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8/13/2019 Cable Trench Design
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DRN. NAME SIGN DATEPRPD A.K. 20.12.12CHKD S.A 20.12.12 APPD S.A 20.12.12
OWNER M/S GAIL (INDIA) LTD.
CONSULTANTENGINEERS INDIA LTD.
PROJECT:
SWITCHYARDGAIL PETROCHEMICAL COMPLEX-II, PATA
TITLE :-CABLE TRENCH - DESIGN
CALCULATIONSDOC NO:
M2011EP008A-091REV. NO.
0
CONTRACTORS STERLING AND WILSON LIMITED
ALIF ENGINEERS & PLANNERSMUMBAI
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A) Input Data
1 Internal Width of the cable Trench = mm2 Thikness of the wall = mm3 Thikness of the Raft = mm4 Depth of the cable trench below the FFL = mm5 Grade of concrete = N/mm26 Density of concrete = = kn/m37 Grade of steel = N/mm28 Density of the soil(DENS) = kN/m39 Surcharge = Kg/m2
10 Angle of internal friction (f) f
B) Design of wall
200
Coeff of active earth pressure Ka = (1-sin f )/(1+sin f )= 0.33
Height of Wall H = 2125 mmMaximum pressure at the Base Pa = Ka x DENS x H
= 12.74Pressure per meter of run = 12.74 kN/mMaximum pressure due to ps = 0.33 x 20 = 6.66
surcharge/MPressure per meter of run = 6.66 kN/m
Moment Due to Surcharge + due to soil pressure = 0.50 x 12.74 x 2.125 x 2.125 +3
6.66 x 2.1252
= 9.591 + 7.080 = 16.671 Kn-mtr
Total Moment = 16.671 = 16.671 Kn-mtr
2125
23252025
Fe 500
DESIGN OF CABLE TRENCH TYPE -A-A
1500200200
15006.66
182000
30
kN/m2
kN/m2
12.74
kN/m2 kN/m2Pressure Diagram
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-Main Reinforcement( At Face of wall):Let thickness of Wall = 200 mmEffective Depth = 200 - 20 - 5.00 = 175.00 mm
Mu/bd^2 = 1.5 x 16.67 x 10^6 = 0.81651000 x 175.00 ^2
Corresponding reinforcement % = pt = 0.297983
Area of steel=Ast=ptxBd/100 = 0.297983 x 1000 x 175.001 x 100
= 521.47 mmMin area of steel = 0.12 x 1000 x 200
1 x 100= 240 mm^2
Spacing of steel required = 151 mm C/CProvide Main reinforcement fo dia 10 @ 150 mm C/C At face
Provide Ast = 523 mm
- Distribution Reinforcement;secondary reinforcement = 0.12 x 1000 X 20015% for MS and 12% for tor steel 1 x 100
= 240 mmCorresponding reinforcementspacing = ast*100/Ast = = 0.785 x 8 ^2 x 1000
240= 209 mm
Minimum clear spacing=3xdeff = 3 x 175.00= 525 mm
Provide Sec reinforcement of dia 8 @ 200 mm C/CProvide Ast = 251 mm
C) Design of the BaseSlab:Load calculationWall load = 0.200 x 2.125 x 1 x 25 = 10.625 KnSecond wall = = 10.625 KnSelf wt of slab = 0.200 x 1.9 x 1 x 25 = 9.5 KnLoad due to cable SAND FILLING
1 = 2.125 x 2 x 1 x 19 = 60.563 Kn
Total 91.313 Kn
Pmax = P = = 48.06 KN/m^2 A 1.9 x 1
Moment calculation at base slab48.059 kn/mtr
1.7
91.3125
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Maximum Moment at the Mid = = 48.059 x 1.425^28
= 17.361 Kn-mtr -Main Reinforcement( at center):Let thickness of Wall = 200 mmEffective Depth = 200 - 100 - 5.00 = 95.00 mm
Mu/bd^2 = 1.5 x 17.36 x 10^6 = 2.88551000 x 95.00 ^2
Corresponding reinforcement % = pt = 0.874
Area of steel=Ast=ptxBd/100 = 0.873504 x 1000 x 95.001 x 100
= 829.8287 mmMin area of steel = 0.12 x 1000 x 200
1 x 100= 240 mm^2
Spacing of steel required = 95 mm C/CProvide Main reinforcement fo dia 10 @ 150 mm C/C at Bottom of slabProvide Ast = 523 mm
- Distribution Reinforcement;secondary reinforcement = 0.12 x 1000 X 20015% for MS and 12% for tor steel 1 x 100
= 240 mmCorresponding reinforcementspacing = ast*100/Ast = = 0.785 x 8 ^2 x 1000
240= 209 mm
Minimum clear spacing=3xdeff = 3 x 95.00= 285 mm
Provide secondary reinforcementat spacing = 170 mmProvide Sec reinforcement of dia 8 @ 200 mm C/CProvide Ast = 251 mm
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A) Input Data
1 Internal Width of the cable Trench = mm2 Thikness of the wall = mm
3 Thikness of the Raft = mm4 Depth of the cable trench below the FFL = mm5 Grade of concrete = N/mm26 Density of concrete = = kn/m37 Grade of steel = N/mm28 Density of the soil(DENS) = kN/m39 Surcharge = Kg/m2
10 Angle of internal friction (f) f11 Live load due to the cable = kg/mtr
B) Design of wall
1075
200
800
150
Fe 50018
2000
30
800150
2001275
DESIGN OF CABLE TRENCH TYPE -B-B
25
Pressure Diagram
6.456.66kN/m2 kN/m2
20
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Coeff of active earth pressure Ka = (1-sin f )/(1+sin f )= 0.33
Height of Wall H = 1075 mmMaximum pressure at the Base Pa = Ka x DENS x H
= 6.45Pressure per meter of run = 6.45 kN/m
Maximum pressure due to ps = 0.33 x 20 = 6.66surcharge/MPressure per meter of run = 6.66 kN/m
Moment Due to Surcharge + due to soil pressure = 0.50 x 6.45 x 1.075 x 1.075 +3
6.66 x 1.0752
= 1.242 + 3.582 = 4.823 Kn-mtr
Total Moment = 4.823 = 4.823 Kn-mtr
-Main Reinforcement( At face of wall):
Let thickness of Wall = 150 mmEffective Depth = 150 - 20 - 5.00 = 125.00 mm
Mu/bd^2 = 1.5 x 4.82 x 10^6 = 0.4631000 x 125.00 ^2
Corresponding reinforcement % = pt = 0.164722
Area of steel=Ast=ptxBd/100 = 0.164722 x 1000 x 125.001 x 100
= 205.90 mmMin area of steel = 0.12 x 1000 x 150
1 x 100= 180 mm^2
Spacing of steel required = 244 mm C/C
Provide Main reinforcement fo dia 8 @ 200 mm C/C At Each Face
Provide Ast = 251 mm
- Distribution Reinforcement;secondary reinforcement = 0.12 x 1000 X 15015% for MS and 12% for tor steel 1 x 100
= 180 mmCorresponding reinforcementspacing = ast*100/Ast = = 0.785 x 8 ^2 x 1000
180= 279 mm
Minimum clear spacing=3xdeff = 3 x 125.00= 375 mm
Provide Sec reinforcement of dia 8 @ 200 mm C/CProvide Ast = 251 mm
C) Design of the BaseSlab:Load calculationWall load = 0.150 x 1.075 x 1 x 25 = 4.0313 KnSecond wall = = 4.0313 KnSelf wt of slab = 0.200 x 1.1 x 1 x 25 = 5.5 Kn
Total 13.563 Kn
kN/m2
kN/m2
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Pmax = P = = 12.33 KN/m^2 A 1.1 x 1
Moment calculation at base slab12.330 kn/mtr
0.95
Maximum Moment at the Mid = = 12.330 x 0.7^28
= 1.391 Kn-mtr -Main Reinforcement( At face):Let thickness of Wall = 200 mmEffective Depth = 200 - 100 - 5.00 = 95.00 mm
Mu/bd^2 = 1.5 x 1.39 x 10^6 = 0.23121000 x 95.00 ^2
Corresponding reinforcement % = pt = 0.054
Area of steel=Ast=ptxBd/100 = 0.053972 x 1000 x 95.001 x 100
= 51.27363mm
Min area of steel = 0.12 x 1000 x 2001 x 100
= 240 mm^2Spacing of steel required = 209 mm C/CProvide Main reinforcement fo dia 8 @ 200 mm C/C at center of wallProvide Ast = 251 mm- Distribution Reinforcement;secondary reinforcement = 0.12 x 1000 X 20015% for MS and 12% for tor steel 1 x 100
= 240 mmCorresponding reinforcementspacing = ast*100/Ast = = 0.785 x 8 ^2 x 1000
240
= 209 mmMinimum clear spacing=3xdeff = 3 x 95.00= 285 mm
Provide secondary reinforcementat spacing = 170 mmProvide Sec reinforcement of dia 8 @ 200 mm C/CProvide Ast = 251 mm
13.5625
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Design of Cable trench Cover Slab For Type B-B
In put data
1 Width of the slab(Ly) = 300 mm2 Length of the slab(Lx) = 940 mm
C/c of support = 840 mm3 Thikness of the slab = 75 mm4 Live load = 1000 kg/mm25 Density of concrete = = 25 kn/m36 Grade of concrete = 20 N/mm27 Grade of steel = Fe 500 N/mm28 Clear cover = 15 mm
Load calculation
Dead Load = 0.075 x 25 = 1.875 Kn/m2Live load = = 10 Kn/m2
Total 11.875 Kn/m2
ultimate Load = 1.5 x 11.875 = 17.8125 Kn/m^2
Ultimate Moment (Mu) = WxL^28
= 17.8125 x 0.84 x 0.848
= Kn-m
Mu = = 0.50b x d^2 1000 x 56 x 56
0.14189= 0.14189 x 1000 x 56.00
1 x 100= 79.5 mm= 0.12 x 1000 x 75
1 x 100= 90 mm
Spacing of steel required = 558 mm C/CProvide Main reinf. dia 8 @ 150 mm C/C ( 3 Y 8)Provide Ast = 334.933 mm
- Distribution Reinforcement;= 0.12 x 1000 x 100
15% for MS and 12% for tor steel 1 x 100= = 120 mm
Spacing of steel required = 419 mm C/C
= 5 x 56.00= 280 mmProvide Dist reinforcement fo 8 @ 200 mm C/CProvide Ast = 251.2 mm
Check for the Deflection :
Fs = 0.58 x Fy X Area of cross section of steel required Area of cross section of steel Provided
= 0.58 x 415 X
= N/mm2pt provided = 0.5981Modification Factor = 2
L = 0.840 = 15 < 40 Safed 0.056
334.957.10
Min area of steel
secondary reinforcement
1.57
1.57
Corresponding reinforcement % = pt Area of steel=Ast
req=ptxBd/100
Minimum clear spacing=3xdeff
79.5
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A) Input Data
1 Internal Width of the cable Trench = mm2 Thikness of the wall = mm3 Thikness of the Raft = mm4 Depth of the cable trench below the FFL = mm5 Grade of concrete = N/mm26 Density of concrete = = kn/m37 Grade of steel = N/mm28 Density of the soil(DENS) = kN/m39 Surcharge = Kg/m2
10 Angle of internal friction (f) f11 Live load due to the cable = kg/mtr
B) Design of wall
825
150
Coeff of active earth pressure Ka = (1-sin f )/(1+sin f )= 0.33
Height of Wall H = 825 mmMaximum pressure at the Base Pa = Ka x DENS x H
= 4.95Pressure per meter of run = 4.95 kN/mMaximum pressure due to ps = 0.33 x 20 = 6.66
surcharge/MPressure per meter of run = 6.66 kN/m
Moment Due to Surcharge + due to soil pressure = 0.50 x 4.95 x 0.825 x 0.825 +3
6.66 x 0.8252
= 0.561 + 2.749 = 3.310 Kn-mtr
Total Moment = 3.310 = 3.310 Kn-mtr
9752025
Fe 500
DESIGN OF CABLE TRENCH TYPE C-C
800150150
150
800
182000
30
Pressure Diagram
kN/m2
kN/m2
6.66 4.95kN/m2 kN/m2
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-Main Reinforcement( at center of wall):Let thickness of Wall = 150 mmEffective Depth = 150 - 75 - 5.00 = 70.00 mm
Mu/bd^2 = 1.5 x 3.31 x 10^6 = 1.01321000 x 70.00 ^2
Corresponding reinforcement % = pt = 0.375403
Area of steel=Ast=ptxBd/100 = 0.375403 x 1000 x 70.001 x 100
= 262.78 mmMin area of steel = 0.12 x 1000 x 150
1 x 100= 180 mm^2
Spacing of steel required = 299 mm C/CProvide Main reinforcement fo dia 8 @ 150 mm C/C at center
Provide Ast = 335 mm
- Distribution Reinforcement;
secondary reinforcement = 0.12 x 1000 X 15015% for MS and 12% for tor steel 1 x 100
= 180 mmCorresponding reinforcementspacing = ast*100/Ast = = 0.785 x 8 ^2 x 1000
180= 279 mm
Minimum clear spacing=3xdeff = 3 x 70.00= 210 mm
Provide Sec reinforcement of dia 8 @ 250 mm C/CProvide Ast = 201 mm
C) Design of the BaseSlab:Load calculationWall load = 0.150 x 0.825 x 1 x 25 = 3.0938Second wall = = 3.0938Self wt of slab = 0.150 x 1.1 x 1 x 25 = 4.125Load due to cable SAND FILLING
1 = 0.825 x 1 x 1 x 17 = 11.22
Total 21.533
Pmax = P = = 19.58 KN/m^2 A 1.1 x 1
21.5325
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Sterling Wilson Ltd. 16 Alif Engineers Planners
KnKnKn
Kn
Kn
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Design of Cable trench Cover Slab For Type C-CIn put data
1 Width of the slab(Ly) = 300 mm2 Length of the slab(Lx) = 950 mm
C/c of support = 850 mm3 Thikness of the slab = 75 mm4 Live load = 1000 kg/mm25 Density of concrete = = 25 kn/m36 Grade of concrete = 20 N/mm27 Grade of steel = Fe 500 N/mm28 Clear cover = 15 mm
Load calculation
Dead Load = 0.075 x 25 = 1.875 Kn/m2Live load = = 10 Kn/m2
Total 11.875 Kn/m2
ultimate Load = 1.5 x 11.875 = 17.8125 Kn/m^2
Ultimate Moment (Mu) = WxL^28
= 17.8125 x 0.85 x 0.858
= Kn-m
Mu = = 0.51b x d^2 1000 x 56 x 56
0.14537= 0.14537 x 1000 x 56.00
1 x 100= 81.4 mm
= 0.12 x 1000 x 751 x 100
= 90 mmSpacing of steel required = 872 mm C/CProvide Main reinforcement 8 @ 200 mm C/C (3 Y 8)Provide Ast = 251.2 mm- Distribution Reinforcement;
= 0.12 x 1000 x 10015% for MS and 12% for tor steel 1 x 100
= = 120 mmSpacing of steel required = 419 mm C/C
= 5 x 56.00= 280 mm
Provide Dist reinforcement fo 8 @ 250 mm C/C
Provide Ast = 200.96 mmCheck for the Deflection :
Fs = 0.58 x Fy X Area of cross section of steel required Area of cross section of steel Provided
= 0.58 x 415 X
= N/mm2pt provided = 0.44857Modification Factor = 1.8
L = 0.850 = 15 < 36 Safed 0.056
1.61
1.61
Corresponding reinforcement % = pt Area of steel=Ast
req=ptxBd/100
251.278.00
Min area of steel
secondary reinforcement
Minimum clear spacing=3xdeff
81.4
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A) Input Data
1 Internal Width of the cable Trench = mm2 Thikness of the wall = mm
3 Thikness of the Raft = mm4 Depth of the cable trench below the FFL = mm5 Grade of concrete = N/mm26 Density of concrete = = kn/m37 Grade of steel = N/mm28 Density of the soil(DENS) = kN/m39 Surcharge = Kg/m2
10 Angle of internal friction (f) f
B) Design of wall
200
Coeff of active earth pressure Ka = (1-sin f )/(1+sin f )= 0.33
Height of Wall H = 2125 mmMaximum pressure at the Base Pa = Ka x DENS x H
= 12.74Pressure per meter of run = 12.74 kN/mMaximum pressure due to ps = 0.33 x 20 = 6.66
surcharge/MPressure per meter of run = 6.66 kN/m
Moment Due to Surcharge + due to soil pressure = 0.50 x 12.74 x 2.125 x 2.125 +
36.66 x 2.1252
= 9.591 + 7.080 = 16.671 Kn-mtr
Total Moment = 16.671 = 16.671 Kn-mtr
-Main Reinforcement( At Face of wall):Let thickness of Wall = 200 mmEffective Depth = 200 - 20 - 5.00 = 175.00 mm
kN/m2 kN/m2Pressure Diagram
kN/m2
kN/m2
2125
15006.66 12.74
25Fe 500
182000
30
DESIGN OF CABLE TRENCH TYPE -A-A
1500200
2002325
20
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= 240 mm^2Spacing of steel required = 95 mm C/CProvide Main reinforcement fo dia 10 @ 150 mm C/C at Bottom of slabProvide Ast = 523 mm- Distribution Reinforcement;secondary reinforcement = 0.12 x 1000 X 20015% for MS and 12% for tor steel 1 x 100
= 240 mm
Corresponding reinforcementspacing = ast*100/Ast = = 0.785 x 8 ^2 x 1000240
= 209 mmMinimum clear spacing=3xdeff = 3 x 95.00
= 285 mmProvide secondary reinforcementat spacing = 170 mmProvide Sec reinforcement of dia 8 @ 200 mm C/CProvide Ast = 251 mm
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A) Input Data
1 Internal Width of the cable Trench = mm2 Thikness of the wall = mm
3 Thikness of the Raft = mm4 Depth of the cable trench below the FFL = mm5 Grade of concrete = N/mm26 Density of concrete = = kn/m37 Grade of steel = N/mm28 Density of the soil(DENS) = kN/m39 Surcharge = Kg/m2
10 Angle of internal friction (f) f
B) Design of wall
200
Coeff of active earth pressure Ka = (1-sin f )/(1+sin f )= 0.33
Height of Wall H = 2125 mmMaximum pressure at the Base Pa = Ka x DENS x H
= 12.74Pressure per meter of run = 12.74 kN/mMaximum pressure due to ps = 0.33 x 20 = 6.66
surcharge/MPressure per meter of run = 6.66 kN/m
Moment Due to Surcharge + due to soil pressure = 0.50 x 12.74 x 2.125 x 2.125 +
36.66 x 2.1252
= 9.591 + 7.080 = 16.671 Kn-mtr
Total Moment = 16.671 = 16.671 Kn-mtr
-Main Reinforcement( At Face of wall):Let thickness of Wall = 200 mmEffective Depth = 200 - 20 - 5.00 = 175.00 mm
DESIGN OF CABLE TRENCH TYPE -A-A
1500200
2002325
2025
Fe 50018
2000
30
2125
15006.66 12.74
kN/m2 kN/m2Pressure Diagram
kN/m2
kN/m2
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Mu/bd^2 = 1.5 x 16.67 x 10^6 = 0.81651000 x 175.00 ^2
Corresponding reinforcement % = pt = 0.297983
Area of steel=Ast=ptxBd/100 = 0.297983 x 1000 x 175.001 x 100
= 521.47 mmMin area of steel = 0.12 x 1000 x 200
1 x 100= 240 mm^2Spacing of steel required = 151 mm C/CProvide Main reinforcement fo dia 10 @ 150 mm C/C At face
Provide Ast = 523 mm
- Distribution Reinforcement;secondary reinforcement = 0.12 x 1000 X 20015% for MS and 12% for tor steel 1 x 100
= 240 mmCorresponding reinforcementspacing = ast*100/Ast = = 0.785 x 8 ^2 x 1000
240
= 209 mmMinimum clear spacing=3xdeff = 3 x 175.00
= 525 mmProvide Sec reinforcement of dia 8 @ 200 mm C/CProvide Ast = 251 mm
C) Design of the BaseSlab:Load calculationWall load = 0.200 x 2.125 x 1 x 25 = 10.625 KnSecond wall = = 10.625 KnSelf wt of slab = 0.200 x 1.9 x 1 x 25 = 9.5 KnLoad due to cable SAND FILLING
1 = 2.125 x 2 x 1 x 19 = 60.563 Kn
Total 91.313 Kn
Pmax = P = = 48.06 KN/m^2 A 1.9 x 1
Moment calculation at base slab48.059 kn/mtr
1.7
Maximum Moment at the Mid = = 48.059 x 1.425^28
= 17.361 Kn-mtr -Main Reinforcement( at center):Let thickness of Wall = 200 mmEffective Depth = 200 - 100 - 5.00 = 95.00 mm
Mu/bd^2 = 1.5 x 17.36 x 10^6 = 2.88551000 x 95.00 ^2
Corresponding reinforcement % = pt = 0.874
Area of steel=Ast=ptxBd/100 = 0.873504 x 1000 x 95.001 x 100
= 829.8287 mmMin area of steel = 0.12 x 1000 x 200
1 x 100
91.3125
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= 240 mm^2Spacing of steel required = 95 mm C/CProvide Main reinforcement fo dia 10 @ 150 mm C/C at Bottom of slabProvide Ast = 523 mm- Distribution Reinforcement;secondary reinforcement = 0.12 x 1000 X 20015% for MS and 12% for tor steel 1 x 100
= 240 mm
Corresponding reinforcementspacing = ast*100/Ast = = 0.785 x 8 ^2 x 1000240
= 209 mmMinimum clear spacing=3xdeff = 3 x 95.00
= 285 mmProvide secondary reinforcementat spacing = 170 mmProvide Sec reinforcement of dia 8 @ 200 mm C/CProvide Ast = 251 mm