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OFFICE OF ORIGIN TECHNICAL CORE - AHMEDABAD OWNER DESIGN DESIGN ( R&B ) CIRCLE, GANDHINAGAR PROJECT CONSULTANCY SERVICES FOR PREPARATION OF DETAILED PROJECT REPORT FOR MAJOR BRIDGES ON ALL AL L CA TEGARIES OF OF ROAD IN GUJARAT STATE
BRIDGE PROPOSED PROPO SED BRIDGE ON SHEDHI KOTAR ON PRUTHV PRUTHVIRAJPURA IRAJPURA - KA KADHIYA DHIYA ROAD (ODR) TAL. - B AL ALASINOR, ASINOR, DIST. DIST. - KHEDA TITLE DESIGN OF U - TYPE RETAINING WALL (BOTH SIDE) DATE 29/11/2010
Rev. No No. R0
MODIFICATIONS/ PURPOSE OF ISSUE For Approval
This note is pr operty of STUP Consultants P. Ltd. it should not be used, copied copied or reproduced without their written permission.
DATE 29/11/2010
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NOTE NO. 7559/E/DN- 818
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Signature
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Rev.No.
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STUP Consultants P.Ltd. Project No 7559
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DESIGN OF U - TYPE RETAINING WALL (BOTH SIDE) PROPOSED BRIDGE ON SHEDHI KOTAR ON PRUTHVIRAJPURA - KADHIYA ROAD (ODR) TAL. - BALASINOR, DIST. - KHEDA
Document No Date 29/11/2010 7559/E/DN - 818 Designed Checked Page 2 NP THP
Title DESIGN OF U-TYPE RETAINING WALL ( LEFT SIDE) DESIGN CONSIDERATION • Soil Properties • Material Properties • Design Parameters DESIGN OF VERTICAL WALL DESIGN OF BASE SLAB DESIGN OF U-TYPE RETAINING WALL ( RIGHT SIDE) DESIGN CONSIDERATION • Soil Properties • Material Properties • Design Parameters DESIGN 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)
Page No. 1 1 1 1 2 3 4 4 4 4 5 6 9 11
STUP Consultants P.Ltd. Project No
DESIGN OF U - TYPE RETAINING WALL (BOTH SIDE) PROPOSED BRIDGE ON SHEDHI KOTAR ON PRUTHVIRAJPURA KADHIYA ROAD (ODR) TAL. - BALASINOR, DIST. - KHEDA
R & B 7559
Document No Date 29/11/2010 7559/E/DN - 818 Designed Checked Page NP THP 3
DESIGN OF U-TYPE RETAINING WALL ( LEFT SIDE)
Soil Properties : 3
γ = 2.1 t/m Unit weight of soil Angle of friction Ø = 30 ° Active Earth Pressure Coeff. Ka = ( 1 - SINØ ) / ( 1 + SINØ ) = 0.33 Surcharge = 1.2 m 2 Soil Bearing Capacity = 48.22 t/m Wearing coat thickness = 0.075 m Section :
0.45
Parapet /
FRL
Crash barrier
80.475
Slope
2.5 %
Area of c/s = 19.7118
0.169 m
0.30 m
0 0 . 2
9.69 m 4.685
GL
6 8 4 . 6
73.621 3.000
0 2 . 1
70.621
FDL 1.00
6.40 m
1.00
8.40 m
DESIGN OF U-TYPE RETAINING WALL ( LEFT SIDE) Material Properties :
Grade of concrete : Grade of steel : Permissible bending comp. stress for conc.: Permissible bending tensile stress for steel :
= = = =
M 30 Fe500 1000 24000
Permissible max. shear stress for concrete : Modular ratio m : Density of Concrete :
= = =
210 10 2.4
= = = = = =
0.2941 0.9020 132.65 0.075 0.02 0.085
2
t/m
2
t/m 2 t/m 3
t/m
Design Parameters :
Neutral axis factor k : Lever arm factor j : Moment of resistance factor Q : Clear cover : Reinforcement Dia. : Total cover :
t/m m m m
STUP Consultants P.Ltd. Project No R & B 7559
Document No Date 29/11/2010 7559/E/DN - 818 Designed Checked Page NP THP 4
DESIGN OF U - TYPE RETAINING WALL (BOTH SIDE) PROPOSED BRIDGE ON SHEDHI KOTAR ON PRUTHVIRAJPURA KADHIYA ROAD (ODR) TAL. - BALASINOR, DIST. - KHEDA
Design of Vertical Wall : Sample calculation for s ection at 8.486 from top 2
B.M.Soil pressure=1/2.K.γ.h .1/3h=
1/ 2 x 0.334 x 2.1 x 8.486^ 2 x (1 / 3 x 8.486)
= 71.437
tm
B.M.Surcharge=K.γ.(1.2).h.1/2h = Total bending moment = Shear force due to soil = Shear force due to surcharge = Total Shear force = Effe. depth req =sqrt(M / Q b) =
0.334 x 2.1 x 1.2 x 8.486 x 8.486 / 2 + 71.437 30.306 1 / 2 x 0.334 x 2.1 x 8.486^2 0.334 x 2.1 x 1.2 x 8.486 + 25.255 7.142
= = = = =
tm tm t t t
SQRT ( 101.75/ 132.65x 1 ) % of main steel requirement = MAX ( 0.12, 101.75 / 24000 / 0.902 / 0.915 x 100 / 0.915) Area of main steel req =M/σst j d= 101.75 x 1000000 / 24000 / 0.902 / 0.915 Distribution steel
= MAX ( 0.12 x 1000 x 1000 / 100 , 250)
30.306 101.743 25.255 7.142 32.397 0.876 0.561 5136.834 1200.000
= = = =
2
(Minimum distribution steel 0.12% or 250mm /m)
Distance Depth of from top section
Effe. Depth
d
Total Bending Height Moment
Shear Force
Effe. Depth req. √M/Q
(m)
D (m)
(m)
(m)
(tm)
(t)
(m)
8.486 7.486 6.486 5.486 4.486 3.486 2.986
1.000 0.892 0.784 0.676 0.568 0.460 0.406
0.915 0.807 0.699 0.591 0.483 0.375 0.321
9.686 8.686 7.686 6.686 5.686 4.686 4.186
101.750 72.625 49.601 31.967 19.022 10.066 6.865
32.397 25.954 20.212 15.172 10.833 7.196 5.640
0.876 0.740 0.611 0.491 0.379 0.275 0.227
Reinforcement provided Bar dia Spacing Area of Percentage steel of steel 2 (mm) (mm) (mm ) 32+32 32+32 32+32 32+0 32+0 32+0 32+0
200+200 200+200 200+200 200+200 200+200 200+200 200+200
Dist. Steel
8042.5 8042.5 8042.5 4021.2 4021.2 4021.2 4021.2
0.878959 0.996497 1.150321 0.680153 0.832036 1.071256 1.251109
Shear stress 2 (t/m )
Permissible shear stress
35.40675 32.15823 28.91002 25.66227 22.41529 19.16976 17.54799
39.06 40.94 43.41 35.32 38.31 42.14 45.01
2
(mm )
Check for depth
SAFE SAFE SAFE SAFE SAFE SAFE SAFE
16 16 16 16 16 16 16
150 150 150 150 150 150 150
Area of main steel 2
(mm ) 0.561 0.515 0.469 0.422 0.376 0.330 0.307
Dist. Reinforcement provided Bar dia Spacing Area of steel 2 (mm) (mm) (mm )
1200.0 1070.5 941.0 811.5 682.0 552.5 487.7
τc (t/m2)
% of main steel req.
1340.4 1340.4 1340.4 1340.4 1340.4 1340.4 1340.4
5136.83 4156.78 3277.17 2497.63 1818.16 1238.76 986.58
m mm2/m mm2/m
STUP Consultants P.Ltd. Project No R & B 7559
Document No Date 29/11/2010 7559/E/DN - 818 Designed Checked Page NP THP 5
DESIGN OF U - TYPE RETAINING WALL (BOTH SIDE) 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
1.20 m 1.115 m
Upside pressure on base slab due to soil filing = γ h = 2.1 x 8.486 =
2
17.8 t/m
2
= 2.88 t/m Upside pres. on base slab due to Self weight of base s = 2.4 x 1.2 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 2 = 2.760 t/m Total upward pressure = 23.46 t/m² < 48.22 t/m² SBC of soil / Rock
= 2.76 x 8.4 ^2 / 8 + 101.75 126.093 tm = 0.975 m = < 1.115 m… So, O.K.
Moment at Midspan of base slab Effective depth required
Area of tension steel required at midspan % of tension steel required at midspan Area of comp. steel required at midspan Provide 32 mm dia.steel @ Provide 0 mm dia.steel @
……. O.K.
= = =
140 mm c/c 200 mm c/c
2
5223.950 mm 0.469 % 2 0.00 mm = 57.44 cm² = 0.00 cm²
+
> 52.24 cm² Total steel provided = 57.44 cm² % of tension steel required at midspan 0.515 % = Minimum steel or distribution steel:
Minimum steel required Maximum of both Provide 16 mm dia.steel @ 150 mm c/c
= 0.12/100 x 1000 x 1115 = = 1338.00 mm2
Total steel provided = 13.4 cm²
……. O.K.
2
1338.00 mm
> 13.38 cm²
……. O.K.
STUP Consultants P.Ltd. Project No
DESIGN OF U - TYPE RETAINING WALL (BOTH SIDE) PROPOSED BRIDGE ON SHEDHI KOTAR ON PRUTHVIRAJPURA KADHIYA ROAD (ODR) TAL. - BALASINOR, DIST. - KHEDA
R & B 7559
Document No Date 29/11/2010 7559/E/DN - 818 Designed Checked Page 6 NP THP
DESIGN OF U-TYPE RETAINING WALL ( RIGHT SIDE)
Soil Properties : 3
γ = 2.1 t/m Unit weight of soil Angle of friction Ø = 30 ° Active Earth Pressure Coeff. Ka = ( 1 - SINØ ) / ( 1 + SINØ ) = 0.33 Surcharge = 1.2 m 2 Soil Bearing Capacity = 27.85 t/m Wearing coat thickness = 0.075 m Section :
0.45
Parapet /
FRL
Crash barrier
80.374
Slope
2.5 %
Area of c/s = 14.447
0.169 m
0.30 m
0 0 . 2
8.07 m 3.070
GL
0 7 1 . 5
75.135 3.000
0 9 . 0
72.135
FDL 0.80
6.80 m
0.80
8.40 m
DESIGN OF U-TYPE RETAINING WALL ( RIGHT SIDE) Material Properties :
Grade of concrete :
=
M 30
Grade of steel : Permissible bending comp. stress for conc.:
= =
Fe500 1000
Permissible bending tensile stress for steel : Permissible max. shear stress for concrete : Modular ratio m : Density of Concrete :
= = = =
24000 210 10 2.4
= = = = = =
0.2941 0.9020 132.65 0.075 0.02 0.085
2
t/m
2
t/m 2 t/m t/m
Design Parameters :
Neutral axis factor k : Lever arm factor j : Moment of resistance factor Q : Clear cover : Reinforcement Dia. : Total cover :
t/m m m m
STUP Consultants P.Ltd. Project No R & B 7559
Document No Date 29/11/2010 7559/E/DN - 818 Designed Checked Page 7 NP THP
DESIGN OF U - TYPE RETAINING WALL (BOTH SIDE) PROPOSED BRIDGE ON SHEDHI KOTAR ON PRUTHVIRAJPURA KADHIYA ROAD (ODR) TAL. - BALASINOR, DIST. - KHEDA
Design of Vertical Wall : Sample calculation f or section at 7.17 from t op 2
B.M.Soil pressure=1/2.K.γ.h .1/3h=
1/ 2 x 0.334 x 2.1 x 7.17^ 2 x (1 / 3 x 7.17)
= 43.090
tm
B.M.Surcharge=K.γ.(1.2).h.1/2h = Total bending moment = Shear force due to soil = Shear force due to surcharge = Total Shear force = Effe. depth req =sqrt(M / Q b) =
0.334 x 2.1 x 1.2 x 7.17 x 7.17 / 2 + 43.090 21.635 1 / 2 x 0.334 x 2.1 x 7.17^2 0.334 x 2.1 x 1.2 x 7.17 + 18.029 6.035
= = = = =
tm tm t t t
SQRT ( 64.73/ 132.65x 1 ) % of main steel requirement = MAX ( 0.12, 64.73 / 24000 / 0.902 / 0.715 x 100 / 0.715) Area of main steel req =M/σst j d= 64.73 x 1000000 / 24000 / 0.902 / 0.715 Distribution steel
= MAX ( 0.12 x 1000 x 800 / 100 , 250)
= = = =
21.635 64.724 18.029 6.035 24.064 0.699 0.585 4181.978 960.000
2
(Minimum distribution steel 0.12% or 250mm /m)
Distance Depth of from top section (m) D (m) 7.170 6.170 5.170 4.170 3.170 2.170 1.670
0.800 0.703 0.607 0.510 0.413 0.316 0.300
Effe. Depth
d (m) 0.715 0.618 0.522 0.425 0.328 0.231 0.215
Total Bending Height Moment (m) (tm) 8.370 7.370 6.370 5.370 4.370 3.370 2.870
Reinforcement provided Bar dia Spacing Area of Percentage steel of steel 2 (mm) (mm) (mm ) 25+25 25+25 25+25 25+0 25+0 25+0 25+0
200+200 200+200 200+200 200+200 200+200 200+200 200+200
64.730 43.479 27.403 15.795 7.953 3.176 1.718
Shear Force (t)
Effe. Depth
24.064 18.544 13.725 9.608 6.192 3.478 2.384
0.699 0.573 0.455 0.345 0.245 0.155 0.114
Dist. Steel
2
(mm )
req. √M/Q
% of main steel req.
Area of main steel 2 (mm )
0.585 0.525 0.465 0.404 0.341 0.274 0.172
4181.98 3248.41 2426.94 1717.27 1119.51 633.95 369.15
(m)
Dist. Reinforcement provided Bar dia Spacing Area of steel 2 (mm) (mm) (mm )
4908.7 4908.7 4908.7 2454.4 2454.4 2454.4 2454.4
0.686537 0.793924 0.941135 0.577683 0.747935 1.060473 1.141567
960.0 843.9 727.9 611.8 495.8 379.7 360.0
Shear stress 2 (t/m )
Permissible shear stress τc (t/m2)
Check for depth
33.65587 29.99237 26.31505 22.61448 18.8701 15.02697 11.08685
35.48 37.70 40.06 32.86 36.95 41.97 43.27
SAFE SAFE SAFE SAFE SAFE SAFE SAFE
16 16 16 16 16 16 16
175 175 175 175 175 175 175
1148.9 1148.9 1148.9 1148.9 1148.9 1148.9 1148.9
m mm2/m mm2/m
STUP Consultants P.Ltd. Project No R & B 7559
Document No Date 29/11/2010 7559/E/DN - 818 Designed Checked Page 8 NP THP
DESIGN OF U - TYPE RETAINING WALL (BOTH SIDE) 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
0.90 m 0.815 m 2
Upside pressure on base slab due to soil filing = γ h = 2.1 x 7.17 = 15.1 t/m 2 = 2.16 t/m Upside pres. on base slab due to Self weight of base s = 2.4 x 0.9 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 2 = 1.970 t/m Total upward pressure = 19.19 t/m² < 27.85 t/m² SBC of soil / Rock = 1.97 x 8.4 ^2 / 8 + 64.73 82.105 tm = 0.787 m = < 0.815 m… So, O.K.
Moment at Midspan of base slab Effective depth required
Area of tension steel required at midspan % of tension steel required at midspan Area of comp. steel required at midspan Provide 32 mm dia.steel @ Provide 0 mm dia.steel @
……. O.K.
= = =
150 mm c/c 200 mm c/c
2
4653.678 mm 0.571 % 2 0.00 mm = 53.61 cm² = 0.00 cm²
+
> 46.54 cm² Total steel provided = 53.61 cm² % of tension steel required at midspan 0.658 % = Minimum steel or distribution steel:
Minimum steel required Maximum of both Provide 16 mm dia.steel @ 175 mm c/c
= 0.12/100 x 1000 x 815 = 2 = 978.00 mm
Total steel provided = 11.5 cm²
978.00
> 9.78 cm²
……. O.K.
2
mm
……. O.K.
STUP Consultants P.Ltd. Project No
DESIGN OF U - TYPE RETAINING WALL (BOTH SIDE) PROPOSED BRIDGE ON SHEDHI KOTAR ON PRUTHVIRAJPURA - KADHIYA ROAD (ODR) TAL. - BALASINOR, DIST. - KHEDA
7559
Document No Date 7559/E/DN - 818 29/11/2010 Designed Checked Page NP THP 9
Calculation o f 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
= 26.0 = Depth of footing = 3.00
B
= Width of footing = 5.27
L
2
kn/m
= Cohesion 2
kn/m
= 0.0 φ
= Angle of internal friction at toe = 34.0
Shape
W' =
»
Fig.1 IS:6403-1981
For N value
= Rectangle
Inclination of load = 0 q
m
= Effective unit wt. Of soil at pile toe = 10
c
m
= Length of footing = 8.40
γ
m
0
0.0
= Effective overburden pressure at toe kn/m = 30.0
Bearing capacity factors Nc = 42.93
(IS : 6403 - 1891)
Nq = 30.32 Nγ = 42.91 »
Shape factor Sc = 1.45
(IS : 6403 - 1891)
Sq = 1.43 Sγ = 0.75 »
Depth factor dc = 1.23 dq = 1.15 dγ = 1.00
(IS : 6403 - 1891)
26.00
STUP Consultants P.Ltd. Project No
DESIGN OF U - TYPE RETAINING WALL (BOTH SIDE) PROPOSED BRIDGE ON SHEDHI KOTAR ON PRUTHVIRAJPURA - KADHIYA ROAD (ODR) TAL. - BALASINOR, DIST. - KHEDA
7559
»
»
Inclination factor ic = 1.00 iq
= 1.00
iγ
= 1.00
Document No Date 7559/E/DN - 818 29/11/2010 Designed Checked Page NP THP 10
(IS : 6403 - 1891)
S.B.C. from C & φ Ref.: IS:6403:1981 CL:5.1.2 = {((c Nc Sc dc ic) + ( q (Nq-1) Sq dq iq) + (0.5 B γ Nγ Sγ dγ iγ W')} = {(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 } 2
= 1446.50 kn/m »
S.B.C. from N value (By Tang equation) 2 2 = 2 N B wq + 6 (100+N ) Df Wγ 2
2
= 3 N B wq + 5 (100+N ) Df Wγ =
kn/m
1446.5
kn/m
Min. S.B.C. = »
2
10546.52
Now with FOS,
Factored S.B.C. = 1446.50 = 482.2 SBC = 48.2
2
(IRC : 78 Cl 709.3.2)
/ 3.0 2
kn/m t/m
2
Ref.:Art.2.6.1,Foundation design manual :Auther:N.V.Nayak
For Square footing For Very long footing
STUP Consultants P.Ltd. Project No
DESIGN OF U - TYPE RETAINING WALL (BOTH SIDE) PROPOSED BRIDGE ON SHEDHI KOTAR ON PRUTHVIRAJPURA - KADHIYA ROAD (ODR) TAL. - BALASINOR, DIST. - KHEDA
7559
Calculation o f 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
= 12.0 = Depth of footing = 3.00
B
= Width of footing = 2.30
L
2
kn/m
= Cohesion 2
kn/m For N value
= 0.0 φ
W' =
»
Fig.1 IS:6403-1981
= Rectangle
Inclination of load = 0 q
12.00
= Angle of internal friction at toe = 30.0
Shape
m
= Effective unit wt. Of soil at pile toe = 10
c
m
= Length of footing = 8.40
γ
m
0
0.0
= Effective overburden pressure at toe kn/m = 30.0
Bearing capacity factors Nc = 30.14
(IS : 6403 - 1891)
Nq = 18.40 Nγ = 22.40 »
Shape factor Sc = 1.17
(IS : 6403 - 1891)
Sq = 1.16 Sγ = 0.90 »
Depth factor dc = 1.53 dq = 1.38 dγ = 1.00
(IS : 6403 - 1891)
Document No Date 7559/E/DN - 818 29/11/2010 Designed Checked Page NP THP 11
STUP Consultants P.Ltd. Project No
DESIGN OF U - TYPE RETAINING WALL (BOTH SIDE) PROPOSED BRIDGE ON SHEDHI KOTAR ON PRUTHVIRAJPURA - KADHIYA ROAD (ODR) TAL. - BALASINOR, DIST. - KHEDA
7559
»
»
Inclination factor ic = 1.00 iq
= 1.00
iγ
= 1.00
Document No Date 7559/E/DN - 818 29/11/2010 Designed Checked Page NP THP 12
(IS : 6403 - 1891)
S.B.C. from C & φ Ref.: IS:6403:1981 CL:5.1.2 = {((c Nc Sc dc ic) + ( q (Nq-1) Sq dq iq) + (0.5 B γ Nγ Sγ dγ iγ W')} = {(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 } = 835.62
»
2
kn/m
S.B.C. from N value (By Tang equation) 2 2 = 2 N B wq + 6 (100+N ) Df Wγ 2
2
= 3 N B wq + 5 (100+N ) Df Wγ =
kn/m
835.6
kn/m
Min. S.B.C. = »
2
2527.20
Now with FOS,
Factored S.B.C. = 835.62 278.5 SBC = 27.9
2
(IRC : 78 Cl 709.3.2)
/ 3.0 2
kn/m t/m
2
Ref.:Art.2.6.1,Foundation design manual :Auther:N.V.Nayak
For Square footing For Very long footing
