Abutment Design Substructure
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Shambhavi Techno Solutions, Patna Project : Proposed H.L. R.CC Bridge Over Bacha Raja River At Deopur And Deopur Naya Tola Block-Benipatti Distt-Madhubani
DESIGN OF CANTILEVER TYPE ABUTMENT
Subject :
Date Rev By Chkd
Project no 6546 9/20/2012
R0 SHS
1.0 GENERAL * This design booklet pertains to design of Abutment A1. Same details shall be adopted for Abutment A2. * The soil properties considered in the design are as under: 3 = 30 º , = 20 º , = 2.00 t/m , sat
sub
= 1.00
t/m3 ,
C = 0
* Grade of concrete shall be M 30 Reinforcement grade shall be Fe 415 (HYSD) * *
*
Clear cover to reinforcement -
50 mm compartments of abutment. 75 mm for pile Various levels considered in the design are Formation level - 102.422 m Soffit level - 100.470 m HFL level - 98.640 m Ground level - 98.497 m Pile cap top level - 97.097 m Density of concrete Wearing coat
-
2.50 2.30
t/m3 t/m3
Scour Depth Referring to clause 703.2 of IRC: 78-2000 mean depth of scour dsm = 1.34 x Db2 1/3 ksf Db = The design discharge for foundation per meter width at effective linear waterway. ksf = Silt factor for a representative sample of bed material obtained upto the level of anticipated deepest scour. Db = ksf
35.00 = 0.5833 cubic meter/sec 60.00 = 1.76 x (dm)1/2 = 1.76 x 2.36 1/2
dsm
= 1.34 =
x
0.5833 2.704 0.6715 m.
2
=
2.704
1/3
Referring to clause 703.3.1.1 of IRC: 78-2000 maximum depth of scour for design of foundation for abutments. = 2.0 dsm = 2.0 x 0.67 = 1.40 m
Project no 6546
Shambhavi Techno Solutions, Patna Project : Proposed H.L. R.CC Bridge Over Bacha Raja River At Deopur And Deopur Naya Tola Block-Benipatti Distt-Madhubani
DESIGN OF CANTILEVER TYPE ABUTMENT
0.30
Formation level
102.422
m
100.470
m
98.497
m
97.097
m
R0 SHS
0.115 Soffit level
0.30
0.305
2.257
2.000
1.00
1.0
9/20/2012
1.1
0.075
1.973
Subject :
Date Rev By Chkd
1.0
1.400
GL
2.3 Fdn level 0.25
1
5.10 A 0.75
Width of the abutment/pilecap
1.8
=
1.8
8.70
0.75
m
DEAD LOAD GENERAL ITEMS Railing = 0.15 x 2 Road kerb = 0.475 x 0.30 x 2 x Wearing coat = 7.500 x 0.075 x
= 0.30 2.50 = 0.71 2.30 = 1.29 = 2.30
t/m. t/m. t/m. t/m.
3 78.0 m = 2.30 x 18.75 = 238.0 t. 119.00 t.
Concrete quantity of superstructure = Total dead load of one span superstructure Dead load reaction on abutment
=
Determination of depth of fixidity Depth of fixidity is determined from IS 2911, clause B-1.2, Appendix B. Soil type : Dense sand. Ec = 295804 kg/cm2 4 4 Ip = x d = x 100 4 = 4906250 cm 64 64 K1 = 1.25 kg/cm3 ( From graph)* T =
5 E. I K1
=
For fixed headed pile,
259.01 cm Lf =
2.2
x 259.01 100
= 5.700 m
+
78.0
x
2.50
Shambhavi Techno Solutions, Patna Project : Proposed H.L. R.CC Bridge Over Bacha Raja River At Deopur And Deopur Naya Tola Block-Benipatti Distt-Madhubani
DESIGN OF CANTILEVER TYPE ABUTMENT
Subject :
Date Rev By Chkd
Project no 6546 9/20/2012
R0 SHS 0
2.0 DEAD LOAD Abutment Base Calculating forces at the base C.G of abutment shaft The load & moment due to dead load on the abutment are tabulated as below. DESCRIPTION
Vertical Load (t.)
A. SUPERSTRUCTURE 1 ) Dead load reaction B. ABUTMENT 1 ) Abutment Shaft 8.70 x 2.77 x
Lever Arm Moments @ A (m.) @ A (tm.)
119.00
0.12
13.69
1.00
x
2.50
60.20
0.00
0.00
2 ) Abutment bearing beam a ) 8.70 x 0.30 x 1.08
x
2.50
7.01
0.0375
0.26
3 ) Dirt wall a ) 8.70 x 0.30 x
x x
2.50 2
12.77 2.28
0.35 -0.19
4.47 -0.43
1.96 0.78
x x
0.30 1.96
x
2.50
SUB TOTAL RESULTANT FORCES UNDER LWL V = 201.26 t. ML @ C.G of abutment shaft base =
201.26
17.99
tm
17.99
Shambhavi Techno Solutions, Patna Project : Proposed H.L. R.CC Bridge Over Bacha Raja River At Deopur And Deopur Naya Tola
Date Rev By Chkd
Block-Benipatti Distt-Madhubani
Subject :
DESIGN OF CANTILEVER TYPE ABUTMENT
Pilecap Base at point A DESCRIPTION
Vertical Load (t.)
A. SUPERSTRUCTURE 1 ) Dead load reaction B. ABUTMENT 1 ) Abutment Shaft 8.70 x 2.77 x 1.00 2 ) Abutment bearing beam a ) 8.70 x 0.30 x 1.08 3 ) Dirt wall a ) 8.70 x 1.96 x 0.30 b ) 0.30 x 0.78 x 1.96 3 ) Side wall a ) 2.30 x 5.33 x 0.35 b ) 1.00 x 1.50 x 0.35 4 ) Pile cap 8.70 x 5.10 x 1.00 C. Soil filling above pilecap a ) Behind abutment 2.30 x 5.33 x 8.00 b ) Front of abutment 1.80 x 1.40 x 8.70 SUB TOTAL
Project no 6546 9/20/2012
R0 SHS 0
Lever Arm Moments @ A (m.) @ A (tm.)
119.00
2.92
346.89
x
2.50
60.20
2.80
168.56
x
2.50
7.01
2.8375
19.89
x x
2.50 2
x
2.50
12.77 2.28
2.45 2.99
31.29 6.81
x x
2 2
x x
2.50 2.50
21.43 2.63
1.15 -0.50
24.64 -1.32
x
2.50
110.93
2.55
282.87
x
2.00
195.96
1.15
225.35
x
2.00
43.85 576.06
4.20
184.17 1289.15
DESCRIPTION
Vertical Load (t.)
Lever Arm Moments @ A (m.) @ A (tm.)
Under HFL condition at RL 98.64 m. Water on pile cap front of abutment 8.70 x 1.40 x 1.543 x 1.00
18.79
4.20
78.92
Water on pile cap behind abutment 5.33 x 2.30 x 1.54 x 1.00
18.90
1.15
21.74
-112.83
2.55
-287.72
100 % Buoyancy 8.70 x 5.10 x
2.543
x
1.00
x
-1.0
SUB TOTAL
-75.14 DESCRIPTION
Under LWL condition at RL 97.097 m. 100 % Buoyancy 8.70 x 5.10 x 0.000 x 1.00 x SUB TOTAL
Vertical Load (t.) -1.0
0 0.00
-187.06 Lever Arm Moments @ A (m.) @ A (tm.) 2.55
0 0.00
Shambhavi Techno Solutions, Patna Project : Proposed H.L. R.CC Bridge Over Bacha Raja River At Deopur And Deopur Naya Tola Block-Benipatti Distt-Madhubani
DESIGN OF CANTILEVER TYPE ABUTMENT
Subject :
Date Rev By Chkd
Project no 6546 9/20/2012
R0 SHS 0
RESULTANT FORCES UNDER HFL V = 576.06 75.14 = 500.92 t. ML @ A = 1289.15 187.06 = 1102.09 tm. ML @ C.G of pilecap base = 1102.09 500.92 x
2.55 =
-175.256
tm
RESULTANT FORCES UNDER LWL V = 576.06 + 0.00 = 576.06 t. ML @ A = 1289.15 + 0.00 = 1289.15 tm. ML @ C.G of pilecap base = 1289.15 576.06 x
2.55 =
-179.803
tm
3.0 EARTH PRESSURE The following soil properties are considered. Angle of internal friction = 30 º Angle of wall friction Cohesion Saturated Density
= 20 C = 0 = 2.00 sat
Submerged Density
sub
= 1.00
The coefficient of active pressure Ka
=
where Ka
Sin
. Sin (
= 90 =
º ,
Sin 90 x
º t/m3 t/m3
Ka as per Colomb's formula.
Sin2 ( + ) . Cos - ) 1 + Sin ( + ) . Sin ( Sin ( - ) . Sin ( = 0
º &
Sin2 120 x Sin 70 1 +
= 20
Cos 20 Sin 50 x Sin 70 x
- ) + )
2
Sin 30 Sin 90
2
º
= 0.279 ( horizontal ) Horizontal force & moments @ base due to earth pressure are calculated as under: UNDER HFL RL 98.64 m. Intensity of pressure at RL 98.64 = 0.279 x 3.782 x 2.00 = 2.11 t/m2
m. ( HFL )
Intensity of pressure at RL 97.097 m. ( Founding level ) = 2.110 + 0.279 x 1.54 x 1.00 = 2.110 + 0.430 = 2.540 t/m2
Shambhavi Techno Solutions, Patna Project : Proposed H.L. R.CC Bridge Over Bacha Raja River At Deopur And Deopur Naya Tola
Date Rev By Chkd
Block-Benipatti Distt-Madhubani
Subject :
DESIGN OF CANTILEVER TYPE ABUTMENT
102.422
9/20/2012
R0 SHS 0
m.
3.782
Formation level
Project no 6546
HFL
98.64
m.
1.543
2.11
97.097
Pilecap top 0.430
m.
2.110
2.540
Horizontal force Abutment base HL = 1/2 x + 1/2 = 34.71 = 65.92
EARTH PRESSURE DIAGRAM
2.110 x 8.70 x 3.78 + 2.110 x x 0.430 x 8.70 x 1.543 + 28.32 + 2.89 t.
Moment @ base of abutment shaft = 34.71 x ( 0.42 x 3.78 + + 2.89 x 1.543 x 1/3 = 108.69 + 21.85 + 1.49 = 132.03 tm.
1.543
Moment @ base of pilecap = 34.71 x ( 0.42 x 3.78 + 2.543 + 2.89 x ( 1.543 x 1/3 + 1 = 143.4 + 50.17 + 4.38 = 197.95 tm.
8.70
x
1.543
)
+
28.32
x
1.543
x
1/2
) )
+
28.32
x(
1.543
x
1/2 +
Formation level
102.422
m.
5.325
UNDER LWL RL 97.097 m. Intensity of pressure at RL 97.097 m. ( LWL ) = 0.279 x 5.325 x 2.00 = 2.97 t/m2
97.097
1
)
Shambhavi Techno Solutions, Patna Project : Proposed H.L. R.CC Bridge Over Bacha Raja River At Deopur And Deopur Naya Tola Block-Benipatti Distt-Madhubani
Subject :
DESIGN OF CANTILEVER TYPE ABUTMENT
Horizontal force HL = 1/2 x 2.97 = 68.80 t.
x
8.70
x
5.325
Moment @ base of abutment shaft = 68.80 x 5.325 x 0.42 = 153.86 tm. Moment @ base of pilecap = 68.80 x( 5.325 x = 222.66 tm.
0.42 +
1
)
Date Rev By Chkd
Project no 6546 9/20/2012
R0 SHS 0
Shambhavi Techno Solutions, Patna Project : Proposed H.L. R.CC Bridge Over Bacha Raja River At Deopur And Deopur Naya Tola
Date Rev By Chkd
Block-Benipatti Distt-Madhubani
DESIGN OF CANTILEVER TYPE ABUTMENT
Subject :
Project no 6546 9/20/2012
R0 SHS 0
4.0 DYNAMIC INCREMENT ON EARTH PRESSURE The seismic on earth pressure shall be calculated as per IRC-6 : 2010 Considering max bridge flexibility factor Zone Factor Importance Factor Reduction Factor = 30 º ,
Z I R =
= 0.24 = 1.2 = 2.5 20 º , C = 0
Horizontal seismic coefficient
Vertical seismic coefficient -1 = TAN
h
=
h
Sa = g
,
Z.I 2R
2.5
= 0 . Sa g
= 0.24 2
A
A x
=
(
1 ±
Cos =
v
)
Cos
-
(
Cos
-
(
)
+
+
) (
1 ± 0.072 )
x
0.9744
( 1 ± 0.072 ) Cos2 21.18 = Cos 8.820 x Cos2 0.0 x Cos 28.82
(
1 ± 0.072 )
x
1.0043
Sin Cos
( (
+ -L
=
0.3289
OR
(
OR = (
= 0 = 0
=
=
Ca =
= 0.144
2
Cos2
2
2.5
= 1 x h = 1 x 0.144 = 0.072 2 2 -1 TAN = 0.144 = 7.650 OR 8.820
( 1 ± 0.072 ) Cos2 22.35 Cos 7.650 x Cos2 0.0 x Cos 27.65
OR
B
1 2 1+ B
1.2 x 2.5
v
1 ± 1 ± 0.072 v L = Slope of the earth fill = Angle which earth face of wall makes with vertical. Ca =
x x
) )
( (
-
-L +
) )
=
Sin Cos
50 0
x x
Sin Cos
2
=
( 22.35 or 21.18 ) ( 27.65 or 28.82 )
0.3159
1 ± 0.072 )
1 ± 0.072 )
Horizontal component
Sin Cos
=
% of dynamic increment
x
x
0.9744 x
1.0043
0.4412 =
x
1 +
1 0.3289
1 +
1 0.3159
x
Cos 20
0.415 - 0.279 0.279 48.75
º
= x
1/2
2 1/2
0.415 100
=
0.4219
0.4412
Project no 6546
Shambhavi Techno Solutions, Patna Project : Proposed H.L. R.CC Bridge Over Bacha Raja River At Deopur And Deopur Naya Tola Block-Benipatti Distt-Madhubani
Subject :
DESIGN OF CANTILEVER TYPE ABUTMENT
Date Rev By Chkd
9/20/2012
R0 SHS 0
INCREASE IN EARTH PRESSURE UNDER SEISMIC CONDITION UNDER HFL CONDITION HL = 65.92 x 48.75 100 At base of abutment shaft ML = 32.14 x 5.325 = 85.57 tm. At base of pilecap ML = 32.14 x( 5.325 = 117.71 tm.
=
32.14
x
1/2
x
1/2 +
t.
1
)
Total horizontal force & moment at pilecap top under seismic condition. HL = 65.92 + 32.14 = 98.06 t. Moment at base of abutment shaft ML = 34.71 x ( 1/3 x 3.78 + 1.543 ) + 21.85 + = 97.32 + 21.85 + 1.49 + 85.57 206.23 = tm. Moment at base of pilecap ML = 34.71 x ( 1/3 x = 132.03 + 50.17 + 304.29 = tm. UNDER LWL CONDITION HL = 68.80 x 48.75 100 At base of abutment shaft ML = 33.54 x 5.325 = 89.30 tm. At base of pilecap ML = 33.54 x( 5.325 = 122.84 tm.
3.78 + 2.543 ) + 4.38 + 117.71
=
33.54
x
1/2
x
1/2 +
50.17
t.
1
)
Total horizontal force & moment at pilecap top under seismic condition. HL = 68.80 + 33.54 = 102.34 t. At base of abutment shaft ML = 153.86 + 89.30 = 243.2 tm. At base of pilecap ML = 222.66 + 122.84 = 345.5 tm.
+
1.49
+
85.57
4.38
+
117.71
Shambhavi Techno Solutions, Patna Project : Proposed H.L. R.CC Bridge Over Bacha Raja River At Deopur And Deopur Naya Tola
Date Rev By Chkd
Block-Benipatti Distt-Madhubani
Subject :
DESIGN OF CANTILEVER TYPE ABUTMENT
5.0 SEISMIC FORCES Calculating forces at top of pilecap Seismic coefficient = 0.144 At base of abutment shaft DETAILS
Weight ( t )
Superstructure Self weight of abutment Abutment Shaft Abutment bearing beam Dirt wall Side wall
119.00 60.20 7.01 15.05 21.43 2.63 195.96 43.85 18.79 18.90
Weight of earh fill Water on pile cap front of abutment Water on pile cap behind abutment TOTAL (without superstructure) TOTAL (for HFL condition) TOTAL (for LWL condition) At base of pilecap TOTAL (without superstructure) TOTAL (for HFL condition) TOTAL (for LWL condition)
Seismic force (t) 17.14
Lever Arm @ A (m) 3.37
8.67 1.01 2.17 3.09 0.38 28.22 6.31 2.71 2.72 55.28 72.42 66.99
1.38 2.92 4.35 2.6625 4.325 2.6625 0.7 0.7 2.6625
Project no 6546 9/20/2012
R0 SHS 0
Moments (tm) 57.81 12 2.95 9.43 8.23 1.64 75.14 4.42 1.9 7.24 0 180.76 171.62
55.28 72.42 66.99
55.28 253.18 238.61
6.0 LIVE LOAD SURCHARGE Live load surcharge equivalent to 1.20 m. height of earth fill shall be considered in the design. Effect of live load surcharge is restricted upto abutment portion only as per IRC: 78 - 2000. Intensity of live load surcharge
= 1.20 x 2.00 = 0.670 t/m2
Moment due to live load surcharge HL = 0.670 x 8.70 x 5.325
=
31.04
x 0.279
t.
ML at base of abutment shaft
=
31.04
x
5.325
x
1/2
=
82.64
tm
ML at base of pilecap
=
82.64
+
31.04
x
1
=
113.68
tm
INCREASE IN SURCHARGE PRESSURE UNDER SEISMIC CONDITION Increase in surcharge pressure force = 48.75 x 31.04 = 15.13 t. 100 Moment @ base of abutment shaft ML = 15.13 x 5.325 x 2/3 = 53.71 tm Moment @ base of pilcap ML = 53.71 + 15.13
x
1
=
68.84
tm
Shambhavi Techno Solutions, Patna Project : Proposed H.L. R.CC Bridge Over Bacha Raja River At Deopur And Deopur Naya Tola Block-Benipatti Distt-Madhubani
DESIGN OF CANTILEVER TYPE ABUTMENT
Subject :
Date Rev By Chkd
Project no 6546 9/20/2012
R0 SHS 0
7.0 RESTRAINING FORCE AT BEARING Restraining force per bearing = 1.500 t. No of bearings on abutments = 3 nos. Total horizontal force = 1.500 x 3 = 4.50 t. Moments due to restraining force at bearing on abutment base = 4.50 x 3.373 = 15.18 tm. Moments due to restraining force at base of pilecap = 15.18 + 4.50 x 1 = 19.68 tm. 8.0 LIVE LOAD Maximum reaction due to Class 70 R loading Maximum reaction due to Class A loading
= 72.69 t. = 69.52 t.
Abutment is designed for maximum live load condition. Two lane of Class AA or 1 lanes of Class 70R loading as per IRC : 6 : 2010. a ) Class A Loading 11.4
11.4
1.20
6.8 4.30
6.8 3.0
6.8 3.0
6.8 3.0
4.25
A
B 18.750 m.
Reaction at A = ( 11.4 x 2 x 18.15 + 6.8 x 4 x = 34.76 t. due to one trains. 34.76 x 2 = 69.52 due to two trains. Eccentricity
e = 2.55 m. for one train. e = 1.30 m. for two trains.
Maximum reaction condition i ) One train V = 34.76 t. At base of abutemnt ML = 34.76 x 0.12 = At base of pilcap ML = 34.76 x 0.37 =
4.00
tm.
12.69
tm.
MT
88.64
tm.
= 34.76 x
2.55 =
8.75
)
/
18.750
Shambhavi Techno Solutions, Patna Project : Proposed H.L. R.CC Bridge Over Bacha Raja River At Deopur And Deopur Naya Tola Block-Benipatti Distt-Madhubani
DESIGN OF CANTILEVER TYPE ABUTMENT
Subject :
ii ) Two trains V = 69.52 t. At base of abutemnt ML = 69.52 x 0.12 = At base of pilcap ML = 69.52 x 0.37 =
7.99
tm.
25.37
tm.
MT
90.38
tm.
= 69.52 x
1.30 =
Date Rev By Chkd
Project no 6546 9/20/2012
R0 SHS 0
Longitudinal force For One train & Two trains. = 20 % x 34.76 = 6.95 t. Longitudinal force on abutment = 6.95 x 1/2 = 3.48 t. acting at R.L 100.470 m. neglecting change of reaction being very small. ML due to Longitudinal force at abutment shaft base = 3.48 x ( 100.470 - 97.097 ) = 11.74 tm. ML due to Longitudinal force at base of pilecap = 3.48 x ( 100.470 - 96.097 ) = 15.22 tm. b ) Class 70R Loading 17 1.37
17
17
17
3.05
1.37
12 2.13
12 1.52
8 3.96
5.35
A
B 18.750 m.
Reaction at A = ( 17 x 4 x 15.86 + = 72.69 t. due to one trains. Eccentricity
12
x 2 x 10.07 +
e = 1.155 m. for one train.
Maximum reaction condition V = 72.69 t. At base of abutemnt ML = 72.69 x 0.12 = At base of pilcap ML = 72.69 x 0.37 =
8.36
tm.
26.53
tm.
MT
83.96
tm.
= 72.69 x 1.155 =
8
x
5.35
)
/
18.750
Shambhavi Techno Solutions, Patna Project : Proposed H.L. R.CC Bridge Over Bacha Raja River At Deopur And Deopur Naya Tola Block-Benipatti Distt-Madhubani
Subject :
DESIGN OF CANTILEVER TYPE ABUTMENT
Date Rev By Chkd
Project no 6546 9/20/2012
R0 SHS 0
Longitudinal force For One train = 20 % x 72.69 = 14.54 t. Longitudinal force on abutment = 14.54 x 1/2 = 7.27 t. acting at R.L 100.470 m. neglecting change of reaction being very small. ML due to Longitudinal force at abutment shaft base = 7.27 x ( 100.470 - 97.097 ) = 24.52 tm. ML due to Longitudinal force at base of pilecao = 7.27 x ( 100.470 - 96.097 ) = 31.79 tm.
Shambhavi Techno Solutions, Patna Project : Proposed H.L. R.CC Bridge Over Bacha Raja River At Deopur And Deopur Naya Tola Block-Benipatti Distt-Madhubani
Subject :
DESIGN OF CANTILEVER TYPE ABUTMENT
Date Rev By Chkd
Project no 6546 9/20/2012
R0 SHS 0
9.0 SUMMERY OF FORCES ON BASE OF ABUTMENT SHAFT LOADING 1. Dead Load
VERTICAL LOAD 201.26
LONGI. DIRECTION HL ( t.) ML ( tm.) 17.99
TRANS. DIRECTION HT ( t.) MT ( tm.)
2. Live Load a) Class A Maximum Reaction One train Two train
34.76 69.52
3.48 3.48
15.74 19.73
88.64 90.38
b) Class 70R Maximum Reaction
72.69
7.27
32.88
83.96
65.92 68.80
132.03 153.86
98.06 102.34
206.23 243.16
31.04 46.17
82.64 136.35
4.50
15.18
72.42 66.99
180.76 171.62
3. Earth pressure Normal condition HFL case LWL case Seismic condition HFL case LWL case 4. Live load surcharge Normal condition Seismic condition 5. Restraint force at bearing 6. Seismic Longitudinal Direction HFL case LWL case
Shambhavi Techno Solutions, Patna Project : Proposed H.L. R.CC Bridge Over Bacha Raja River At Deopur And Deopur Naya Tola Block-Benipatti Distt-Madhubani
Subject :
DESIGN OF CANTILEVER TYPE ABUTMENT
LOAD COMBINATIONS Normal condition CASE 1 : DL + LL (Class A -1) + Earth pressure + Force at Bearing ( Under HFL condition) V = 201.26 + 34.76 = 236.02 t ML = 17.99 + 15.74 + 132.03 + 15.18 = 180.94 MT =
88.64
90.38
83.96
88.64
90.38
83.96
tm
tm
CASE 6 : DL + LL (Class 70R) + Earth pressure + Force at Bearing ( Under LWL condition) V = 201.26 + 72.69 = 273.95 t ML = 17.99 + 32.88 + 153.86 + 15.18 = 219.91 MT =
tm
tm
CASE 5 : DL + LL (Class A -2) + Earth pressure + Force at Bearing ( Under LWL condition) V = 201.26 + 69.52 = 270.78 t ML = 17.99 + 19.73 + 153.86 + 15.18 = 206.76 MT =
tm
tm
CASE 4 : DL + LL (Class A -1) + Earth pressure + Force at Bearing ( Under LWL condition) V = 201.26 + 34.76 = 236.02 t ML = 17.99 + 15.74 + 153.86 + 15.18 = 202.77 MT =
tm
tm
CASE 3 : DL + LL (Class 70R) + Earth pressure + Force at Bearing ( Under HFL condition) V = 201.26 + 72.69 = 273.95 t ML = 17.99 + 32.88 + 132.03 + 15.18 = 198.08 MT =
tm
tm
CASE 2 : DL + LL (Class A -2) + Earth pressure + Force at Bearing ( Under HFL condition) V = 201.26 + 69.52 = 270.78 t ML = 17.99 + 19.73 + 132.03 + 15.18 = 184.93 MT =
Date Rev By Chkd
tm
tm
CASE 7 : DL + LL surcharge + Earth pressure + Force at Bearing ( Under HFL condition) 201.26 V = t ML = 17.99 + 82.64 + 132.03 + 15.18 = 247.84 MT = 0.00 tm CASE 8 : DL + LL surcharge + Earth pressure + Force at Bearing ( Under LWL condition) 201.26 V = t ML = 17.99 + 82.64 + 153.86 + 15.18 = 269.67 MT = 0.00 tm
tm
tm
Project no 6546 9/20/2012
R0 SHS 0
Shambhavi Techno Solutions, Patna Project : Proposed H.L. R.CC Bridge Over Bacha Raja River At Deopur And Deopur Naya Tola Block-Benipatti Distt-Madhubani
Subject :
DESIGN OF CANTILEVER TYPE ABUTMENT
Seismic condition CASE 1 : DL + LL (Class A -1) + Earth pressure + Force at Bearing ( Under HFL condition) V = 201.26 + 34.76 x 1/2 = 218.64 t ML = 17.99 + 15.74 x 1/2 + 206.23 + 15.18 MT = 88.64 x 1/2 = 44.32 tm CASE 2 : DL + LL (Class A -2) + Earth pressure + Force at Bearing ( Under HFL condition) V = 201.26 + 69.52 x 1/2 = 236.02 t ML = 17.99 + 19.73 x 1/2 + 206.23 + 15.18 MT = 90.38 x 1/2 = 45.19 tm CASE 3 : DL + LL (Class 70R) + Earth pressure + Force at Bearing ( Under HFL condition) V = 201.26 + 72.69 x 1/2 = 237.61 t ML = 17.99 + 32.88 x 1/2 + 206.23 + 15.18 MT = 83.96 x 1/2 = 41.98 tm CASE 4 : DL + LL (Class A -1) + Earth pressure + Force at Bearing ( Under LWL condition) V = 201.26 + 34.76 x 1/2 = 218.64 t ML = 17.99 + 15.74 x 1/2 + 243.16 + 15.18 MT = 88.64 x 1/2 = 44.32 tm CASE 5 : DL + LL (Class A -2) + Earth pressure + Force at Bearing ( Under LWL condition) V = 201.26 + 69.52 x 1/2 = 236.02 t ML = 17.99 + 19.73 x 1/2 + 243.16 + 15.18 MT = 90.38 x 1/2 = 45.19 tm CASE 6 : DL + LL (Class 70R) + Earth pressure + Force at Bearing ( Under LWL condition) V = 201.26 + 72.69 x 1/2 = 237.61 t ML = 17.99 + 32.88 x 1/2 + 243.16 + 15.18 MT = 83.96 x 1/2 = 41.98 tm
Date Rev By Chkd
Project no 6546 9/20/2012
R0 SHS 0
=
247.27
tm
=
249.27
tm
=
255.84
tm
=
284.20
tm
=
286.20
tm
=
292.77
tm
CASE 7 : DL + LL surcharge + Earth pressure + Force at Bearing ( Under HFL condition) V = 201.26 t ML = 17.99 + 136.35 + 132.03 + 15.18 = 301.55 MT = 0.00 tm CASE 8 : DL + LL surcharge + Earth pressure + Force at Bearing ( Under LWL condition) V = 201.26 t ML = 17.99 + 136.35 + 153.86 + 15.18 = 323.38 MT = 0.00 tm
tm
tm
Shambhavi Techno Solutions, Patna Project : Proposed H.L. R.CC Bridge Over Bacha Raja River At Deopur And Deopur Naya Tola Block-Benipatti Distt-Madhubani
Subject :
DESIGN OF CANTILEVER TYPE ABUTMENT
Date Rev By Chkd
Project no 6546 9/20/2012
R0 SHS 0
10.0 SUMMERY OF FORCES ON PILECAP BASE LOADING
VERTICAL LOAD
1. Dead Load HFL case LWL case 2. Live Load
LONGI. DIRECTION HL ( t.) ML ( tm.)
500.92 576.06
TRANS. DIRECTION HT ( t.) MT ( tm.)
-175.26 -179.80
a) Class A Maximum Reaction One train Two train
34.76 69.52
3.48 3.48
27.91 40.59
88.64 90.38
b) Class 70R Maximum Reaction
72.69
7.27
58.32
83.96
65.92 68.80
197.95 222.66
98.06 102.34
304.29 345.50
31.04 46.17
113.68 182.52
4.50
19.68
72.42 66.99
253.18 238.61
3. Earth pressure Normal condition HFL case LWL case Seismic condition HFL case LWL case 4. Live load surcharge Normal condition Seismic condition 5. Restraint force at bearing 6. Seismic Longitudinal Direction HFL case LWL case
Shambhavi Techno Solutions, Patna Project : Proposed H.L. R.CC Bridge Over Bacha Raja River At Deopur And Deopur Naya Tola Block-Benipatti Distt-Madhubani
Subject :
DESIGN OF CANTILEVER TYPE ABUTMENT
LOAD COMBINATIONS Normal condition CASE 1 : DL + LL (Class A -1) + Earth pressure + Force at Bearing ( Under HFL condition) V = 500.92 + 34.76 = 535.68 t HL = 3.48 + 65.92 + 4.50 = 73.90 t ML = -175.26 + 27.91 + 197.95 + 19.68 = 70.28 HT = MT =
0.00
t
88.64
tm
CASE 2 : DL + LL (Class A -2) + Earth pressure + Force at Bearing ( Under HFL condition) V = 500.92 + 69.52 = 570.44 t HL = 3.48 + 65.92 + 4.50 = 73.90 t ML = -175.26 + 40.59 + 197.95 + 19.68 = 82.96 HT = MT =
0.00
t
90.38
tm
CASE 3 : DL + LL (Class 70R) + Earth pressure + Force at Bearing ( Under HFL condition) V = 500.92 + 72.69 = 573.61 t HL = 7.27 + 65.92 + 4.50 = 77.69 t ML = -175.26 + 58.32 + 197.95 + 19.68 = 100.69 HT = MT =
0.00
t
83.96
tm
CASE 4 : DL + LL (Class A -1) + Earth pressure + Force at Bearing ( Under LWL condition) V = 576.06 + 34.76 = 610.82 t HL = 3.48 + 68.80 + 4.50 = 76.78 t ML = -179.80 + 27.91 + 222.66 + 19.68 = 90.45 HT = MT =
0.00
t
88.64
tm
CASE 5 : DL + LL (Class A -2) + Earth pressure + Force at Bearing ( Under LWL condition) V = 576.06 + 69.52 = 645.58 t HL = 3.48 + 68.80 + 4.50 = 76.78 t ML = -179.80 + 40.59 + 222.66 + 19.68 = 103.13 HT = MT =
0.00
t
90.38
tm
CASE 6 : DL + LL (Class 70R) + Earth pressure + Force at Bearing ( Under LWL condition) V = 576.06 + 72.69 = 648.75 t HL = 7.27 + 68.80 + 4.50 = 80.57 t ML = -179.80 + 58.32 + 222.66 + 19.68 = 120.86 HT =
0.00
t
Date Rev By Chkd
tm
tm
tm
tm
tm
tm
Project no 6546 9/20/2012
R0 SHS 0
Shambhavi Techno Solutions, Patna Project : Proposed H.L. R.CC Bridge Over Bacha Raja River At Deopur And Deopur Naya Tola
Date Rev By Chkd
Block-Benipatti Distt-Madhubani
Subject :
MT =
DESIGN OF CANTILEVER TYPE ABUTMENT
83.96
0.00
t
0.00
tm
0.00
t
0.00
tm
Seismic condition CASE 9 : DL + LL (Class A -1) + Earth pressure + Force at Bearing ( Under HFL condition) V = 500.92 + 34.76 x 1/2 = 518.30 t HL = 3.48 x 1/2 + 65.92 + 4.50 = 72.16 ML = HT =
-175.26 0.00
MT =
88.64
+
27.91
x
=
44.32
1/2
+
304.29 +
19.68
-175.26 0.00
MT =
90.38
=
-175.26 0.00
MT =
83.96
x
1/2
-179.80
tm
169.01
tm
177.87
tm
199.33
tm
tm
+
40.59
x
=
45.19
1/2
+
304.29 +
19.68
t =
t x
1/2
tm
+
58.32
x
=
41.98
1/2
+
304.29 +
19.68
t =
t x
1/2
tm
CASE 12 :DL + LL (Class A -1) + Earth pressure + Force at Bearing ( Under LWL condition) V = 576.06 + 34.76 x 1/2 = 593.44 t HL = 3.48 x 1/2 + 68.80 + 4.50 = 75.04 ML =
162.67
t
CASE 11 :DL + LL (Class 70R) + Earth pressure + Force at Bearing ( Under HFL condition) V = 500.92 + 72.69 x 1/2 = 537.27 t HL = 7.27 x 1/2 + 65.92 + 4.50 = 74.06 ML = HT =
tm
t
CASE 10 :DL + LL (Class A -2) + Earth pressure + Force at Bearing ( Under HFL condition) V = 500.92 + 69.52 x 1/2 = 535.68 t HL = 3.48 x 1/2 + 65.92 + 4.50 = 72.16 ML = HT =
R0 SHS 0
tm
CASE 8 : DL + LL surcharge + Earth pressure + Force at Bearing ( Under LWL condition) V = 576.06 t HL = 31.04 + 68.80 + 4.50 = 104.34 t ML = -179.80 + 182.52 + 222.66 + 19.68 = 245.06 HT = MT =
9/20/2012
tm
CASE 7 : DL + LL surcharge + Earth pressure + Force at Bearing ( Under HFL condition) V = 500.92 t HL = 31.04 + 65.92 + 4.50 = 101.46 t ML = -175.26 + 113.68 + 197.95 + 19.68 = 156.05 HT = MT =
Project no 6546
+
27.91
x
1/2
+
345.50 +
19.68
t =
Shambhavi Techno Solutions, Patna Project : Proposed H.L. R.CC Bridge Over Bacha Raja River At Deopur And Deopur Naya Tola
Date Rev By Chkd
Block-Benipatti Distt-Madhubani
Subject :
HT = MT =
DESIGN OF CANTILEVER TYPE ABUTMENT
0.00 88.64
-179.80 0.00
MT =
90.38
1/2
=
44.32
-179.80 0.00
MT =
83.96
+
40.59
x
=
45.19
1/2
+
345.50 +
19.68
t =
x
1/2
tm
214.54
tm
tm
+
58.32
x
=
41.98
1/2
+
345.50 +
19.68
t =
t x
1/2
tm
0.00
t
0.00
tm
CASE 16 :DL + LL surcharge + Earth pressure + Force at Bearing ( Under LWL condition) V = 576.06 t HL = 46.17 + 68.80 + 4.50 = 119.47 t ML = -179.80 + 182.52 + 222.66 + 19.68 = 245.06 HT = MT =
205.67
t
CASE 15 :DL + LL surcharge + Earth pressure + Force at Bearing ( Under HFL condition) V = 500.92 t HL = 46.17 + 65.92 + 4.50 = 116.59 t ML = -175.26 + 182.52 + 197.95 + 19.68 = 224.89 HT = MT =
R0 SHS 0
tm
CASE 14 :DL + LL (Class 70R) + Earth pressure + Force at Bearing ( Under LWL condition) V = 576.06 + 72.69 x 1/2 = 612.41 t HL = 7.27 x 1/2 + 68.80 + 4.50 = 76.93 ML = HT =
9/20/2012
t x
CASE 13 :DL + LL (Class A -2) + Earth pressure + Force at Bearing ( Under LWL condition) V = 576.06 + 69.52 x 1/2 = 610.82 t HL = 3.48 x 1/2 + 68.80 + 4.50 = 75.04 ML = HT =
Project no 6546
0.00
t
0.00
tm
tm
tm
Shambhavi Techno Solutions, Patna Project : Proposed H.L. R.CC Bridge Over Bacha Raja River At Deopur And Deopur Naya Tola
Date Rev By Chkd
Block-Benipatti Distt-Madhubani
DESIGN OF CANTILEVER TYPE ABUTMENT
Subject :
11.0 DESIGN OF DIRT WALL Dirt wall is designed for earth pressure at the base of earth pressure Height of dirt wall = 1.96 m Thickness of dirt wall = 0.30 m Intensity of pressure due to earth pressure at the base = 1.09 Increase in earth pressure due to dynamic increment = 0.53 Total 1.62 Pressure due to live load surcharge = 0.67 Bending moment at base of dirt wall = 1/2 x 1.62 x 1.96 2 x 1/3 + 0.67 = 2.32 tm/m Shear force at base of dirt wall = 1/2 x 1.62 x 1.96 + 0.67 x 1.96 = 2.9 tm/m
x
2
1.96
x
Project no 6546 9/20/2012
R0 SHS 0
t/m2 t/m2 t/m2 t/m2
1/2
Bending check
BM
Total depth
tm
mm
2.32 Provide 16
Width mm
300 F
@
Clear cover mm
1000 150
Hence OK
mm
50
c/c +
0
Hortical reinforcement provided
F
Eff. Depth provided
Bar dia 16
@
150
24.20 cm c/c at top
= 12 F @
200
c/c
Eff. Depth required 12.26 cm
Ast req.
Min Reinf.
2
cm2/m
cm /m 5.39
=
13.4
cm2/m
=
5.65
cm2/m
2.90 >
5.39
cm2/m
Shear check Shear force
Width
Eff. Depth
Reinf. Area Shear stress 2
t/m
cm
cm
cm /m
kg/cm
2.90
100.00
24.20
13.40
1.20
No shear reinf. is required
Spacing of shear reinforcment
% of reinf.
Per. stress kg/cm2
2
0.55 % =
NA
3.26 cm
Design shear Dia of shear force (t) reinf. 0.00
10 mm
Legged 2
Shambhavi Techno Solutions, Patna Project : Proposed H.L. R.CC Bridge Over Bacha Raja River At Deopur And Deopur Naya Tola
Date Rev By Chkd
Block-Benipatti Distt-Madhubani
DESIGN OF CANTILEVER TYPE ABUTMENT
Subject :
12.0 DESIGN OF SIDL WALL Side wall is designed for earth pressure at the base of earth pressure width of dirt wall = 2.30 m Thickness of dirt wall = 0.50 m Intensity of pressure due to earth pressure at the base = 2.97 Increase in earth pressure due to dynamic increment = 1.45 Total 4.42 Pressure due to live load surcharge = 0.67 Bending moment at base of dirt wall = 4.42 x 2.30 2 x 1/2 + 0.67 = 13.46 tm/m Shear force at base of dirt wall = 1/2 x 4.42 x 2.30 + 0.67 x = 6.62 tm/m
x
2.30
2
x
Project no 6546 9/20/2012
R0 SHS 0
t/m2 t/m2 t/m2 t/m2
1/2
2.30
Bending check
BM
Total depth
tm
mm
6.73 Provide 16
Width mm
500 F
@
Clear cover mm
1000 150
Hence OK
mm
50
c/c +
0
Hortical reinforcement provided
F
Eff. Depth provided
Bar dia 16
@
150
44.20 cm c/c at top
= 12 F @
200
c/c
Eff. Depth required 20.88 cm
Ast req.
Min Reinf.
2
cm2/m
cm /m 8.55
=
13.4
cm2/m
=
5.65
cm2/m
5.30 >
8.55
cm2/m
Shear check Shear force
Width
Eff. Depth
Reinf. Area Shear stress 2
t/m
cm
cm
cm /m
kg/cm
6.62
100.00
44.20
13.40
1.50
No shear reinf. is required
Spacing of shear reinforcment
% of reinf.
Per. stress kg/cm2
2
0.3 % =
NA
2.55 cm
Design shear Dia of shear force (t) reinf. 0.00
10 mm
Legged 2
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