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STUP Consultants P. Ltd. 22-A, Sector 19 - C, Palm Beach Marg,Vashi, Navi Mumbai - 400 705
Phone : 27896241, 27896243 / 44 / 45 / 46
Fax : 27896240,Email : [email protected]
OFFICE OF ORIGIN
TECHNICAL CORE - AHMEDABAD
OWNER
DESIGN ( R&B ) CIRCLE, GANDHINAGAR
PROJECT
CONSULTANCY SERVICES FOR PREPARATION OF DETAILED PROJECT REPORT
FOR MAJOR BRIDGES ON ALL CATEGARIES OF ROAD IN GUJARAT STATE
BRIDGE
PROPOSED BRIDGE ON SHEDHI KOTAR ON PRUTHVIRAJPURA - KADHIYA ROAD (ODR)
TAL. - BALASINOR, DIST. - KHEDA
TITLE
DATE Rev. No. MODIFICATIONS/
PURPOSE OF ISSUE Name Signature Name Signature Name Signature
29/11/2010 R0 For Approval NP BGJ/THP MK
29/11/2010
DESIGN OF U - TYPE RETAINING WALL (BOTH SIDE)
PREPARED CHECKED APPROVED
DATEThis note is property of STUPConsultants P. Ltd. it should not be
used, copied or reproduced without
their written permission.
PAGES :
1 + 7 + 4= 12
Rev.No.
R0
NOTE NO.
7559/E/DN- 818
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2
DESIGN CONSIDERATION
Soil Properties
Material Properties
Design ParametersDESIGN OF VERTICAL WALL
DESIGN OF BASE SLAB
DESIGN CONSIDERATION
Soil Properties
Material Properties
Design ParametersDESIGN OF VERTICAL WALL
DESIGN OF BASE SLAB
Annexure-1
CALCULATION OF SAFE BEARING CAPACITY FOR (Left side wall)
CALCULATION OF SAFE BEARING CAPACITY FOR (Right side wall)
6 6
2 23 3
45 5
1
1
1
PROPOSED BRIDGE ON SHEDHI KOTAR ON PRUTHVIRAJPURA - KADHIYA
ROAD (ODR) TAL. - BALASINOR, DIST. - KHEDA
Date
Designed Page
29/11/20107559/E/DN - 818
STUP Consultants P.Ltd.
CheckedNP THP
Project No DESIGN OF U - TYPE RETAINING WALL (BOTH SIDE)Document No
7559
Title Page No.
4
4
4
DESIGN OF U-TYPE RETAINING WALL ( RIGHT SIDE)
DESIGN OF U-TYPE RETAINING WALL ( LEFT SIDE)1
Sr.No.
4
1
8 117 9
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DESIGN OF U-TYPE RETAINING WALL ( LEFT SIDE)
Soil Properties :
Unit weight of soil = t/m3
Angle of friction =
Active Earth Pressure Coeff. Ka = ( 1 - SIN ) / ( 1 + SIN )
=
Surcharge =
Soil Bearing Capacity = t/m2
Wearing coat thickness =
Section :
Parapet /
Crash barrier FRL
Slope %
Area of c/s =
GL
DESIGN OF U-TYPE RETAINING WALL ( LEFT SIDE)
Material Properties :
Grade of concrete : =
Grade of steel : =Permissible bending comp. stress for conc.: = t/m
2
Permissible bending tensile stress for steel : = t/m2
Permissible max. shear stress for concrete : = t/m2
Modular ratio m : =
Density of Concrete : = t/m3
Design Parameters :
Neutral axis factor k : =
Lever arm factor j : =
Moment of resistance factor Q : = t/m
Clear cover : = m
Reinforcement Dia. : = m
Total cover : = m
10
132.65
0.075
0.02
0.085
Page
0.33
48.22
30
Designed CheckedNP THP
STUP Consultants P.Ltd.
Project No DESIGN OF U - TYPE RETAINING WALL (BOTH SIDE)Document No Date
7559/E/DN - 818 29/11/2010
1.00
1.2
0
R & B 7559 PROPOSED BRIDGE ON SHEDHI KOTAR ON PRUTHVIRAJPURA -
KADHIYA ROAD (ODR) TAL. - BALASINOR, DIST. - KHEDA
2.1
m1.2
0.45
6.4
86
6.40 m
1000
24000
210
1.00
8.40 m
70.621
FDL
0.2941
0.9020
2.4
Fe500
M 30
0.075 m
2.5
73.621
3.000
0.169 m
4.685
19.7118
9.69 m
80.475
2.0
0
0.30 m
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4
PageDesigned CheckedNP THP
STUP Consultants P.Ltd.
Project No DESIGN OF U - TYPE RETAINING WALL (BOTH SIDE)Document No Date
7559/E/DN - 818 29/11/2010
R & B 7559 PROPOSED BRIDGE ON SHEDHI KOTAR ON PRUTHVIRAJPURA -
KADHIYA ROAD (ODR) TAL. - BALASINOR, DIST. - KHEDA
Design of Vertical Wall :
Sample calculation for section at 8.486 from top
B.M.Soil pressure=1/2.K..h2.1/3h= 1/ 2 x 0.334 x 2.1 x 8.486^ 2 x (1 / 3 x 8.486) = tm
B.M.Surcharge=K..(1.2).h.1/2h = 0.334 x 2.1 x 1.2 x 8.486 x 8.486 / 2 = tmTotal bending moment = + = tm
Shear force due to soil = 1 / 2 x 0.334 x 2.1 x 8.486^2 = t
Shear force due to surcharge = 0.334 x 2.1 x 1.2 x 8.486 = t
Total Shear force = + = t
Effe. depthreq =sqrt(M / Q b) = SQRT ( 101.75/ 132.65x 1 ) = m
% of main steel requirement = MAX ( 0.12, 101.75 / 24000 / 0.902 / 0.915 x 100 / 0.915) =
Area of main steelreq=M/stj d= 101.75 x 1000000 / 24000 / 0.902 / 0.915 = mm2/m
Distribution steel = MAX ( 0.12 x 1000 x 1000 / 100 , 250) = mm2/m
(Minimum distribution steel 0.12% or 250mm2/m)
Bending
Moment
1.000
0.892
8.486
Depth of
section
D (m)
2.986
Distance
from top
(m)
6.486
5.486
4.486
3.486
7.486
0.784
0.676
0.568
0.4600.406
Effe. Depth
d
(m)
0.915
0.807
0.699
0.591
0.483
0.3750.321
TotalHeight
(m)
9.686
8.686
7.686
6.686
5.686
(tm)
32.397
25.954
20.212
4.686
101.750
72.625
49.601
31.967 15.172
10.833
Shear
Force
(t)
45.01
SAFE
SAFE
SAFESAFE
SAFE38.3142.14
0.491
17.54799
c(t/m2)
39.06
40.94
43.4135.32
7.1965.640
28.9100225.66227
22.4152919.16976
0.422
0.376
0.3300.307
Area of
main steel
(mm2)
5136.83
4156.78
3277.17
2497.63
0.561
0.515
0.469
Effe. Depthreq. M/Q
(m)
0.876
0.740
0.611
% of main
steel req.
(mm)
0.379
0.2750.227
19.022
10.0666.8654.186
(mm)
32+32
32+32
1818.16
1238.76986.58
32+32
Bar dia Spacing
200+200
200+200
200+200
32+0
32+0
32+032+0
Reinforcement provided
0.878959
0.996497
1.150321
Percentage
of steel
Area of
steel
(mm2)
200+200
200+200
35.40675
8042.5
8042.5
8042.5200+200
200+200
32.15823
0.832036
1.071256
1.251109
4021.2
4021.2
4021.2
Permissible
shear stress
811.5682.0
(t/m2)
0.6801534021.2
552.5
487.7
Shear
stress
1200.0
1070.5
941.0
Dist. Steel
(mm2)
Bar dia
(mm)
16
16
16 1340.4
150 1340.4
150
150
1340.4
1340.4
1340.4
1340.4
16
16
150
16
16
150
150
150
Area of
steel
(mm2)
5136.834
1200.000
Check for
depth
SAFE
SAFE
1340.4
71.437
25.255
7.142
30.306
101.743
0.561
25.255 7.142 32.397
0.876
71.437 30.306
Dist. Reinforcement provided
Spacing
(mm)
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5
PageDesigned CheckedNP THP
STUP Consultants P.Ltd.
Project No DESIGN OF U - TYPE RETAINING WALL (BOTH SIDE)Document No Date
7559/E/DN - 818 29/11/2010
R & B 7559 PROPOSED BRIDGE ON SHEDHI KOTAR ON PRUTHVIRAJPURA -
KADHIYA ROAD (ODR) TAL. - BALASINOR, DIST. - KHEDA
Design of Base Slab :
Total depth of section =
Effective depth of section =
Upside pressure on base slab due to soil filing = h = 2.1 x 8.486 = t/m2
Upside pres. on base slab due to Self weight of base s = 2.4 x 1.2 = t/m2
Upward pressure on base slab due to wt. of side wall = (0.5 x (1 + 0.3) x 6.49 + 0.3 x 2) x 2.4 x2/ 8.4
= t/m2
Total upward pressure =
< SBC of soil / Rock . O.K.
Moment at Midspan of base slab = 2.76 x 8.4 ^2 / 8 + 101.75
= tmEffective depth required = m
< 1.115 m So, O.K.
Area of tension steel required at midspan = mm2
% of tension steel required at midspan = %
Area of comp. steel required at midspan = mm2
Provide 32 mm dia.steel @ mm c/c = +Provide 0 mm dia.steel @ mm c/c =
Total steel provided = > . O.K.
% of tension steel required at midspan = %
Minimum steel or distribution steel:
Minimum steel required = 0.12/100 x 1000 x 1115 = mm2
Maximum of both = mm2
Provide 16 mm dia.steel @ mm c/c
Total steel provided = > . O.K.
52.24 cm
140 57.44 cm
200 0.00 cm
57.44 cm
1338.00
13.38 cm
0.515
1338.00
13.4 cm
150
0.00
2.88
1.20 m
1.115 m
0.469
5223.950
23.46 t/m
48.22 t/m
126.0930.975
17.8
2.760
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6
DESIGN OF U-TYPE RETAINING WALL ( RIGHT SIDE)
Soil Properties :
Unit weight of soil = t/m3
Angle of friction =
Active Earth Pressure Coeff. Ka = ( 1 - SIN ) / ( 1 + SIN )
=
Surcharge =
Soil Bearing Capacity = t/m2
Wearing coat thickness =
Section :
Parapet /
Crash barrier FRL
Slope %
Area of c/s =
GL
DESIGN OF U-TYPE RETAINING WALL ( RIGHT SIDE)
Material Properties :
Grade of concrete : =
Grade of steel : =Permissible bending comp. stress for conc.: = t/m
2
Permissible bending tensile stress for steel : = t/m2
Permissible max. shear stress for concrete : = t/m2
Modular ratio m : =
Density of Concrete : = t/m
Design Parameters :
Neutral axis factor k : =
Lever arm factor j : =Moment of resistance factor Q : = t/m
Clear cover : = m
Reinforcement Dia. : = m
Total cover : = m
0.02
0.085
72.135
FDL0.80 0.80
0.9
0
R & B 7559 PROPOSED BRIDGE ON SHEDHI KOTAR ON PRUTHVIRAJPURA -
KADHIYA ROAD (ODR) TAL. - BALASINOR, DIST. - KHEDADesigned Checked
NP THP
STUP Consultants P.Ltd.
Project No DESIGN OF U - TYPE RETAINING WALL (BOTH SIDE)Document No
2.1
m1.2
Date
7559/E/DN - 818 29/11/2010
Page
0.33
30
24000
8.40 m
6.80 m
1000
27.85
0.30 m
Fe500
M 30
0.45
0.075 m
210
10
2.4
0.2941
0.9020132.65
0.075
0.169 m
75.135
3.000
3.070
2.5
5.1
70
2.0
0
14.447
8.07 m
80.374
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PROPOSED BRIDGE ON SHEDHI KOTAR ON PRUTHVIRAJPURA -
KADHIYA ROAD (ODR) TAL. - BALASINOR, DIST. - KHEDADesigned Checked
NP THP
STUP Consultants P.Ltd.
Project No DESIGN OF U - TYPE RETAINING WALL (BOTH SIDE)Document No Date
7559/E/DN - 818 29/11/2010
Page
Design of Vertical Wall :
Sample calculation for section at 7.17 from top
B.M.Soil pressure=1/2.K..h2.1/3h= 1/ 2 x 0.334 x 2.1 x 7.17^ 2 x (1 / 3 x 7.17) = tm
B.M.Surcharge=K..(1.2).h.1/2h = 0.334 x 2.1 x 1.2 x 7.17 x 7.17 / 2 = tmTotal bending moment = + = tm
Shear force due to soil = 1 / 2 x 0.334 x 2.1 x 7.17^2 = t
Shear force due to surcharge = 0.334 x 2.1 x 1.2 x 7.17 = t
Total Shear force = + = t
Effe. depthreq =sqrt(M / Q b) = SQRT ( 64.73/ 132.65x 1 ) = m
% of main steel requirement = MAX ( 0.12, 64.73 / 24000 / 0.902 / 0.715 x 100 / 0.715) =
Area of main steelreq=M/stj d= 64.73 x 1000000 / 24000 / 0.902 / 0.715 = mm2/m
Distribution steel = MAX ( 0.12 x 1000 x 800 / 100 , 250) = mm2/m
(Minimum distribution steel 0.12% or 250mm2/m)
4181.978
960.000
18.029 6.035 24.064
0.699
43.090 21.635 64.724
0.585
43.090
18.029
6.035
21.635
Check for
depth
SAFE
SAFE
1148.9
1148.9
Dist. Reinforcement provided
1148.9
1148.9
1148.9
1148.9
Area of
steel
(mm2)
175175
175
175
175
1148.9
175
175
16
16
16
Spacing
(mm)
16
16
16
16
Bar dia
(mm)
Dist. Steel
(mm2)
960.0
843.9
727.9
611.8495.8
(t/m2)
0.5776832454.4
379.7
360.0
Shear
stress
29.99237
0.747935
1.060473
1.141567
2454.4
2454.4
2454.4
Permissible
shear stress
200+200
200+200
33.65587
4908.7
4908.7
4908.7200+200
200+200
Reinforcement provided
0.686537
0.793924
0.941135
Percentage
of steel
Area of
steel
(mm2)
200+200
200+200
200+200
25+0
25+0
25+025+0
(mm)
25+25
25+25
1119.51
633.95
369.15
25+25
Bar dia Spacing
(mm)
0.245
0.155
0.114
7.953
3.176
1.7182.870
% of main
steel req.
0.585
0.525
0.465
Effe. Depthreq. M/Q
(m)
0.699
0.573
0.455
4181.98
3248.41
2426.94
1717.27
Area of
main steel
(mm2)
0.404
0.341
0.274
0.172
26.3150522.61448
18.870115.02697
0.345
11.08685
c(t/m2)
35.48
37.70
40.0632.86
3.478
2.384
43.27
SAFE
SAFE
SAFESAFE
SAFE36.9541.97
Shear
Force
(t)
18.544
13.725
3.370
64.730
43.479
27.403
15.795 9.608
6.192
Moment
(tm)
24.064
0.231
0.215
TotalHeight
(m)
8.370
7.370
6.370
5.370
4.370
0.300
Effe. Depth
d
(m)
0.715
0.618
0.522
0.425
0.328
0.607
0.510
0.413
0.316
1.670
Distance
from top
(m)
5.170
4.170
3.170
2.170
7.170
6.170
Depth of
section
D (m)
0.800
0.703
Bending
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8R & B 7559
PROPOSED BRIDGE ON SHEDHI KOTAR ON PRUTHVIRAJPURA -
KADHIYA ROAD (ODR) TAL. - BALASINOR, DIST. - KHEDADesigned Checked
NP THP
STUP Consultants P.Ltd.
Project No DESIGN OF U - TYPE RETAINING WALL (BOTH SIDE)Document No Date
7559/E/DN - 818 29/11/2010
Page
Design of Base Slab :
Total depth of section =
Effective depth of section =
Upside pressure on base slab due to soil filing = h = 2.1 x 7.17 = t/m2
Upside pres. on base slab due to Self weight of base s = 2.4 x 0.9 = t/m2
Upward pressure on base slab due to wt. of side wall = (0.5 x (0.8 + 0.3) x 5.17 + 0.3 x 2) x 2.4 x2/ 8.4
= t/m2
Total upward pressure =
< SBC of soil / Rock . O.K.
Moment at Midspan of base slab = 1.97 x 8.4 ^2 / 8 + 64.73
= tmEffective depth required = m
< 0.815 m So, O.K.
Area of tension steel required at midspan = mm2
% of tension steel required at midspan = %
Area of comp. steel required at midspan = mm2
Provide 32 mm dia.steel @ mm c/c = +Provide 0 mm dia.steel @ mm c/c =
Total steel provided = > . O.K.
% of tension steel required at midspan = %
Minimum steel or distribution steel:
Minimum steel required = 0.12/100 x 1000 x 815 = mm2
Maximum of both = mm2
Provide 16 mm dia.steel @ mm c/c
Total steel provided = > . O.K.
15.1
1.970
0.571
4653.678
19.19 t/m
27.85 t/m
82.1050.787
2.16
0.90 m
0.815 m
175
150 53.61 cm
0.658
9.78 cm
200 0.00 cm
0.00
53.61 cm
978.00
11.5 cm
46.54 cm
978.00
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9
Calculation of soi l bearing capacity
A) Data
BH no = 3 (For AL abutment side retaining wall)
Calculation of Soil bearing capacity
DATA
N = No. of Blows
=
Df = Depth of footing
= m
B = Width of footing
= m
L = Length of footing
= m
= Effective unit wt. Of soil at pile toe
= kn/m2
c = Cohesion
= kn/m2
= Angle of internal friction at toe= Fig.1 IS:6403-1981 For N value
Shape =
Inclination of load = 00
W' =
q = Effective overburden pressure at toe
= kn/m
Bearing capacity factors
Nc = (IS : 6403 - 1891)
Nq =
N =
Shape factor
Sc = (IS : 6403 - 1891)
Sq =
S =
Depth factor
dc = (IS : 6403 - 1891)
dq
=
d =
3.00
5.27
30.32
42.91
42.93
1.43
0.75
8.40
1.45
10
34.0
30.0
0.0
0.0
26.00
1.00
1.23
1.15
Rectangle
26.0
PROPOSED BRIDGE ON SHEDHI KOTAR ON PRUTHVIRAJPURA - KADHIYA
ROAD (ODR) TAL. - BALASINOR, DIST. - KHEDA
Date
Designed Page
29/11/20107559/E/DN - 818
STUP Consultants P.Ltd.
CheckedNP THP
Project No DESIGN OF U - TYPE RETAINING WALL (BOTH SIDE)Document No
7559
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10
PROPOSED BRIDGE ON SHEDHI KOTAR ON PRUTHVIRAJPURA - KADHIYA
ROAD (ODR) TAL. - BALASINOR, DIST. - KHEDA
Date
Designed Page
29/11/20107559/E/DN - 818
STUP Consultants P.Ltd.
CheckedNP THP
Project No DESIGN OF U - TYPE RETAINING WALL (BOTH SIDE)Document No
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Inclination factor
ic = (IS : 6403 - 1891)
iq =i =
S.B.C. from C & Ref.: IS:6403:1981 CL:5.1.2
= {((c Nc Scdcic) + ( q (Nq-1)Sq dq iq) + (0.5 B NSdiW')}
=
= kn/m2
S.B.C. from N value (By Tang equation) Ref.:Art.2.6.1,Foundation design manual :Auther:N.V.Nayak
= 2 N2B wq+ 6 (100+N2) DfW
= 3 N2B wq+ 5 (100+N
2) DfW
= kn/m2
Min. S.B.C. = kn/m2
Now with FOS, (IRC : 78 Cl 709.3.2)
Factored S.B.C. = /
= kn/m2
SBC = t/m
2
{(0 x 42.93 x 1.45 x 1.23 x 1) + (30 x (30.32-1 )1.43 x 1.15 x 1
+ ( 0.5 x 5.27 x 10 x 42.91 x 0.75 x 1 x 1 x 0 }
1.00
1.00
1446.50
1.00
1446.50
10546.52
1446.5
For Square footing
For Very long footing
482.2
48.2
3.0
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Calculation of soi l bearing capacity
A) Data
BH no = 2 (For AL abutment side retaining wall)
Calculation of Soil bearing capacity
DATA
N = No. of Blows
=
Df = Depth of footing
= m
B = Width of footing
= m
L = Length of footing
= m
= Effective unit wt. Of soil at pile toe
= kn/m2
c = Cohesion
= kn/m2
For N value
= Angle of internal friction at toe= Fig.1 IS:6403-1981
Shape =
Inclination of load = 00
W' =
q = Effective overburden pressure at toe
= kn/m
Bearing capacity factors
Nc = (IS : 6403 - 1891)
Nq =
N =
Shape factor
Sc = (IS : 6403 - 1891)
Sq =
S =
Depth factor
dc = (IS : 6403 - 1891)
dq
=
d =
STUP Consultants P.Ltd.
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Project No DESIGN OF U - TYPE RETAINING WALL (BOTH SIDE)Document No
7559
12.0
PROPOSED BRIDGE ON SHEDHI KOTAR ON PRUTHVIRAJPURA - KADHIYA
ROAD (ODR) TAL. - BALASINOR, DIST. - KHEDA
Date
Designed Page
29/11/20107559/E/DN - 818
12.00
1.00
1.53
1.38
Rectangle
10
30.0
30.0
0.0
0.0
3.00
2.30
18.40
22.40
30.14
1.16
0.90
8.40
1.17
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Project No DESIGN OF U - TYPE RETAINING WALL (BOTH SIDE)Document No
7559 PROPOSED BRIDGE ON SHEDHI KOTAR ON PRUTHVIRAJPURA - KADHIYA
ROAD (ODR) TAL. - BALASINOR, DIST. - KHEDA
Date
Designed Page
29/11/20107559/E/DN - 818
Inclination factor
ic = (IS : 6403 - 1891)
iq =i =
S.B.C. from C & Ref.: IS:6403:1981 CL:5.1.2
= {((c Nc Scdcic) + ( q (Nq-1)Sq dq iq) + (0.5 B NSdiW')}
=
= kn/m2
S.B.C. from N value (By Tang equation) Ref.:Art.2.6.1,Foundation design manual :Auther:N.V.Nayak
= 2 N2B wq+ 6 (100+N2) DfW
= 3 N2B wq+ 5 (100+N
2) DfW
= kn/m2
Min. S.B.C. = kn/m2
Now with FOS, (IRC : 78 Cl 709.3.2)
Factored S.B.C. = /
kn/m2
SBC = t/m
2
278.5
27.9
3.0
{(0 x 30.14 x 1.17 x 1.53 x 1) + (30 x (18.4-1 )1.16 x 1.38 x 1 +
( 0.5 x 2.3 x 10 x 22.4 x 0.9 x 1 x 1 x 0 }
1.00
1.00
835.62
1.00
835.62
2527.20
835.6
For Square footing
For Very long footing