bulk head - -180515

final-Horizontal girderDESIGN OF BULK HEAD FOR CLOSING 6m x 6m VENT [SIDE GROOVE OF 0.5 m WIDTH)Bottom level of the top slab=869.000mCrest level=863.000mHead=6.000mOpening size=6.000mx6.000mGroove size=0.5 mx0.5 mBearing=0.150 mOpening size=7.000 mx6.300 m7.000m

0.2875

1.50

6.000m1.50

6.000m1.00

1.000.50.2130.75

0.2875

1.50

1.5 m

6.0 m1.00

1.00

0.5

6.0 m

Design of Skin PlateThe skin plate is designed for bending between vertical stiffenersDesign Head=6.00 mCorresponding Pressure=0.6 kg/cm^2Maximum span (spacing between vertical stiffeners)=750 mm=75.00 cm

Maximum bending moment in horizontal strip of unit width spanning between vertical stiffeners=

=0.6 x75 ^210=338 kg-cmYield stress,yp=2500 kg/cm^2Permissible stress in the skin plate=1275 kg/cm^2Required section modulus=0.265 cm^3Let 't' be the required thickness of skin plate1 xt^2=0.265 cm^36t^2=1.5882t=1.26 cmAdd for corrosion allowance=0.15 cm=1.60 cm=16.0 mmZ provided=1 xt^2=1 x1.6 ^266=0.427 cm^3> 0.265 cm^3

OKMaximum Stress=338 kg-cm=791.0160.427 cm^3< 1275 kg/cm^2OK

Provide skin plate of thickness 16 mm

Design of Bottom Girder 0.3330.5

6.05.50

BA0.500.25Rectangular load1 x5.50=2.75 TTriangular load0.5 x1 x0.50=0.13 T

Ra=1.458 TRb=1.417 T

BM=wl^2=7.146 T-m101.46 T/mBM=714583 kg-cmAB7.00 m

RaCo-acting width of skin plate

Co-acting width=40t+b=40x1.45+12.5=70.50 cm

50.00 cm1.45151.2512.5

22.5web thk0.6525

12.51.252.00 cm10

Sl NoComponentAreaCG xMoment xfrom OO

1R-172.50.7352.562R-215.6252.0832.423R-314.62513.95204.024R-415.62525.83403.525R-520.0027.45549.00138.3751241.52

Centroid=1241.52=8.97 cmy1138.375=17.48 cmy2

COMPUTATION OF MOMENT OF INERTIA ABOUT CG

Sl NoComponentAreaSelfDistanceAr2Goss MIm2MIfrom CG toaboutself CGCrest axisrm41R-172.512.78.2474931.14943.82R-215.632.036.897743.53745.563R-314.63616.99-4.978362.52979.514R-415.632.03-16.8534439.224441.255R-520.006.67-18.4786828.636835.3138.3917945.42

Section modulus at U/S of skin plate=17945.42=2000.1 cm^38.972Section modulus at D/S of skin plate=17945.42=2385.7 cm^37.522Section modulus at D/S of girder=17945.42=1026.8 cm^317.478

Bending Stress on U/S of the skin plate=714583 kg-cm=357 kg/cm^2< 1275 kg/cm^22000.129OKBending Stress on D/S of the skin plate=714583 kg-cm=300 kg/cm^2< 1275 kg/cm^22385.683OKBending Stress on D/S of the girder=714583 kg-cm=696 kg/cm^2< 1275 kg/cm^21026.751OKStresses in Skin plate

Considering Panel "A"Ref:IS 4623:2000 All edges fixeda=0.75 m750 mm75.0 cmb/a1x1y2x2y4y3x5x5y7y6x8x8y10y9xb=0.50 m500 mm50.0 cm75.022.525.07.534.250.037.511.347.275.025.07.534.250.0b/a=0.667371.324.425.07.534.250.037.412.047.174.025.07.634.250.0b2.567.725.825.08.034.350.036.613.347.073.225.08.034.250.0261.027.824.79.534.349.933.815.547.068.325.09.034.250.0K value for b/a 0.671 is 1.7555.828.923.910.834.348.430.816.546.563.224.610.134.148.93y=0.3*3x5x=14.205y=16.61.548.729.922.112.234.345.527.118.145.556.523.211.434.147.3a4y=0.3*4x6x=32.806y=9.841.2539.630.118.813.533.940.321.418.442.547.220.812.934.144.87x=10.807y=36.0128.728.713.713.730.930.914.216.636.032.816.614.232.836.0Bending Stress in skin plate may be computed from the formula=

e=Bending stress in flat plate in N/mm^2k=Non-dimensional factor depending on values of a & bp=Water Pressure in N/mm2(relative to the plate centre)a,b=bay width in mms=plate thickness in mm2x2y3x3y4x4y1.522.112.245.513.710.334.3Head on the centre of the panel=6.00 m0.600 kg/cm^21.2518.813.540.312.110.233.95x=1227 kg/cm^25y=97 kg/cm^26x=432 kg/cm^26y=58 kg/cm^27x=142 kg/cm^27y=211 kg/cm^25x5y6x6y7x7yCheck for combined stress45.5=1584 kg/cm^240.3=211 kg/cm^2=1699.46 kg/cm^2< 1500 kg/cm^2Bottom GirderNOT OKDesign of Horizontal Girder A

0.66666666671.00

5.54.50

BA1.000.5Rectangular load1 x4.50=4.50 TTriangular load0.5 x1 x1.00=0.50 TRa=2.583 TRb=2.417 TBM=wl^2=12.658 T-m102.58 T/mBM=1265833 kg-cmAB7.00 m

RaRbCo-acting width of skin plateCo-acting width=40t+b=40x1.45+12.5=70.50 cm

70.50 cm1.451.2512.5

22.5web thk0.6525

12.51.2529.72.00 cm10


1R-1102.2250.7374.112R-215.6252.0832.423R-314.62513.95204.024R-415.62525.83403.525R-520.0027.45549.00168.11263.07

Centroid=1263.07=7.51 cmy128.45168.1=20.94 cmy2




Bending Stress on U/S of the skin plate=1265833 kg-cm=485 kg/cm^2< 1275 kg/cm^22610.576OKBending Stress on D/S of the skin plate=1265833 kg-cm=391 kg/cm^2< 1275 kg/cm^23234.828OKBending Stress on D/S of the girder=1265833 kg-cm=1351 kg/cm^2< 1275 kg/cm^2936.910NOT OKStresses in Skin plate

Considering Panel "A"Ref:IS 4623:2000 All edges fixeda=0.75 m750 mm75.0 cmb=0.295 m295 mm30 cmb/a=0.393b485 kg/cm^2K value for b/a 0.391 is 391 kg/cm^23y=0.3*3x2x=13.702y=13.7Combined stress760.2529638239a4y=0.3*4x3x=30.903y=9.2762+4x=103.004y=30.9Bending Stress in skin plate may be computed from the formula=

e=Bending stress in flat plate in N/mm^2k=Non-dimensional factor depending on values of a & bp=Water Pressure in N/mm2(relative to the plate centre)a,b=bay width in mmb/a1x1y2x2y4y3x5x5y7y6x8x8y10y9xs=plate thickness in mm7522.5257.534.25037.511.347.275257.534.250371.324.4257.534.25037.41247.174257.634.250Head on the centre of the panel=5.50 m0.550 kg/cm^22.567.725.825834.35036.613.34773.225834.2502x=166 kg/cm^22y=26 kg/cm^226127.824.79.534.349.933.815.54768.325934.2503x=373 kg/cm^23y=17 kg/cm^21.7555.828.923.910.834.348.430.816.546.563.224.610.134.148.94x=1245 kg/cm^24y=58 kg/cm^21.548.729.922.112.234.345.527.118.145.556.523.211.434.147.31.2539.630.118.813.533.940.321.418.442.547.220.812.934.144.8Check for combined stress128.728.713.713.730.930.914.216.63632.816.614.232.836=1730 kg/cm^2=58 kg/cm^2=1759.24 kg/cm^2< 1500 kg/cm^2ANOT OKDesign of Horizontal Girder B0.66666666672x2y3x3y4x4y1.000.313.713.730.99.2710330.90.4013.713.730.99.2710330.94.503.50

CB11.000.5Rectangular load1.00 x3.50=3.50 TTriangular load0.5 x1.00 x1.0=0.50 T

Rb1=2.083 TRc=1.917 T

BM=wl^2=10.208 T-m2.08 T/m10BM=1020833 kg-cmB1C7.00 m

Rb1RcCo-acting width of skin plateCo-acting width=40t+b=40x1.45+12.5=70.50 cm

70.5 cm1.451.2512.5

22.5web thk0.6525

12.51.2528.452.00 cm10


1R-1102.2250.7374.112R-215.6252.0832.423R-314.62513.95204.024R-415.62525.83403.525R-520.0027.45549.00168.11263.07

Centroid=1263.07=7.51 cmy128.45168.1=20.94 cmy2




Bending Stress on U/S of the skin plate=1020833 kg-cm=391 kg/cm^2< 1275 kg/cm^22610.576OKBending Stress on D/S of the skin plate=1020833 kg-cm=316 kg/cm^2< 1275 kg/cm^23234.828OKBending Stress on D/S of the girder=1020833 kg-cm=1090 kg/cm^2< 1275 kg/cm^2936.910OKStresses in Skin plate(for girder B)

Considering Panel "A"Ref:IS 4623:2000 All edges fixeda=0.75 m750 mm75 cmb=0.295 m295 mm30 cmb/a=0.393b

K value for b/a 0.391 is 3y=0.3*3x2x=13.702y=13.7a4y=0.3*4x3x=30.903y=9.274x=103.004y=30.9Bending Stress in skin plate may be computed from the formula=

e=Bending stress in flat plate in N/mm^2k=Non-dimensional factor depending on values of a & bp=Water Pressure in N/mm2(relative to the plate centre)a,b=bay width in mms=plate thickness in mmHead on the centre of the panel=4.50 m0.450 kg/cm^22x=135 kg/cm^22y=21 kg/cm^23x=306 kg/cm^23y=14 kg/cm^24x=1018 kg/cm^24y=47 kg/cm^2Check for combined stressB=1409 kg/cm^2=47 kg/cm^2b/a1x1y2x2y4y3x5x5y7y6x8x8y10y9x=1433.69 kg/cm^2< 1500 kg/cm^275.022.525.07.534.250.037.511.347.275.025.07.534.250.0OK3.071.324.425.07.534.250.037.412.047.174.025.07.634.250.0Design of Horizontal Girder C2.567.725.825834.35036.613.34773.225834.25012.061.027.824.79.534.349.933.815.547.068.325.09.034.250.01.501.855.828.923.910.834.348.430.816.546.563.224.610.134.148.91.548.729.922.112.234.345.527.118.145.556.523.211.434.147.33.501.339.630.118.813.533.940.321.418.442.547.220.812.934.144.82.001.028.728.713.713.730.930.914.216.636.032.816.614.232.836.0

DC11.500.75Rectangular load1.50 x2.0=3.00 TTriangular load2x2y3x3y4x4y0.5 x1.50 x1.5=1.13 T0.313.713.730.99.2710330.90.4013.713.730.99.2710330.9Rc1=2.250 TRd=1.875 T

BM=wl^2=11.025 T-m2.25 T/m10BM=1102500 kg-cmC1D7.00 m

Rc1RdCo-acting width of skin plate

L=700 cmB2=75.0 cmB1=75.0 cmL=700 cm=9.333V1=0.98IS 4623 Annex DB175.0 cmCl. 6.6.5(b)L=700 cm=9.333V2=0.98B275.0 cm

Co-acting width=0.98x75.0 cm+0.98x75.0 cm=147.00 cmCo-acting width=40t+b=40x1.45+12.5=70.50 cm

70.50 cm1.451.2512.5

22.5web thk0.6525

12.51.2528.52.00 cm10


1R-1102.2250.7374.112R-215.6252.0832.423R-314.62513.95204.024R-415.62525.83403.525R-520.0027.45549.00168.11263.07

Centroid=1263.07=7.514 cmy1168.1=18.936 cmy226.45


Sl NoComponentAreaSelfDistanceAr2Goss MIm2MIfrom CG toaboutself CGCrest axisrm41R-1102.2317.916.7894711.554729.462R-215.632.035.439462.34464.373R-314.63616.99-6.436606.041223.034R-415.632.03-18.3115240.745242.775R-520.006.67-19.9367949.047955.71168.1219615.34Section modulus at U/S of skin plate=19615.34=2610.6 cm^37.514Section modulus at D/S of skin plate=19615.34=3234.8 cm^36.064Section modulus at D/S of girder=19615.34=1035.9 cm^318.936

Bending Stress on U/S of the skin plate=1102500 kg-cm=422 kg/cm^2< 1275 kg/cm^22610.576OKBending Stress on D/S of the skin plate=1102500 kg-cm=341 kg/cm^2< 1275 kg/cm^23234.828OKBending Stress on D/S of the girder=1102500 kg-cm=1064 kg/cm^2< 1275 kg/cm^21035.865OKStresses in Skin plate(for girder C)

Considering Panel "A"Ref:IS 4623:2000 All edges fixeda=0.75 m750 mm75.0 cmb=0.80 m795 mm79.5 cmb/a=1.060b


e=Bending stress in flat plate in N/mm^2k=Non-dimensional factor depending on values of a & bp=Water Pressure in N/mm2(relative to the plate centre)a,b=bay width in mms=plate thickness in mmHead on the centre of the panel=3.50 m0.350 kg/cm^22x=115 kg/cm^22y=118 kg/cm^23x=255 kg/cm^23y=86 kg/cm^24x=811 kg/cm^24y=273 kg/cm^2Check for combined stress=1233 kg/cm^2=273 kg/cm^2C=1389.80 kg/cm^2< 1500 kg/cm^2OKDesign of Horizontal Girder D11.50

2.00b/a1x1y2x2y4y3x5x5y7y6x8x8y10y9x0.5075.022.525.07.534.250.037.511.347.275.025.07.534.250.0371.324.425.07.534.250.037.412.047.174.025.07.634.250.0D2.567.725.825.08.034.350.036.613.347.073.225.08.034.250.0C11.50261.027.824.79.534.349.933.815.547.068.325.09.034.250.00.751.7555.828.923.910.834.348.430.816.546.563.224.610.134.148.9Rectangular load1.548.729.922.112.234.345.527.118.145.556.523.211.434.147.31.50 x0.5=0.75 T1.2539.630.118.813.533.940.321.418.442.547.220.812.934.144.8Triangular load128.728.713.713.730.930.914.216.636.032.816.614.232.836.00.5 x1.50 x1.5=1.13 T12.091139.27103Rc1=1.125 TRd=0.750 T

BM=wl^2=5.513 T-m1.13 T/m10BM=551250 kg-cmC1D7.00 m

Rc1RdCo-acting width of skin plateCo-acting width=40t+b=40x1.45+8=66.00 cm

66.00 cm1.450.768

22.5web thk0.4415

8.000.761.00 cm10


1R-195.70.7369.382R-26.081.8311.133R-39.913.46133.254R-46.0825.09152.555R-510.0025.97259.70127.76626.01

Centroid=626.01=4.90 cmy1127.76=20.57 cmy2


Sl NoComponentAreaSelfDistanceAr2Goss MIm2MIfrom CG toaboutself CGCrest axisrm41R-195.716.774.1751668.021684.792R-26.080.293.07057.357.593R-39.9417.66-8.560725.431143.094R-46.080.29-20.1902478.452478.745R-510.000.83-21.0704439.494440.32127.769804.53Section modulus at U/S of skin plate=9804.53=2001.0 cm^34.900Section modulus at D/S of skin plate=9804.53=2842.0 cm^33.450Section modulus at D/S of girder=9804.53=476.6 cm^320.570

Bending Stress on U/S of the skin plate=551250 kg-cm=275 kg/cm^2< 1275 kg/cm^22000.969OKBending Stress on D/S of the skin plate=551250 kg-cm=194 kg/cm^2< 1275 kg/cm^22841.982OKBending Stress on D/S of the girder=551250 kg-cm=1157 kg/cm^2< 1275 kg/cm^2476.640OKStresses in Skin plate(for girder D)

Considering Panel "A"Ref:IS 4623:2000 All edges fixeda=0.75 m750 mm75.0 cmb=0.84 m840 mm84.0 cmb/a=1.120b


e=Bending stress in flat plate in N/mm^2k=Non-dimensional factor depending on values of a & bp=Water Pressure in N/mm2(relative to the plate centre)a,b=bay width in mms=plate thickness in mm

Head on the centre of the panel=2.00 m0.200 kg/cm^22x=71 kg/cm^22y=131 kg/cm^23x=272 kg/cm^23y=102 kg/cm^24x=829 kg/cm^24y=312 kg/cm^2

Check for combined stress=1105 kg/cm^2=312 kg/cm^2=1289.14 kg/cm^2< 1500 kg/cm^2DOK

Design of Horizontal Girder E0.19166666670.29

0.500.21

DC10.29b/a1x1y2x2y4y3x5x5y7y6x8x8y10y9x0.1437575.022.525.07.534.250.037.511.347.275.025.07.534.250.0Rectangular load371.324.425.07.534.250.037.412.047.174.025.07.634.250.00.29 x0.2=0.06 T2.567.725.825.08.034.350.036.613.347.073.225.08.034.250.0Triangular load261.027.824.79.534.349.933.815.547.068.325.09.034.250.00.5 x0.29 x0.3=0.04 T1.7555.828.923.910.834.348.430.816.546.563.224.610.134.148.91.548.729.922.112.234.345.527.118.145.556.523.211.434.147.3Rc1=0.058 T1.2539.630.118.813.533.940.321.418.442.547.220.812.934.144.8Rd=0.044 T128.728.713.713.730.930.914.216.636.032.816.614.232.836.03y4xBM=wl^2=0.285 T-m0.06 T/m12.09113109.27103BM=28468 kg-cmC1D7.00 m

Rc1RdCo-acting width of skin plateCo-acting width=40t+b=40x1.45+8=66.00 cm

50.00 cm1.450.768

13.48web thk0.4415

8.000.760.00 cm0


1R-172.50.7352.562R-26.081.8311.133R-35.93128.9553.084R-46.0816.0797.715R-50.0016.450.0090.5912214.48

Centroid=214.48=2.37 cmy190.5912=14.08 cmy2


Sl NoComponentAreaSelfDistanceAr2Goss MIm2MIfrom CG toaboutself CGCrest axisrm41R-172.512.71.643195.6208.32R-26.080.290.5381.762.053R-35.9389.81-6.582256.94346.754R-46.080.29-13.7021141.561141.855R-50.000-14.0820090.591698.95Section modulus at U/S of skin plate=1698.95=717.6 cm^32.368Section modulus at D/S of skin plate=1698.95=1851.6 cm^30.918Section modulus at D/S of girder=1698.95=120.6 cm^314.082

Bending Stress on U/S of the skin plate=28468 kg-cm=40 kg/cm^2< 1500 kg/cm^2717.600OKBending Stress on D/S of the skin plate=28468 kg-cm=15 kg/cm^2< 1500 kg/cm^21851.626OKBending Stress on D/S of the girder=28468 kg-cm=236 kg/cm^2< 1500 kg/cm^2120.643OKStresses in Skin plate(for girder E)

Considering Panel "A"Ref:IS 4623:2000 All edges fixeda=0.75 m750 mm75 cmb=-0.21 m-213 mm-21.3 cmb/a1x1y2x2y4y3x5x5y7y6x8x8y10y9xb/a=-0.28375.022.525.07.534.250.037.511.347.275.025.07.534.250.0b371.324.425.07.534.250.037.412.047.174.025.07.634.250.02.567.725.825.08.034.350.036.613.347.073.225.08.034.250.0K value for b/a -0.281 is 261.027.824.79.534.349.933.815.547.068.325.09.034.250.03y=0.3*3x2x=13.702y=13.71.7555.828.923.910.834.348.430.816.546.563.224.610.134.148.9a4y=0.3*4x3x=30.903y=9.271.548.729.922.112.234.345.527.118.145.556.523.211.434.147.34x=103.004y=30.91.2539.630.118.813.533.940.321.418.442.547.220.812.934.144.8Bending Stress in skin plate may be computed from the formula=128.728.713.713.730.930.914.216.636.032.816.614.232.836.03y4xe=Bending stress in flat plate in N/mm^29.27103k=Non-dimensional factor depending on values of a & b9.27103p=Water Pressure in N/mm2(relative to the plate centre)a,b=bay width in mms=plate thickness in mm

Head on the centre of the panel=0.50 m0.050 kg/cm^22x=15 kg/cm^22y=8 kg/cm^23x=238 kg/cm^23y=6 kg/cm^24x=792 kg/cm^24y=19 kg/cm^2

Check for combined stressE=832 kg/cm^2=19 kg/cm^2=841.49 kg/cm^2< 1500 kg/cm^2OK

4y4x3y3x2y2y7y7x6y6x5y5y4y4x3y3x2y2y4y4x3y3x2y2y4y4x3y3x2y2y4y4x3y3x2y2y

final-Vertical stiffenerDESIGN OF BULK HEAD FOR CLOSING 6m x 6m VENT [SIDE GROOVE OF 0.5 m WIDTH)Bottom level of the top slab=869.000mCrest level=863.000mHead=6.000mOpening size=6.000mx6.000mGroove size=0.5 mx0.5 mBearing=0.150 mOpening size=7.000 mx6.300 m7.000m

0.2875

1.50

1.506.000m

1.006.000m1.00

0.50.2130.75

0.2875

1.50

1.5 m

6.0 m1.00

1.00

0.5

Yield stress,yp=2500 kg/cm^2Permissible stress in the skin plate=1275 kg/cm^2Thickness of skin plate=1.60 cm

Design of Vertical Stiffeners between Bottom Girder & Girder A

0.125

0.5000 m0.375

0.7500.750W4Head on the centre of the panel=6.00 m0.600 kg/cm^2W3

0.125W3=2 x0.5 x 0.125 x 0.125 x 6.000 =0.094 TO0.1250.375A=93.75 kg0.50 mRaW4=2 x0.375 x 0.125 x 6.000 =0.563 T0.15476=562.50 kgRo=328.13 kg=0.328 TPoint of application=Centroid=0.0152994792=0.279760.054688BM=91.35 kg-m=9135 kg-cmCo-acting width of skin plate

L=50 cmB2=12.5 cmL=50 cm=4.000V1=0.7IS 4623 Annex DB112.5 cmCl. 6.6.5(b)

Co-acting width=2 x0.70x12.5 cm=17.50 cmCo-acting width=40t+b=40x1.45+0.8=58.80 cm

FLANGE of A=6.25 cmFLANGE thk of B=6.25 cm17.50 cm1.60 cmSl NoComponentAreaCG xMoment xfrom OO10.91 cm1R-12838.301072.402R-23018.75562.5037.50 cm581634.9028.19 cm

Centroid=1634.90=28.19 cmy1580.8=10.91 cmy2COMPUTATION OF MOMENT OF INERTIA ABOUT CG

Sl NoComponentAreaSelfDistanceAr2Goss MIm2MIfrom CG toaboutself CGCrest axisrm41R-1285.97-10.1122863.112869.082R-2303515.639.4382672.246187.87

589056.95Section modulus at U/S=9056.95=830.0 cm^310.912Section modulus at D/S=9056.95=321.3 cm^328.188Bending Stress on U/S of the skin plate=9135 kg-cm=11.0 kg/cm^2< 1275 kg/cm^2829.994OKBending Stress on U/S of the skin plate=9135 kg-cm=28.4 kg/cm^2< 1275 kg/cm^2321.306OKCheck for combined stress=222 kg/cm^2=1227 kg/cm^2=1351.59 kg/cm^2< 1500 kg/cm^2OK

Design of Vertical Stiffeners between Girder A & Girder B

0.375

1.00 m0.250

0.375

0.7500.750W4Head on the centre of the panel=4.79 m0.479 kg/cm^2W3W3

0.375W3=2 x0.5 x 0.375 x 0.375 x 4.788 =0.673 TA0.3750.2500.375C=673.24 kgRa1.00 mRbW4=2 x0.250 x 0.375 x 4.788 =0.898 T=897.66 kgRb=Rc=1122.07 kg=1.122 TBM=364.67 kg-m=36467 kg-cm

Co-acting width of skin plate



Flange thk of A=6.25 cmFlange thk of B=6.25 cm33.75 cm1.60 cmSl NoComponentAreaCG xMoment xfrom OO25.95 cm1R-15488.304768.202R-27043.753062.5087.50 cm1247830.7063.15 cm

Centroid=7830.70=63.15 cmy11240.8=25.95 cmy2



124105174.39Section modulus at U/S=105174.39=4053.1 cm^325.949Section modulus at D/S=105174.39=1665.4 cm^363.151Bending Stress on U/S of the skin plate=36467 kg-cm=9.0 kg/cm^2< 1275 kg/cm^24053.089OKBending Stress on U/S of the skin plate=36467 kg-cm=21.9 kg/cm^2< 1275 kg/cm^21665.448OKCheck for combined stress=67 kg/cm^2=811 kg/cm^2=845.94 kg/cm^2< 1500 kg/cm^2OKDesign of Vertical Stiffeners between Girder B & Girder C

0.375

1.00 m0.250

0.375


0.375W3=2 x0.5 x 0.375 x 0.375 x 4.000 =0.563 TB0.3750.2500.375C=562.50 kgRb1.00 mRcW4=2 x0.250 x 0.375 x 4.000 =0.750 T=750.00 kgRb=Rc=937.50 kg=0.938 TBM=304.69 kg-m=30469 kg-cmCo-acting width of skin plate



flange thk of B=6.25 cmflange thk of C=6.25 cm33.75 cm1.60 cmSl NoComponentAreaCG xMoment xfrom OO25.95 cm1R-154.0088.304768.202R-27043.753062.5087.50 cm1247830.7063.15 cm

Centroid=7830.70=63.15 cmy11240.8=25.95 cmy2COMPUTATION OF MOMENT OF INERTIA ABOUT CG


124105174.39Section modulus at U/S=105174.39=4053.1 cm^325.949Section modulus at D/S=105174.39=1665.4 cm^363.151Bending Stress on U/S of the skin plate=30469 kg-cm=7.5 kg/cm^2< 846 kg/cm^24053.089OKBending Stress on U/S of the skin plate=30469 kg-cm=18.3 kg/cm^2< 846 kg/cm^21665.448OKCheck for combined stress=281 kg/cm^2=811 kg/cm^2=981.53 kg/cm^2< 1500 kg/cm^2OKDesign of Vertical Stiffeners between Girder C & Girder D

0.375

1.50 m0.750

0.375


0.375W3=2 x0.5 x 0.375 x 0.375 x 2.538 =0.357 TC0.3750.7500.375D=356.84 kgRc1.50 mRdW4=2 x0.750 x 0.375 x 2.538 =1.427 T=1427.34 kgRb=Rc=1070.51 kg=1.071 TBM=490.65 kg-m=49065 kg-cmCo-acting width of skin plate



flange thk of C=6.25 cmflange thk of D=4.00 cm52.50 cm1.60 cmSl NoComponentAreaCG xMoment xfrom OO41.15 cm1R-184.00140.5511806.202R-2111.869.887812.03139.8 cm195.819618.23100.2 cm

Centroid=19618.23=100.20 cmy1195.80.8=41.15 cmy2COMPUTATION OF MOMENT OF INERTIA ABOUT CG

Sl NoComponentAreaSelfDistanceAr2Goss MIm2MIfrom CG toaboutself CGCrest axisrm41R-18417.92-40.355136794.66136812.582R-2111.8181955.0830.320102779.53284734.61

195.8421547.19Section modulus at U/S=421547.19=10243.0 cm^341.155Section modulus at D/S=421547.19=4207.3 cm^3100.195Bending Stress on U/S of the skin plate=49065 kg-cm=4.8 kg/cm^2< 982 kg/cm^210242.971OKBending Stress on U/S of the skin plate=49065 kg-cm=11.7 kg/cm^2< 982 kg/cm^24207.258OKCheck for combined stress=278 kg/cm^2=811 kg/cm^2=979.63 kg/cm^2< 1500 kg/cm^2OKDesign of Vertical Stiffeners between Girder D & Girder E

0.375

1.50 m0.750

0.375


0.375W3=2 x0.5 x 0.375 x 0.375 x 1.038 =0.146 TD0.3750.7500.375E=145.90 kgRd1.50 mReW4=2 x0.750 x 0.375 x 1.038 =0.584 T=583.59 kgRb=Rc=437.70 kg=0.438 TBM=200.61 kg-m=20061 kg-cmCo-acting width of skin plate



flange thk of D=4.00 cmflange thk of E=4.00 cm52.50 cm1.60 cmSl NoComponentAreaCG xMoment xfrom OO42.08 cm1R-184.00142.8011995.202R-2113.671.008065.60142.0 cm197.620060.80101.5 cm


Sl NoComponentAreaSelfDistanceAr2Goss MIm2MIfrom CG toaboutself CGCrest axisrm41R-18417.92-41.278143123.5143141.422R-2113.6190885.8730.522105830.76296716.63

197.6439858.05Section modulus at U/S=439858.05=10453.5 cm^342.078Section modulus at D/S=439858.05=4332.6 cm^3101.522Bending Stress on U/S of the skin plate=20061 kg-cm=1.9 kg/cm^2< 980 kg/cm^210453.464OKBending Stress on U/S of the skin plate=20061 kg-cm=4.6 kg/cm^2< 980 kg/cm^24332.626OKCheck for combined stress=314 kg/cm^2=829 kg/cm^2=1022.77 kg/cm^2< 1500 kg/cm^2OKDesign of Vertical Stiffeners between Bottom Girder E & Top

0.038

0.2875 m0.25

0.5000.500W4Head on the centre of the panel=0.29 m0.029 kg/cm^2W3

0.0375W3=2 x0.5 x 0.038 x 0.038 x 0.288 =0.000 TE0.0380.250O'=0.40 kg0.29 mRaW4=2 x0.250 x 0.038 x 0.288 =0.005 T0.11541=5.39 kgRo=2.90 kg=0.003 TPoint of application=Centroid=0.0015410156=0.152910.010078BM=0.53 kg-m=53 kg-cmCo-acting width of skin plate



FLANGE of E=4.00 cm=6.00 cm1.60 cmSl NoComponentAreaCG xMoment xfrom OO9.67 cm1R-19.625.55245.282R-219.812.38245.0324.75 cm29.4490.3116.68 cm


Sl NoComponentAreaSelfDistanceAr2Goss MIm2MIfrom CG toaboutself CGCrest axisrm41R-19.62.05-8.873755.8757.852R-219.81010.734.302366.451377.18

29.42135.03Section modulus at U/S=2135.03=220.7 cm^39.673Section modulus at D/S=2135.03=128.0 cm^316.677Bending Stress on U/S of the skin plate=53 kg-cm=0.2 kg/cm^2< 1023 kg/cm^2220.721OKBending Stress on U/S of the skin plate=53 kg-cm=0.4 kg/cm^2< 1023 kg/cm^2128.022OKCheck for combined stress=19 kg/cm^2=792 kg/cm^2=801.95 kg/cm^2< 1500 kg/cm^2OK

2x3y4x3x2y4y2x3y4x3x2y4y2x3y4x3x2y4y2x3y4x3x2y4y2x3y4x3x2y4y2x3y4x3x2y4y

AbstractABSTRACT

0.2875E1.5 mD1.5 m

C6.0 m1.00

B1.00

A0.5A1Provide skin plate of thickness 16 mmHorizontal GirdersISMBplate at D/S endcombined stressGirder A1ISMB 250 100 X 201699.46 kg/cm^2Girder AISMB 250 100 X 201759.24 kg/cm^2Girder BISMB 250 100 X 201433.69 kg/cm^2Girder CISMB 250 100 X 201389.80 kg/cm^2Girder DISMB 150 100 X 101289.14 kg/cm^2Girder EISMB 150 0 X 0841.49 kg/cm^2Vertical Stiffenersdimension of flatcombined stressBetween girder A1 & girder A 375 X 81351.59 kg/cm^2Between Girder A & Girder B 875 X 8845.94 kg/cm^2Between Girder B & Girder C 875 X 8981.53 kg/cm^2Between Girder C & Girder D 1397.5 X 8979.63 kg/cm^2Between Girder D & Girder E 1420 X 81022.77 kg/cm^2Between Girder E & Top 247.5 X 8801.95 kg/cm^2Provide vertical stiffeners at an interval of 0.75 m

bulk head - -180515

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