Rigid Rigid Rigid
Sn4 N9 Standard Rigid Rigid Rigid Rigid Rigid Rigid
Sn5 N13 Standard Rigid Rigid Rigid Rigid Rigid Rigid
Sn6 N15 Standard Rigid Rigid Rigid Rigid Rigid Rigid
10. Point forces on beam
Name Member System F
[daN]
x Coor Rep (n)
Load case Dir Type Orig
F1 B12 GCS -500.00 0.250 Rela 1
LC2 Z Force From start
F2 B14 GCS -500.00 0.250 Rela 1
LC2 Z Force From start
F3 B16 GCS -500.00 0.250 Rela 1
LC2 Z Force From start
F4 B13 GCS -500.00 0.250 Rela 1
LC2 Z Force From start
F5 B15 GCS -500.00 0.250 Rela 1
LC2 Z Force From start
F6 B17 GCS -500.00 0.250 Rela 1
LC2 Z Force From start
F7 B12 GCS -500.00 0.500 Rela 1LC2 Z Force From start
F8 B14 GCS -500.00 0.500 Rela 1
LC2 Z Force From start
F9 B16 GCS -500.00 0.500 Rela 1
LC2 Z Force From start
F10 B13 GCS -500.00 0.500 Rela 1
LC2 Z Force From start
F11 B15 GCS -500.00 0.500 Rela 1
LC2 Z Force From start
F12 B17 GCS -500.00 0.500 Rela 1
LC2 Z Force From start
F13 B12 GCS -500.00 0.750 Rela 1
LC2 Z Force From start
F14 B14 GCS -500.00 0.750 Rela 1
LC2 Z Force From start
F15 B16 GCS -500.00 0.750 Rela 1
LC2 Z Force From start
F16 B13 GCS -500.00 0.750 Rela 1
LC2 Z Force From start
F17 B15 GCS -500.00 0.750 Rela 1
LC2 Z Force From start
F18 B17 GCS -500.00 0.750 Rela 1
LC2 Z Force From start
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Project Structura generala
Part Calcul
Description -
Author Marian ARGESEANU
Node Case Ux[mm]
Uy[mm]
Uz[mm]
N19 CO1/1 0.0 0.0 0.1
N20 CO1/1 0.0 0.0 0.2
N21 CO1/1 0.0 0.0 0.1
14. Reactions
Linear cal culation,Extreme : NodeSelection : AllCombinations : CO 1
Support Case Rx
[daN]
Ry
[daN]
Rz
[daN]
Mx
[daNm]
My
[daNm]
Mz
[daNm]
Sn1/N1 CO1/1 -102.49 4.13 1047.24 -2.74 -78.48 0.14
Sn2/N3 CO1/1 102.49 4.13 1047.24 -2.74 78.48 -0.14
Sn3/N7 CO1/1 -364.36 0.00 3655.34 0.00 -278.98 0.00
Sn4/N9 CO1/1 364.36 0.00 3655.34 0.00 278.98 0.00
Sn5/N13 CO1/1 -102.49 -4.13 1047.24 2.74 -78.48 -0.14
Sn6/N15 CO1/1 102.49 -4.13 1047.24 2.74 78.48 0.14
15. Resultant
Linear calculation,Extrem e : GlobalSelection : AllCombinations : CO 1
Case Rx
[daN]
Ry
[daN]
Rz
[daN]
Mx
[daNm]
My
[daNm]
Mz
[daNm]
CO1/1 0.00 0.00 11499.64 0.00 0.00 0.00
Central point :
X
[m]
Y
[m]
Z
[m]
0.600 3.000 0.000
16. Nodal space support resultant
Linear calculation,Extreme : NoSelection : AllCombinations : CO 1
Case Support Extreme hor. component
[daN]
resultant
[daN]
Angle
[deg]
slope
[-]
Rx
[daN]
Ry
[daN]
Rz
[daN]
CO1/1 Sn1/N1 Rx 102.58 1052.25 87.69 10.21 -102.49 4.13 1047.24
CO1/1 Sn1/N1 Rx 102.58 1052.25 87.69 10.21 -102.49 4.13 1047.24
CO1/1 Sn1/N1 Ry 102.58 1052.25 87.69 10.21 -102.49 4.13 1047.24
CO1/1 Sn1/N1 Ry 102.58 1052.25 87.69 10.21 -102.49 4.13 1047.24
CO1/1 Sn1/N1 Rz 102.58 1052.25 87.69 10.21 -102.49 4.13 1047.24
CO1/1 Sn1/N1 Rz 102.58 1052.25 87.69 10.21 -102.49 4.13 1047.24
CO1/1 Sn2/N3 Rx 102.58 1052.25 2.31 10.21 102.49 4.13 1047.24
CO1/1 Sn2/N3 Rx 102.58 1052.25 2.31 10.21 102.49 4.13 1047.24
CO1/1 Sn2/N3 Ry 102.58 1052.25 2.31 10.21 102.49 4.13 1047.24
CO1/1 Sn2/N3 Ry 102.58 1052.25 2.31 10.21 102.49 4.13 1047.24
CO1/1 Sn2/N3 Rz 102.58 1052.25 2.31 10.21 102.49 4.13 1047.24
CO1/1 Sn2/N3 Rz 102.58 1052.25 2.31 10.21 102.49 4.13 1047.24
CO1/1 Sn3/N7 Rx 364.36 3673.45 -90.00 10.03 -364.36 0.00 3655.34
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Project Structura generala
Part Calcul
Description -
Author Marian ARGESEANU
Case Support Extreme hor. component[daN]
resultant[daN]
Angle[deg]
slope[-]
Rx[daN]
Ry[daN]
Rz[daN]
CO1/1 Sn3/N7 Rx 364.36 3673.45 -90.00 10.03 -364.36 0.00 3655.34
CO1/1 Sn3/N7 Ry 364.36 3673.45 -90.00 10.03 -364.36 0.00 3655.34
CO1/1 Sn3/N7 Ry 364.36 3673.45 -90.00 10.03 -364.36 0.00 3655.34
CO1/1 Sn3/N7 Rz 364.36 3673.45 -90.00 10.03 -364.36 0.00 3655.34
CO1/1 Sn3/N7 Rz 364.36 3673.45 -90.00 10.03 -364.36 0.00 3655.34
CO1/1 Sn4/N9 Rx 364.36 3673.45 -68.20 10.03 364.36 0.00 3655.34
CO1/1 Sn4/N9 Rx 364.36 3673.45 -68.20 10.03 364.36 0.00 3655.34
CO1/1 Sn4/N9 Ry 364.36 3673.45 -68.20 10.03 364.36 0.00 3655.34
CO1/1 Sn4/N9 Ry 364.36 3673.45 -68.20 10.03 364.36 0.00 3655.34
CO1/1 Sn4/N9 Rz 364.36 3673.45 -68.20 10.03 364.36 0.00 3655.34
CO1/1 Sn4/N9 Rz 364.36 3673.45 -68.20 10.03 364.36 0.00 3655.34
CO1/1 Sn5/N13 Rx 102.58 1052.25 92.31 10.21 -102.49 -4.13 1047.24
CO1/1 Sn5/N13 Rx 102.58 1052.25 92.31 10.21 -102.49 -4.13 1047.24
CO1/1 Sn5/N13 Ry 102.58 1052.25 92.31 10.21 -102.49 -4.13 1047.24
CO1/1 Sn5/N13 Ry 102.58 1052.25 92.31 10.21 -102.49 -4.13 1047.24CO1/1 Sn5/N13 Rz 102.58 1052.25 92.31 10.21 -102.49 -4.13 1047.24
CO1/1 Sn5/N13 Rz 102.58 1052.25 92.31 10.21 -102.49 -4.13 1047.24
CO1/1 Sn6/N15 Rx 102.58 1052.25 -81.00 10.21 102.49 -4.13 1047.24
CO1/1 Sn6/N15 Rx 102.58 1052.25 -81.00 10.21 102.49 -4.13 1047.24
CO1/1 Sn6/N15 Ry 102.58 1052.25 -81.00 10.21 102.49 -4.13 1047.24
CO1/1 Sn6/N15 Ry 102.58 1052.25 -81.00 10.21 102.49 -4.13 1047.24
CO1/1 Sn6/N15 Rz 102.58 1052.25 -81.00 10.21 102.49 -4.13 1047.24
CO1/1 Sn6/N15 Rz 102.58 1052.25 -81.00 10.21 102.49 -4.13 1047.24
17. Intensity on member
Linear calculation,Extrem e : Global
Selection : AllCombinations : CO 1
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Project Structura generala
Part Calcul
Description -
Author Marian ARGESEANU
Member Case dx[m]
Normal -[daN/cm2]
Normal +[daN/cm2]
Shear[daN/cm2]
von Mises[daN/cm2]
Fatigue[daN/cm2]
Kappa[-]
B8 CO1 0.383 -67.4 0.0 6.8 67.4 0.0 0.00
B8 CO1 0.000 -100.9 31.5 6.8 100.9 0.0 0.00
B12 CO1 3.000 -980.2 980.1 176.8 983.5 0.0 0.00
B12 CO1 0.000 -5.7 5.5 99.4 172.1 0.0 0.00
B12 CO1 1.500 -627.0 626.8 9.0 627.1 0.0 0.00
B12 CO1 2.250 -103.3 103.1 88.0 152.4 0.0 0.00
B13 CO1 0.000 -980.2 980.1 176.8 983.5 0.0 0.00
B13 CO1 3.000 -5.7 5.5 99.4 172.1 0.0 0.00
B13 CO1 1.500 -627.0 626.8 9.0 627.1 0.0 0.00
B13 CO1 0.750 -103.3 103.1 88.0 152.4 0.0 0.00
B14 CO1 3.000 -1054.3 1053.6 175.5 1057.0 0.0 0.00
B14 CO1 0.000 -7.7 7.1 92.4 160.1 0.0 0.00
B14 CO1 1.500 -588.4 587.7 2.1 588.4 0.0 0.00
B14 CO1 2.250 -47.1 46.4 86.7 150.2 0.0 0.00
B15 CO1 0.000 -1054.3 1053.6 175.5 1057.0 0.0 0.00
B15 CO1 3.000 -7.7 7.1 92.4 160.1 0.0 0.00
B15 CO1 1.500 -588.4 587.7 2.1 588.4 0.0 0.00
B15 CO1 0.750 -47.1 46.4 86.7 150.2 0.0 0.00
B16 CO1 3.000 -980.2 980.1 176.8 983.5 0.0 0.00
B16 CO1 0.000 -5.7 5.5 99.4 172.1 0.0 0.00
B16 CO1 1.500 -627.0 626.8 9.0 627.1 0.0 0.00
B16 CO1 2.250 -103.3 103.1 88.0 152.4 0.0 0.00
B17 CO1 0.000 -980.2 980.1 176.8 983.5 0.0 0.00
B17 CO1 3.000 -5.7 5.5 99.4 172.1 0.0 0.00
B17 CO1 1.500 -627.0 626.8 9.0 627.1 0.0 0.00
B17 CO1 0.750 -103.3 103.1 88.0 152.4 0.0 0.00
B18 CO1 0.600 -343.8 343.8 112.4 362.1 0.0 0.00B18 CO1 0.000 -1.0 1.0 111.2 192.5 0.0 0.00
B19 CO1 0.000 -205.7 214.6 66.9 228.8 0.0 0.00
B19 CO1 0.600 -40.3 49.3 65.7 113.9 0.0 0.00
B20 CO1 0.600 -205.7 214.6 66.9 228.8 0.0 0.00
B20 CO1 0.000 -40.3 49.3 65.7 113.9 0.0 0.00
B21 CO1 0.000 -343.8 343.8 112.4 362.1 0.0 0.00
B21 CO1 0.600 -1.0 1.0 111.2 192.5 0.0 0.00
B22 CO1 0.600 -1221.0 1221.0 274.4 1226.7 0.0 0.00
B22 CO1 0.000 -0.5 0.5 273.2 473.3 0.0 0.00
B23 CO1 0.000 -726.7 758.7 140.1 761.0 0.0 0.00
B23 CO1 0.600 -104.6 136.5 138.9 241.0 0.0 0.00
B24 CO1 0.600 -726.7 758.7 140.1 761.0 0.0 0.00B24 CO1 0.000 -104.6 136.5 138.9 241.0 0.0 0.00
B25 CO1 0.000 -1221.0 1221.0 274.4 1226.7 0.0 0.00
B25 CO1 0.600 -0.5 0.5 273.2 473.3 0.0 0.00
B26 CO1 0.600 -343.8 343.8 112.4 362.1 0.0 0.00
B26 CO1 0.000 -1.0 1.0 111.2 192.5 0.0 0.00
B27 CO1 0.000 -205.6 214.6 66.9 228.8 0.0 0.00
B27 CO1 0.600 -40.3 49.3 65.7 113.9 0.0 0.00
B28 CO1 0.600 -205.6 214.6 66.9 228.8 0.0 0.00
B28 CO1 0.000 -40.3 49.3 65.7 113.9 0.0 0.00
B29 CO1 0.000 -343.8 343.8 112.4 362.1 0.0 0.00
B29 CO1 0.600 -1.0 1.0 111.2 192.5 0.0 0.00
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Project Structura generala
Part Calcul
Description -
Author Marian ARGESEANU
20. Shear in joint
Linear calculation,Extrem e : MemberSelection : All
Combinations : CO 1Named joint : All joins - envelope, dx/h : 0.10
21. Relative deformation
Linear cal culation,Extreme : Global, System : PrincipalSelection : AllCombinations : CO 1
Case - combination Member dx
[m]
uy
[mm]
Rel uy
[1/xx]
uz
[mm]
Rel uz
[1/xx]
CO1/1 B16 1.125 0.0 1/10000 -3.6 1/1689
CO1/1 B12 1.125 0.0 1/10000 -3.6 1/1689
CO1/1 B26 0.600 0.0 1/10000 0.0 0
CO1/1 B18 0.600 0.0 1/10000 0.0 0CO1/1 B12 1.500 0.0 1/10000 -3.7 1/1616
CO1/1 B5 1.533 0.0 0 0.5 1/4386
CO1/1 B22 0.000 0.0 0 -1.8 1/334
CO1/1 B23 0.600 0.0 0 0.4 1/3420
22. Bill of material
Name Mass
[kg]
Surface
[m2]
Volume
[m3]
Total results : 713.19 20.507 9.0852e-02
CSS Material Unit mass[kg/m]
Length[m]
Mass[kg]
Surface[m2]
Unit volume mass[kg/m3]
Volume[m3]
CS1 - HSS168.3X6.4 S 235 23.71 13.800 327.16 7.283 7850.00 4.1676e-02
CS2 - I160 S 235 17.90 7.200 128.87 4.126 7850.00 1.6416e-02
CS3 - I140 S 235 14.29 18.000 257.17 9.098 7850.00 3.2760e-02
23. Check of steel
EC3 : EN 1993 Code Check
Member B1 HSS(CHS)168.3X6.4 S 235 LC1 0.00
NEd[daN]
Vy,Ed[daN]
Vz,Ed[daN]
TEd[daNm]
My,Ed[daNm]
Mz,Ed[daNm]
-98.64 0.08 2.88 0.00 -2.21 -0.05
The critical check is on position 0.00 m
Buckling parameters yy zz
type sway non-sway
Slenderness 45.08 29.29
Reduced sl en de rne ss 0.48 0.31
Buckling curve c c
Im perfection 0.49 0.49
Reduction factor 0.85 0.94
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Project Structura generala
Part Calcul
Description -
Author Marian ARGESEANU
Buckling parameters yy zz
Length 2.30 2.30 m
Buckling factor 1.13 0.73
Buckling length 2.59 1.68 m
Critical Euler load 308037.82 729777.51 daN
LTB
LTB length 2.30 m
k 1.00
kw 1.00
C1 2.70
C2 0.00
C3 0.68
load in center of gravity
SECTION CHECK
Compression check 0.00 < 1
Shear check (Vy) 0.00 < 1
Shear check (Vz) 0.00 < 1
Bending moment check (My) 0.00 < 1
Bending moment check (Mz) 0.00 < 1
M 0.00 < 1
STABILITY CHECK
Buckling 0.00 < 1
LTB 0.00 < 1
Compression+ Mome nt 0.00 < 1
Compression+ Mome nt 0.00 < 1
EC3 : EN 1993 Code Check
Member B2 HSS(CHS)168.3X6.4 S 235 LC1 0.00
NEd[daN]
Vy,Ed[daN]
Vz,Ed[daN]
TEd[daNm]
My,Ed[daNm]
Mz,Ed[daNm]
-98.64 0.08 -2.88 -0.00 2.21 -0.05
The critical check is on position 0.00 m
Buckling parameters yy zz
type sway non-sway
Slenderness 45.05 29.29
Reduced sl en de rne ss 0.48 0.31
Buckling curve c c
Im perfection 0.49 0.49
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Project Structura generala
Part Calcul
Description -
Author Marian ARGESEANU
Buckling parameters yy zz
Reduction factor 0.85 0.94
Length 2.30 2.30 m
Buckling factor 1.12 0.73
Buckling length 2.59 1.68 m
Critical Euler load 308351.76 729777.54 daN
LTB
LTB length 2.30 m
k 1.00
kw 1.00
C1 2.70
C2 0.00C3 0.68
load in center of gravity
SECTION CHECK
Compression check 0.00 < 1
Shear check (Vy) 0.00 < 1
Shear check (Vz) 0.00 < 1
Bending moment check (My) 0.00 < 1
Bending moment check (Mz) 0.00 < 1
M 0.00 < 1
STABILITY CHECK
Buckling 0.00 < 1
LTB 0.00 < 1
Compression+ Mome nt 0.00 < 1
Compression+ Mome nt 0.00 < 1
EC3 : EN 1993 Code Check
Member B4 HSS(CHS)168.3X6.4 S 235 LC1 0.01
NEd
[daN]
Vy,Ed
[daN]
Vz,Ed
[daN]
TEd
[daNm]
My,Ed
[daNm]
Mz,Ed
[daNm]
-152.55 0.00 8.29 -0.00 -6.35 -0.00
The critical check is on position 0.00 m
Buckling parameters yy zz
type sway non-sway
Slenderness 45.17 29.29
Reduced sl en de rne ss 0.48 0.31
Buckling curve c c
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Project Structura generala
Part Calcul
Description -
Author Marian ARGESEANU
Buckling parameters yy zz
Im perfection 0.49 0.49
Reduction factor 0.85 0.94
Length 2.30 2.30 m
Buckling factor 1.13 0.73
Buckling length 2.59 1.68 m
Critical Euler load 306789.94 729827.42 daN
LTB
LTB length 2.30 m
k 1.00
kw 1.00
C1 2.70C2 0.00
C3 0.68
load in center of gravity
SECTION CHECK
Compression check 0.00 < 1
Shear check (Vz) 0.00 < 1
Bending moment check (My) 0.00 < 1
M 0.00 < 1
STABILITY CHECK
Buckling 0.00 < 1
LTB 0.00 < 1
Compression+ Mome nt 0.01 < 1
Compression+ Mome nt 0.00 < 1
EC3 : EN 1993 Code Check
Member B5 HSS(CHS)168.3X6.4 S 235 LC1 0.01
NEd[daN]
Vy,Ed[daN]
Vz,Ed[daN]
TEd[daNm]
My,Ed[daNm]
Mz,Ed[daNm]
-152.55 0.00 -8.29 -0.00 6.35 -0.00
The critical check is on position 0.00 m
Buckling parameters yy zz
type sway non-sway
Slenderness 45.17 29.29
Reduced sl en de rne ss 0.48 0.31
Buckling curve c c
Im perfection 0.49 0.49
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Project Structura generala
Part Calcul
Description -
Author Marian ARGESEANU
Buckling parameters yy zz
Reduction factor 0.85 0.94
Length 2.30 2.30 m
Buckling factor 1.13 0.73
Buckling length 2.59 1.68 m
Critical Euler load 306789.94 729827.42 daN
LTB
LTB length 2.30 m
k 1.00
kw 1.00
C1 2.70
C2 0.00C3 0.68
load in center of gravity
SECTION CHECK
Compression check 0.00 < 1
Shear check (Vz) 0.00 < 1
Bending moment check (My) 0.00 < 1
M 0.00 < 1
STABILITY CHECK
Buckling 0.00 < 1
LTB 0.00 < 1
Compression+ Mome nt 0.01 < 1
Compression+ Mome nt 0.00 < 1
EC3 : EN 1993 Code Check
Member B7 HSS(CHS)168.3X6.4 S 235 LC1 0.00
NEd
[daN]
Vy,Ed
[daN]
Vz,Ed
[daN]
TEd
[daNm]
My,Ed
[daNm]
Mz,Ed
[daNm]
-98.64 -0.08 2.88 -0.00 -2.21 0.05
The critical check is on position 0.00 m
Buckling parameters yy zz
type sway non-sway
Slenderness 45.05 29.29
Reduced sl en de rne ss 0.48 0.31
Buckling curve c c
Im perfection 0.49 0.49
Reduction factor 0.85 0.94
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Project Structura generala
Part Calcul
Description -
Author Marian ARGESEANU
Buckling parameters yy zz
Length 2.30 2.30 m
Buckling factor 1.12 0.73
Buckling length 2.59 1.68 m
Critical Euler load 308351.76 729777.54 daN
LTB
LTB length 2.30 m
k 1.00
kw 1.00
C1 2.70
C2 0.00
C3 0.68
load in center of gravity
SECTION CHECK
Compression check 0.00 < 1
Shear check (Vy) 0.00 < 1
Shear check (Vz) 0.00 < 1
Bending moment check (My) 0.00 < 1
Bending moment check (Mz) 0.00 < 1
M 0.00 < 1
STABILITY CHECK
Buckling 0.00 < 1
LTB 0.00 < 1
Compression+ Mome nt 0.00 < 1
Compression+ Mome nt 0.00 < 1
EC3 : EN 1993 Code Check
Member B8 HSS(CHS)168.3X6.4 S 235 LC1 0.00
NEd[daN]
Vy,Ed[daN]
Vz,Ed[daN]
TEd[daNm]
My,Ed[daNm]
Mz,Ed[daNm]
-98.64 -0.08 -2.88 0.00 2.21 0.05
The critical check is on position 0.00 m
Buckling parameters yy zz
type sway non-sway
Slenderness 45.08 29.29
Reduced sl en de rne ss 0.48 0.31
Buckling curve c c
Im perfection 0.49 0.49
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Project Structura generala
Part Calcul
Description -
Author Marian ARGESEANU
Buckling parameters yy zz
Reduction factor 0.85 0.94
Length 2.30 2.30 m
Buckling factor 1.13 0.73
Buckling length 2.59 1.68 m
Critical Euler load 308037.81 729777.51 daN
LTB
LTB length 2.30 m
k 1.00
kw 1.00
C1 2.70
C2 0.00C3 0.68
load in center of gravity
SECTION CHECK
Compression check 0.00 < 1
Shear check (Vy) 0.00 < 1
Shear check (Vz) 0.00 < 1
Bending moment check (My) 0.00 < 1
Bending moment check (Mz) 0.00 < 1
M 0.00 < 1
STABILITY CHECK
Buckling 0.00 < 1
LTB 0.00 < 1
Compression+ Mome nt 0.00 < 1
Compression+ Mome nt 0.00 < 1
EC3 : EN 1993 Code Check
Member B12 I140 S 235 LC1 0.01
NEd
[daN]
Vy,Ed
[daN]
Vz,Ed
[daN]
TEd
[daNm]
My,Ed
[daNm]
Mz,Ed
[daNm]
-0.02 0.00 -25.86 0.01 -14.58 0.00
The critical check is on position 3.00 m
Buckling parameters yy zz
type sway non-sway
Slenderness 134.64 215.71
Reduced slenderness 1.43 2.30
Buckling curve a b
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8/9/2019 Pi La 3 m Si 1500 Kg
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22/33
Project Structura generala
Part Calcul
Description -
Author Marian ARGESEANU
Buckling parameters yy zz
Im perfection 0.21 0.34
Reduction factor 0.40 0.16
Length 6.00 3.00 m
Buckling factor 1.26 1.00
Buckling length 7.59 3.00 m
Critical Euler load 20633.28 8106.64 daN
Warning: slenderness 215.71 is larger then 200.00 !
LTB
LTB length 3.00 m
k 1.00
kw 1.00C1 1.58
C2 0.65
C3 2.64
load in center of gravity
SECTION CHECK
Compression check 0.00 < 1
Shear check (Vz) 0.00 < 1
Bending moment check (My) 0.01 < 1
M 0.01 < 1
STABILITY CHECK
Buckling 0.00 < 1
LTB 0.01 < 1
Compression+ Mome nt 0.01 < 1
Compression+ Mome nt 0.00 < 1
EC3 : EN 1993 Code Check
Member B16 I140 S 235 LC1 0.01
NEd
[daN]
Vy,Ed
[daN]
Vz,Ed
[daN]
TEd
[daNm]
My,Ed
[daNm]
Mz,Ed
[daNm]
-0.02 -0.00 -25.86 -0.01 -14.58 -0.00
The critical check is on position 3.00 m
Buckling parameters yy zz
type sway non-sway
Slenderness 134.64 215.71
Reduced slenderness 1.43 2.30
Buckling curve a b
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Project Structura generala
Part Calcul
Description -
Author Marian ARGESEANU
Buckling parameters yy zz
Im perfection 0.21 0.34
Reduction factor 0.40 0.16
Length 6.00 3.00 m
Buckling factor 1.26 1.00
Buckling length 7.55 3.00 m
Critical Euler load 20807.21 8106.64 daN
Warning: slenderness 215.71 is larger then 200.00 !
LTB
LTB length 3.00 m
k 1.00
kw 1.00C1 1.56
C2 0.72
C3 2.64
load in center of gravity
SECTION CHECK
Shear check (Vz) 0.00 < 1
Bending moment check (My) 0.01 < 1
Bending moment check (Mz) 0.00 < 1
M 0.01 < 1
STABILITY CHECK
Buckling 0.00 < 1
LTB 0.01 < 1
Compression+ Mome nt 0.01 < 1
Compression+ Mome nt 0.00 < 1
EC3 : EN 1993 Code Check
Member B17 I140 S 235 LC1 0.01
NEd
[daN]
Vy,Ed
[daN]
Vz,Ed
[daN]
TEd
[daNm]
My,Ed
[daNm]
Mz,Ed
[daNm]
-0.02 0.00 25.86 0.01 -14.58 -0.00
The critical check is on position 0.00 m
Buckling parameters yy zz
type sway non-sway
Slenderness 134.64 215.71
Reduced slenderness 1.43 2.30
Buckling curve a b
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Project Structura generala
Part Calcul
Description -
Author Marian ARGESEANU
Buckling parameters yy zz
Im perfection 0.21 0.34
Reduction factor 0.40 0.16
Length 6.00 3.00 m
Buckling factor 1.26 1.00
Buckling length 7.55 3.00 m
Critical Euler load 20807.21 8106.64 daN
Warning: slenderness 215.71 is larger then 200.00 !
LTB
LTB length 3.00 m
k 1.00
kw 1.00C1 1.56
C2 0.72
C3 2.64
load in center of gravity
SECTION CHECK
Shear check (Vz) 0.00 < 1
Bending moment check (My) 0.01 < 1
Bending moment check (Mz) 0.00 < 1
M 0.01 < 1
STABILITY CHECK
Buckling 0.00 < 1
LTB 0.01 < 1
Compression+ Mome nt 0.01 < 1
Compression+ Mome nt 0.00 < 1
EC3 : EN 1993 Code Check
Member B18 I160 S 235 LC1 0.00
NEd
[daN]
Vy,Ed
[daN]
Vz,Ed
[daN]
TEd
[daNm]
My,Ed
[daNm]
Mz,Ed
[daNm]
-0.00 -0.02 -26.72 -0.07 -12.88 -0.01
The critical check is on position 0.60 m
LTB
LTB length 1.20 m
k 1.00
kw 1.00
C1 1.37
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Project Structura generala
Part Calcul
Description -
Author Marian ARGESEANU
LTB
C2 0.53
C3 1.73
load in center of gravity
SECTION CHECK
Shear check (Vy) 0.00 < 1
Shear check (Vz) 0.00 < 1
Bending moment check (My) 0.00 < 1
Bending moment check (Mz) 0.00 < 1
M 0.00 < 1
STABILITY CHECKLTB 0.00 < 1
Compression+ Mome nt 0.00 < 1
Compression+ Mome nt 0.00 < 1
EC3 : EN 1993 Code Check
Member B19 I160 S 235 LC1 0.00
NEd
[daN]
Vy,Ed
[daN]
Vz,Ed
[daN]
TEd
[daNm]
My,Ed
[daNm]
Mz,Ed
[daNm]
2.88 0.05 18.42 0.06 -8.46 -0.02
The critical check is on position 0.00 m
LTB
LTB length 1.20 m
k 1.00
kw 1.00
C1 1.37
C2 0.53
C3 1.73
load in center of gravity
SECTION CHECK
Normal force check 0.00 < 1
Shear check (Vy) 0.00 < 1
Shear check (Vz) 0.00 < 1
Bending moment check (My) 0.00 < 1
Bending moment check (Mz) 0.00 < 1
M 0.00 < 1
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Project Structura generala
Part Calcul
Description -
Author Marian ARGESEANU
STABILITY CHECK
LTB 0.00 < 1
Compression+ Mome nt 0.00 < 1
Compression+ Mome nt 0.00 < 1
EC3 : EN 1993 Code Check
Member B20 I160 S 235 LC1 0.00
NEd
[daN]
Vy,Ed
[daN]
Vz,Ed
[daN]
TEd
[daNm]
My,Ed
[daNm]
Mz,Ed
[daNm]
2.88 -0.05 -18.42 -0.06 -8.46 -0.02
The critical check is on position 0.60 m
LTB
LTB length 1.20 m
k 1.00
kw 1.00
C1 1.38
C2 0.52
C3 1.73
load in center of gravity
SECTION CHECK
Normal force check 0.00 < 1
Shear check (Vy) 0.00 < 1
Shear check (Vz) 0.00 < 1
Bending moment check (My) 0.00 < 1
Bending moment check (Mz) 0.00 < 1
M 0.00 < 1
STABILITY CHECK
LTB 0.00 < 1
Compression+ Mome nt 0.00 < 1
Compression+ Mome nt 0.00 < 1
EC3 : EN 1993 Code Check
Member B21 I160 S 235 LC1 0.00
NEd[daN]
Vy,Ed[daN]
Vz,Ed[daN]
TEd[daNm]
My,Ed[daNm]
Mz,Ed[daNm]
-0.00 0.02 26.72 0.07 -12.88 -0.01
The critical check is on position 0.00 m
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Project Structura generala
Part Calcul
Description -
Author Marian ARGESEANU
LTB
LTB length 1.20 m
k 1.00
kw 1.00
C1 1.38
C2 0.52
C3 1.73
load in center of gravity
SECTION CHECK
Shear check (Vy) 0.00 < 1
Shear check (Vz) 0.00 < 1
Bending moment check (My) 0.00 < 1Bending moment check (Mz) 0.00 < 1
M 0.00 < 1
STABILITY CHECK
LTB 0.00 < 1
Compression+ Mome nt 0.00 < 1
Compression+ Mome nt 0.00 < 1
EC3 : EN 1993 Code Check
Member B22 I160 S 235 LC1 0.01
NEd[daN]
Vy,Ed[daN]
Vz,Ed[daN]
TEd[daNm]
My,Ed[daNm]
Mz,Ed[daNm]
0.00 -0.00 -62.26 0.00 -34.18 -0.00
The critical check is on position 0.60 m
LTB
LTB length 1.20 m
k 1.00
kw 1.00
C1 1.39
C2 0.51
C3 1.73
load in center of gravity
SECTION CHECK
Shear check (Vz) 0.00 < 1
Bending moment check (My) 0.01 < 1
M 0.01 < 1
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Project Structura generala
Part Calcul
Description -
Author Marian ARGESEANU
STABILITY CHECK
LTB 0.01 < 1
Compression+ Mome nt 0.01 < 1
Compression+ Mome nt 0.01 < 1
EC3 : EN 1993 Code Check
Member B23 I160 S 235 LC1 0.01
NEd
[daN]
Vy,Ed
[daN]
Vz,Ed
[daN]
TEd
[daNm]
My,Ed
[daNm]
Mz,Ed
[daNm]
8.29 0.00 36.80 0.00 -21.46 -0.00
The critical check is on position 0.00 m
LTB
LTB length 1.20 m
k 1.00
kw 1.00
C1 1.39
C2 0.51
C3 1.73
load in center of gravity
SECTION CHECK
Normal force check 0.00 < 1
Shear check (Vz) 0.00 < 1
Bending moment check (My) 0.01 < 1
M 0.01 < 1
STABILITY CHECK
LTB 0.01 < 1
Compression+ Mome nt 0.01 < 1
Compression+ Mome nt 0.00 < 1
EC3 : EN 1993 Code Check
Member B24 I160 S 235 LC1 0.01
NEd
[daN]
Vy,Ed
[daN]
Vz,Ed
[daN]
TEd
[daNm]
My,Ed
[daNm]
Mz,Ed
[daNm]
8.29 -0.00 -36.80 -0.00 -21.46 -0.00
The critical check is on position 0.60 m
LTB
LTB length 1.20 m
k 1.00
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Project Structura generala
Part Calcul
Description -
Author Marian ARGESEANU
LTB
kw 1.00
C1 1.40
C2 0.50
C3 1.73
load in center of gravity
SECTION CHECK
Normal force check 0.00 < 1
Shear check (Vz) 0.00 < 1
Bending moment check (My) 0.01 < 1
M 0.01 < 1
STABILITY CHECK
LTB 0.01 < 1
Compression+ Mome nt 0.01 < 1
Compression+ Mome nt 0.00 < 1
EC3 : EN 1993 Code Check
Member B25 I160 S 235 LC1 0.01
NEd
[daN]
Vy,Ed
[daN]
Vz,Ed
[daN]
TEd
[daNm]
My,Ed
[daNm]
Mz,Ed
[daNm]
0.00 -0.00 62.26 -0.00 -34.18 -0.00
The critical check is on position 0.00 m
LTB
LTB length 1.20 m
k 1.00
kw 1.00
C1 1.40
C2 0.50
C3 1.73
load in center of gravity
SECTION CHECK
Shear check (Vz) 0.00 < 1
Bending moment check (My) 0.01 < 1
M 0.01 < 1
STABILITY CHECK
LTB 0.01 < 1
Compression+ Mome nt 0.01 < 1
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Project Structura generala
Part Calcul
Description -
Author Marian ARGESEANU
STABILITY CHECK
Compression+ Mome nt 0.01 < 1
EC3 : EN 1993 Code Check
Member B26 I160 S 235 LC1 0.00
NEd
[daN]
Vy,Ed
[daN]
Vz,Ed
[daN]
TEd
[daNm]
My,Ed
[daNm]
Mz,Ed
[daNm]
-0.00 0.02 -26.72 0.07 -12.88 0.01
The critical check is on position 0.60 m
LTB
LTB length 1.20 m
k 1.00
kw 1.00
C1 1.37
C2 0.53
C3 1.73
load in center of gravity
SECTION CHECK
Shear check (Vy) 0.00 < 1
Shear check (Vz) 0.00 < 1
Bending moment check (My) 0.00 < 1
Bending moment check (Mz) 0.00 < 1
M 0.00 < 1
STABILITY CHECK
LTB 0.00 < 1
Compression+ Mome nt 0.00 < 1
Compression+ Mome nt 0.00 < 1
EC3 : EN 1993 Code Check
Member B27 I160 S 235 LC1 0.00
NEd
[daN]
Vy,Ed
[daN]
Vz,Ed
[daN]
TEd
[daNm]
My,Ed
[daNm]
Mz,Ed
[daNm]
2.88 -0.05 18.42 -0.06 -8.46 0.02
The critical check is on position 0.00 m
LTB
LTB length 1.20 m
k 1.00
kw 1.00
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Project Structura generala
Part Calcul
Description -
Author Marian ARGESEANU
LTB
C1 1.37
C2 0.53
C3 1.73
load in center of gravity
SECTION CHECK
Normal force check 0.00 < 1
Shear check (Vy) 0.00 < 1
Shear check (Vz) 0.00 < 1
Bending moment check (My) 0.00 < 1
Bending moment check (Mz) 0.00 < 1
M 0.00 < 1
STABILITY CHECK
LTB 0.00 < 1
Compression+ Mome nt 0.00 < 1
Compression+ Mome nt 0.00 < 1
EC3 : EN 1993 Code Check
Member B28 I160 S 235 LC1 0.00
NEd[daN]
Vy,Ed[daN]
Vz,Ed[daN]
TEd[daNm]
My,Ed[daNm]
Mz,Ed[daNm]
2.88 0.05 -18.42 0.06 -8.46 0.02
The critical check is on position 0.60 m
LTB
LTB length 1.20 m
k 1.00
kw 1.00
C1 1.38
C2 0.52
C3 1.73
load in center of gravity
SECTION CHECK
Normal force check 0.00 < 1
Shear check (Vy) 0.00 < 1
Shear check (Vz) 0.00 < 1
Bending moment check (My) 0.00 < 1
Bending moment check (Mz) 0.00 < 1
M 0.00 < 1
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Project Structura generala
Part Calcul
Description -
Author Marian ARGESEANU
STABILITY CHECK
LTB 0.00 < 1
Compression+ Mome nt 0.00 < 1Compression+ Mome nt 0.00 < 1
EC3 : EN 1993 Code Check
Member B29 I160 S 235 LC1 0.00
NEd
[daN]
Vy,Ed
[daN]
Vz,Ed
[daN]
TEd
[daNm]
My,Ed
[daNm]
Mz,Ed
[daNm]
-0.00 -0.02 26.72 -0.07 -12.88 0.01
The critical check is on position 0.00 m
LTB
LTB length 1.20 m
k 1.00
kw 1.00
C1 1.38
C2 0.52
C3 1.73
load in center of gravity
SECTION CHECK
Shear check (Vy) 0.00 < 1
Shear check (Vz) 0.00 < 1
Bending moment check (My) 0.00 < 1
Bending moment check (Mz) 0.00 < 1
M 0.00 < 1
STABILITY CHECK
LTB 0.00 < 1
Compression+ Mome nt 0.00 < 1
Compression+ Mome nt 0.00 < 1
24. Steel slenderness
Zveltete otel
Linear calculation
Member CS Name Part Sw ay y Ly
[m]
ky
[-]
ly
[m]
Lam y
[-]
lyz
[m]
l LTB
[m]
Sw ay z Lz
[m]
kz
[-]
lz
[m]
Lam z
[-]
B1 CS1 1 Yes 2.300 1.13 2.589 45.08 2.300 2.300
No 2.300 0.73 1.682 29.29
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Project Structura generala
Part Calcul
Description -
Author Marian ARGESEANU
Member CS Name Part Sw ay y Ly[m]
ky[-]
ly[m]
Lam y[-]
lyz[m]
l LTB[m]
Sw ay z Lz
[m]
kz
[-]
lz
[m]
Lam z
[-]
B2 CS1 1 Yes 2.300 1.12 2.587 45.05 2.300 2.300No 2.300 0.73 1.682 29.29
B4 CS1 1 Yes 2.300 1.13 2.594 45.17 2.300 2.300
No 2.300 0.73 1.682 29.29
B5 CS1 1 Yes 2.300 1.13 2.594 45.17 2.300 2.300
No 2.300 0.73 1.682 29.29
B7 CS1 1 Yes 2.300 1.12 2.587 45.05 2.300 2.300
No 2.300 0.73 1.682 29.29
B8 CS1 1 Yes 2.300 1.13 2.589 45.08 2.300 2.300
No 2.300 0.73 1.682 29.29
B12 CS3 1 Yes 6.000 1.26 7.555 134.64 3.000 3.000
No 3.000 1.00 3.000 215.71
B13 CS3 1 Yes 6.000 1.26 7.555 134.64 3.000 3.000No 3.000 1.00 3.000 215.71
B14 CS3 1 Yes 6.000 1.26 7.587 135.21 3.000 3.000
No 3.000 1.00 3.000 215.71
B15 CS3 1 Yes 6.000 1.26 7.587 135.21 3.000 3.000
No 3.000 1.00 3.000 215.71
B16 CS3 1 Yes 6.000 1.26 7.555 134.64 3.000 3.000
No 3.000 1.00 3.000 215.71
B17 CS3 1 Yes 6.000 1.26 7.555 134.64 3.000 3.000
No 3.000 1.00 3.000 215.71
B18 CS2 1 Yes 0.600 10.00 6.000 93.69 1.200 1.200
No 1.200 1.00 1.200 77.47
B19 CS2 1 Yes 1.200 1.38 1.656 25.86 1.200 1.200No 1.200 1.00 1.200 77.47
B20 CS2 1 Yes 1.200 1.38 1.656 25.86 1.200 1.200
No 1.200 1.00 1.200 77.47
B21 CS2 1 Yes 0.600 10.00 6.000 93.69 1.200 1.200
No 1.200 1.00 1.200 77.47
B22 CS2 1 Yes 0.600 10.00 6.000 93.69 1.200 1.200
No 1.200 1.00 1.200 77.47
B23 CS2 1 Yes 1.200 1.38 1.656 25.85 1.200 1.200
No 1.200 1.00 1.200 77.47
B24 CS2 1 Yes 1.200 1.38 1.656 25.85 1.200 1.200
No 1.200 1.00 1.200 77.47
B25 CS2 1 Yes 0.600 10.00 6.000 93.69 1.200 1.200
No 1.200 1.00 1.200 77.47
B26 CS2 1 Yes 0.600 10.00 6.000 93.69 1.200 1.200
No 1.200 1.00 1.200 77.47
B27 CS2 1 Yes 1.200 1.38 1.656 25.86 1.200 1.200
No 1.200 1.00 1.200 77.47
B28 CS2 1 Yes 1.200 1.38 1.656 25.86 1.200 1.200
No 1.200 1.00 1.200 77.47
B29 CS2 1 Yes 0.600 10.00 6.000 93.69 1.200 1.200
No 1.200 1.00 1.200 77.47