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Kirby South East Asia

MATRIX-FRAME
Steel Frames Analysis & Design
(Analysis FEM, Design AISC 2005 Edition)
Version 1.0 October 2006
Developed By: Simon Bechara
AISC 2005 ASD
MACRO RF
Total Weight = 95329.3 KG
Length Actual Allowable Load
Ratio Ratio
Member Nodes
M V P Ma Va Pa Shear P&M
(m) Combinaton
kN-m kN kN kN-m kN kN
A1 1-2 4.800 -7797.43 -1624.46 10466.87 13160.11 2484.00 30123.28 0.654 0.874 1.0DL+1.0SR
A2 2-3 3.700 -5937.09 -1604.62 8568.61 10194.75 2484.00 23820.90 0.646 0.877 1.0DL+1.0SR
A3 3-4 3.500 -5388.66 -1539.62 7096.03 10194.75 2484.00 23926.10 0.620 0.766 1.0DL+1.0SR
A4 4-5 5.000 -7067.22 -1413.44 5733.39 10194.75 2484.00 23010.59 0.569 0.865 1.0DL+1.0SR
A5 5-6 3.000 -3950.09 -1316.70 4017.50 7477.88 2484.00 18130.38 0.530 0.691 1.0DL+1.0SR
A6 6-7 3.000 -3482.52 -1160.84 3007.25 7477.88 2484.00 18130.38 0.467 0.549 1.0DL+1.0SR
A7 7-8 3.000 -2410.04 -964.01 2110.50 3856.41 1490.40 10342.50 0.647 0.760 1.0DL+1.0SR
A8 8-9 3.000 -2220.20 -740.07 1337.84 3480.71 1192.32 7887.13 0.621 0.723 1.0DL+1.0SR
A9 9-10 3.600 -1674.31 -465.09 728.59 2202.48 695.52 4041.63 0.669 0.850 1.0DL+1.0SR
A10 10-11 4.000 -613.36 -153.34 241.15 1007.69 496.80 1871.99 0.309 0.673 1.0DL+1.0SR
B1 2-21 9.000 -7797.43 1868.38 -11.15 10849.60 3353.40 26289.00 0.557 0.719 1.0DL+1.0SR
B2 3-20 9.000 -5937.09 1444.31 -3.00 7525.39 3353.40 20079.00 0.431 0.789 1.0DL+1.0SR
B3 4-19 9.000 -5388.66 1322.23 17.17 7525.15 3353.40 16423.80 0.394 0.717 1.0DL+1.0SR
B4 5-18 9.000 -7067.22 1697.45 -27.25 7527.35 3353.40 20079.00 0.506 0.940 1.0DL+1.0SR
B5 6-17 9.000 -3950.09 991.81 -0.14 4476.55 2384.64 14324.40 0.416 0.882 1.0DL+1.0SR
B6 7-16 9.000 -3482.52 887.81 7.83 4476.53 2384.64 9666.56 0.372 0.778 1.0DL+1.0SR
B7 8-15 9.000 -2892.04 761.81 -1.05 4476.67 2384.64 14324.40 0.319 0.646 1.0DL+1.0SR
B8 9-14 9.000 -2220.20 602.67 13.98 2541.36 1589.76 5804.70 0.379 0.875 1.0DL+1.0SR
B9 10-13 9.000 -1674.31 482.70 3.75 2017.03 1391.04 4636.94 0.347 0.830 1.0DL+1.0SR
B10 11-12 9.000 -613.36 241.15 36.34 748.14 679.50 1459.47 0.355 0.832 1.0DL+1.0SR
C10 12-13 4.000 -613.36 153.34 241.15 1007.69 496.80 1871.99 0.309 0.673 1.0DL+1.0SL
C9 13-14 3.600 -1674.31 465.09 728.59 2202.48 695.52 4041.63 0.669 0.850 1.0DL+1.0SL
C8 14-15 3.000 -2220.20 740.07 1337.84 3480.71 1192.32 7887.13 0.621 0.723 1.0DL+1.0SL
C7 15-16 3.000 -2410.04 964.01 2110.50 3856.41 1490.40 10342.50 0.647 0.760 1.0DL+1.0SL
C6 16-17 3.000 -3482.52 1160.84 3007.25 7477.88 2484.00 18130.38 0.467 0.549 1.0DL+1.0SL
C5 17-18 3.000 -3950.09 1316.70 4017.50 7477.88 2484.00 18130.38 0.530 0.691 1.0DL+1.0SL
C4 18-19 5.000 -7067.22 1413.44 5733.39 10194.75 2484.00 23010.59 0.569 0.865 1.0DL+1.0SL
C3 19-20 3.500 -5388.66 1539.62 7096.03 10194.75 2484.00 23926.10 0.620 0.766 1.0DL+1.0SL
C2 20-21 3.700 -5937.09 1604.62 8568.61 10194.75 2484.00 23820.90 0.646 0.877 1.0DL+1.0SL
C1 21-22 4.800 -7797.43 1624.46 10466.87 13160.11 2484.00 30123.28 0.654 0.874 1.0DL+1.0SL

Sway @X @Y Load Deflection @X @Y Load

Member Nodes
(mm) (m) (m) Combinaton (mm) (m) (m) Combinaton
A1 1-2 -33 0.000 4.800 1.0DL+1.0SR -1 0.000 4.800 1.0DL+1.0SR
A2 2-3 -58 0.000 8.500 1.0DL+1.0SR -3 0.000 8.500 1.0DL+1.0SR
A3 3-4 79 0.000 12.000 1.0DL+1.0SL -4 0.000 12.000 1.0DL+1.0SR
A4 4-5 -124 0.000 17.000 1.0DL+1.0SR -5 0.000 17.000 1.0DL+1.0SR
A5 5-6 -145 0.000 20.000 1.0DL+1.0SR -6 0.000 20.000 1.0DL+1.0SR
A6 6-7 163 0.000 23.000 1.0DL+1.0SL -7 0.000 23.000 1.0DL+1.0SR
A7 7-8 -183 0.000 26.000 1.0DL+1.0SR -7 0.000 26.000 1.0DL+1.0SR
A8 8-9 205 0.000 29.000 1.0DL+1.0SL -8 0.000 29.000 1.0DL+1.0SR
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Length Actual Allowable Load

Ratio Ratio
Member Nodes
M V P Ma Va Pa Shear P&M
(m) Combinaton
kN-m kN kN kN-m kN kN
A9 9-10 234 0.000 32.600 1.0DL+1.0SL -9 0.000 32.600 1.0DL+1.0SR
A10 10-11 255 0.000 36.600 1.0DL+1.0SL -9 0.000 36.600 1.0DL+1.0SR
B1 2-21 33 9.000 4.800 1.0DL+1.0SL -1 9.000 4.800 1.0DL+1.0SL
B2 3-20 58 9.000 8.500 1.0DL+1.0SL -3 9.000 8.500 1.0DL+1.0SL
B3 4-19 -79 9.000 12.000 1.0DL+1.0SR -4 9.000 12.000 1.0DL+1.0SL
B4 5-18 124 9.000 17.000 1.0DL+1.0SL -5 9.000 17.000 1.0DL+1.0SL
B5 6-17 145 9.000 20.000 1.0DL+1.0SL -6 9.000 20.000 1.0DL+1.0SL
B6 7-16 163 0.000 23.000 1.0DL+1.0SL -7 9.000 23.000 1.0DL+1.0SL
B7 8-15 -183 0.000 26.000 1.0DL+1.0SR -7 9.000 26.000 1.0DL+1.0SL
B8 9-14 205 0.000 29.000 1.0DL+1.0SL -8 9.000 29.000 1.0DL+1.0SL
B9 10-13 234 0.000 32.600 1.0DL+1.0SL -9 9.000 32.600 1.0DL+1.0SL
B10 11-12 -255 9.000 36.600 1.0DL+1.0SR -9 9.000 36.600 1.0DL+1.0SL
C10 12-13 -255 9.000 36.600 1.0DL+1.0SR -9 9.000 36.600 1.0DL+1.0SL
C9 13-14 -234 9.000 32.600 1.0DL+1.0SR -9 9.000 32.600 1.0DL+1.0SL
C8 14-15 -205 9.000 29.000 1.0DL+1.0SR -8 9.000 29.000 1.0DL+1.0SL
C7 15-16 183 9.000 26.000 1.0DL+1.0SL -7 9.000 26.000 1.0DL+1.0SL
C6 16-17 -163 9.000 23.000 1.0DL+1.0SR -7 9.000 23.000 1.0DL+1.0SL
C5 17-18 145 9.000 20.000 1.0DL+1.0SL -6 9.000 20.000 1.0DL+1.0SL
C4 18-19 124 9.000 17.000 1.0DL+1.0SL -5 9.000 17.000 1.0DL+1.0SL
C3 19-20 -79 9.000 12.000 1.0DL+1.0SR -4 9.000 12.000 1.0DL+1.0SL
C2 20-21 58 9.000 8.500 1.0DL+1.0SL -3 9.000 8.500 1.0DL+1.0SL
C1 21-22 33 9.000 4.800 1.0DL+1.0SL -1 9.000 4.800 1.0DL+1.0SL

Reaction (kN) @ Load Number Bolt Diam

Node
X Y Z Combinaton Bolt Area Plate Thck fv(KN/cm2 Fnt'(KN/cmAct Shear
1 42.10 2041.89 1.0DL+1.0ML0 4.00 12 4.523893 12 9.31 2.67 42.10
22 -42.11 2041.89 0.00 1.0DL+1.0ML0 4.00 12 4.523893 12 9.31 2.66 42.11
1 42.06 1906.89 0.00 1.0DL+1.0ML1
22 -42.07 1906.89 0.00 1.0DL+1.0ML1
1 36.50 1906.89 0.00 1.0DL+1.0ML2
22 -36.51 1906.89 0.00 1.0DL+1.0ML2
1 -565.54 -879.86 0.00 1.0DL+1.0WEB
22 -638.47 4423.65 0.00 1.0DL+1.0WEB
1 638.46 4423.65 0.00 1.0DL+1.0WEU
22 565.53 -879.86 0.00 1.0DL+1.0WEU
1 -410.81 -14.42 0.00 1.0DL+0.75ML0+0.75WEB
22 -492.20 3963.21 0.00 1.0DL+0.75ML0+0.75WEB
1 492.19 3963.21 0.00 1.0DL+0.75ML0+0.75WEU
22 410.80 -14.42 0.00 1.0DL+0.75ML0+0.75WEU
1 -410.84 -115.67 0.00 1.0DL+0.75ML1+0.75WEB
22 -492.17 3861.96 0.00 1.0DL+0.75ML1+0.75WEB
1 492.16 3861.960 0 1.0DL+0.75ML1+0.75WEU
22 410.83 -115.670 0 1.0DL+0.75ML1+0.75WEU
1 -415.01 -115.670 0 1.0DL+0.75ML2+0.75WEB
22 -488 3861.960 0 1.0DL+0.75ML2+0.75WEB
1 487.99 3861.960 0 1.0DL+0.75ML2+0.75WEU
22 415 -115.670 0 1.0DL+0.75ML2+0.75WEU
1 -576.45 ### 0 0.6DL+1.0WEB
22 -627.56 3901.650 0 0.6DL+1.0WEB
1 627.55 3901.650 0 0.6DL+1.0WEU
22 576.44 ### 0 0.6DL+1.0WEU
1 -1551.54 ### 0 1.0DL+1.0SL
22 -1624.47 ### 0 1.0DL+1.0SL
1 1624.46 ### 0 1.0DL+1.0SR
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Length Actual Allowable Load

Ratio Ratio
Member Nodes
M V P Ma Va Pa Shear P&M
(m) Combinaton
kN-m kN kN kN-m kN kN
22 1551.53 ### 0 1.0DL+1.0SR
1 -1150.31 ### 0 1.0DL+0.75ML0+0.75SL
22 -1231.7 8533.030 0 1.0DL+0.75ML0+0.75SL
1 1231.69 8533.030 0 1.0DL+0.75ML0+0.75SR
22 1150.3 ### 0 1.0DL+0.75ML0+0.75SR
1 -1150.34 ### 0 1.0DL+0.75ML1+0.75SL
22 -1231.67 8431.780 0 1.0DL+0.75ML1+0.75SL
1 1231.66 8431.780 0 1.0DL+0.75ML1+0.75SR
22 1150.33 ### 0 1.0DL+0.75ML1+0.75SR
1 -1154.51 ### 0 1.0DL+0.75ML2+0.75WSL
22 -1227.5 8431.780 0 1.0DL+0.75ML2+0.75WSL
1 1227.49 8431.780 0 1.0DL+0.75ML2+0.75WSR
22 1154.5 ### 0 1.0DL+0.75ML2+0.75WSR
1 -1562.45 ### 0 0.6DL+1.0SL
22 -1613.56 9994.740 0 0.6DL+1.0SL
1 1613.55 9994.740 0 0.6DL+1.0SR
22 1562.44 ### 0 0.6DL+1.0SR
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All Tension Shear Bear

12.06 0 1 Fail Pass
12 0 1 Fail Pass