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Dsn By: KMChk By: SP
Job No. 2019: Jammu Udhampur Bridges Doc No. TTS/2019/DN/105, R0Date: Oct 2011
SUMMARY1 Dead Load of Slab = 150.38 mton2 Dead Load of I Girder or Box Girder = 87.52 mton3 Pier Cap Load = 54.47 mton4 Pier Cross Section Area = 2.54 m2
5 M t f I ti f Pi I 0 52 2
G:\Tangent\Job Folder\2019_Jammu Udhampur Bridges\Design\TTS-2019-DN-105, Design of Continuous Fixed Pier\Revision, R0\TTS-2019-DN-105,R0, D, Pier and Foundation Design
5 Moment of Inertia of Pier, IL = 0.52 m2
6 Moment of Inertia of Pier, IT = 0.52 m2
7 Base Area of Open Foundation = 30.00 m2
8 Length of Footing = 5.00 m9 Width of Footing = 6.00 m
10 Volume of Open Foundation = 24.74 m3
11 W i ht f O f d ti 59 38 t11 Weight of Open foundation = 59.38 mton12 Weight of Soil Overburdon = 46.82 mton
Calculation of Dead Loads
1A Dead Load due to Deck Slab
5425
Width 2712.5 2712.5
Thick 275 275 275Thick 275 275 275
If applicable, type 1 else 0 = 1Density of RCC Concrete = 2.400 mton/m3
Cross Section of Slab = 2.984 m2
Weight of Slab per Meter = 7.161 mton/mAdditional Allwance, if any = 5.0 %
Overall Span = 20.000 mTotal Weight of Slab = 150.38 mton
G:\Tangent\Job Folder\2019_Jammu Udhampur Bridges\Design\TTS-2019-DN-105, Design of Continuous Fixed Pier\Revision, R0\TTS-2019-DN-105,R0, D, Pier and Foundation Design
Dsn By: KMChk By: SP
Job No. 2019: Jammu Udhampur Bridges Doc No. TTS/2019/DN/105, R0Date: Oct 2011
1C Dead Load due to I - Girder
If applicable, type 1 else 0 = 1Nos. of Girders = 3
Cross Section Area at Support, Asupport = 1.40 m2
Distance of Uniform Support Section = 0.40 mC S ti A t I t di t S ti A 0 70 2
G:\Tangent\Job Folder\2019_Jammu Udhampur Bridges\Design\TTS-2019-DN-105, Design of Continuous Fixed Pier\Revision, R0\TTS-2019-DN-105,R0, D, Pier and Foundation Design
Cross Section Area at Intermediate Section, AInter = 0.70 m2
Distance of Intermediate Variable Section = 0.10 mCross Section Area at Mid Span, AMid = 0.52 m2
Distance of Variable Section = 5.00 mDistance of Constant Mid Span Section = 4.05 m
Total Length of Girder Considered = 19 10 mTotal Length of Girder Considered = 19.10 mTotal Span, C/C of Pier = 20.00 m
Density of Prestressed Concrete = 2.500 mton/m3
Weight of One Girder = 29.175 mtonTotal weight of 3 Girders = 87.52 mton
1B Dead Load due to Box Girder
If applicable, type 1 else 0 = 0Cross Section Area at Support, Asupport = 5.70 m2
Distance of Uniform Support Section = 1.50 mCross Section Area at Mid Span, AMid = 4.10 m2
Distance of Variable Section = 15.00 mDistance of Constant Mid Span Section = 14.75 m
Total Span, C/C of Pier = 31.25 mDensity of Prestressed Concrete = 2.500 mton/m3
Total weight of Box = 0.00 mton
G:\Tangent\Job Folder\2019_Jammu Udhampur Bridges\Design\TTS-2019-DN-105, Design of Continuous Fixed Pier\Revision, R0\TTS-2019-DN-105,R0, D, Pier and Foundation Design
Dsn By: KMChk By: SP
Job No. 2019: Jammu Udhampur Bridges Doc No. TTS/2019/DN/105, R0Date: Oct 2011
2 Dead Load due to Pier Cap
8400 2450
700
700
1
2
G:\Tangent\Job Folder\2019_Jammu Udhampur Bridges\Design\TTS-2019-DN-105, Design of Continuous Fixed Pier\Revision, R0\TTS-2019-DN-105,R0, D, Pier and Foundation Design
700
2000 2450
Density of RCC Concrete = 2.400 mton/m3
Part 1
2
Part 1Length = 8.400 mWidth = 2.450 m
Height = 0.700 mVolume of Part 1 = 14.406 m3
Part 2Length at top = 8.400 mWidth at top = 2.450 m
G:\Tangent\Job Folder\2019_Jammu Udhampur Bridges\Design\TTS-2019-DN-105, Design of Continuous Fixed Pier\Revision, R0\TTS-2019-DN-105,R0, D, Pier and Foundation Design
Dsn By: KMChk By: SP
Job No. 2019: Jammu Udhampur Bridges Doc No. TTS/2019/DN/105, R0Date: Oct 2011
Area at Top = 20.580 m2
Length at bottom = 2.000 mWidth at bottom = 2.450 mArea at bottom = 4.900 m2
Height = 0 700 m
G:\Tangent\Job Folder\2019_Jammu Udhampur Bridges\Design\TTS-2019-DN-105, Design of Continuous Fixed Pier\Revision, R0\TTS-2019-DN-105,R0, D, Pier and Foundation Design
Height = 0.700 mVolume of Part 2 = 8.288 m3
Total Volume of Pier Cap = 22.694 m3
Weight of Pier Cap = 54.467 mton
3 Pier Section
1Circular
2Square
3Reactangle
d
S L
Circular Square Reactangle
d
L
4Rectangle with Circular Cut Water
d
L
Density of RCC Concrete = 2.400 mton/m3
Shape of Pier = 1
Input Diameter, d = 1.80 mNot Applicable = 1.80 m
Area of Pier = 2.54 m2
Moment of Inertia in Longitudinal Direction, IL = 0.52 m4
Moment of Inertia in Transverse Direction, IT = 0.52 m4
G:\Tangent\Job Folder\2019_Jammu Udhampur Bridges\Design\TTS-2019-DN-105, Design of Continuous Fixed Pier\Revision, R0\TTS-2019-DN-105,R0, D, Pier and Foundation Design
Dsn By: KMChk By: SP
Job No. 2019: Jammu Udhampur Bridges Doc No. TTS/2019/DN/105, R0Date: Oct 2011
4A Dead Load due to Open Foundation and Weight of Soil Overburdon
2200 3000
Shape 1 5001
G:\Tangent\Job Folder\2019_Jammu Udhampur Bridges\Design\TTS-2019-DN-105, Design of Continuous Fixed Pier\Revision, R0\TTS-2019-DN-105,R0, D, Pier and Foundation Design
650
9200 3000
1
2
3000
Density of RCC Concrete = 2.400 mton/m3
If applicable, type 1 else 0 = 0Part 1
Top Length = 2.200 mTop Width = 3.000 mTop Area = 6.600 m2p
Bottom Length = 9.200 mBottom Width = 3.000 mBottom Area = 27.600 m2
Height = 0.500 mVolume of Part 1 = 7.949 m3
Part 2Bottom Length = 9.200 mBottom Width = 3.000 mBottom Area = 27.600 m2
Length at bottom = 9.200 mWidth at bottom = 3.000 mArea at bottom = 27.600 m2
Height = 0.650 mVolume of Part 2 = 17.940 m3
Total Volume of Foundation = 25 889 m3Total Volume of Foundation = 25.889 m3
Weight of Open Foundation = 0.000 mton
G:\Tangent\Job Folder\2019_Jammu Udhampur Bridges\Design\TTS-2019-DN-105, Design of Continuous Fixed Pier\Revision, R0\TTS-2019-DN-105,R0, D, Pier and Foundation Design
Dsn By: KMChk By: SP
Job No. 2019: Jammu Udhampur Bridges Doc No. TTS/2019/DN/105, R0Date: Oct 2011
Depth of Footing below NGL/Bed Level/OGL = 2.500 m
Volume above Founding Level = 69.00 m3
Less Volume of Foundation = 25.889 m3
L V l f Pi 3 435 3
G:\Tangent\Job Folder\2019_Jammu Udhampur Bridges\Design\TTS-2019-DN-105, Design of Continuous Fixed Pier\Revision, R0\TTS-2019-DN-105,R0, D, Pier and Foundation Design
Less Volume of Pier = 3.435 m3
Net Volume of Soil Overburdon = 39.675 m3
Density of Soil Overburdon = 1.000 mton/m3
Weight of Soil Overburdon = 0 000 mtonWeight of Soil Overburdon = 0.000 mton
4B Dead Load due to Open Foundation
2000 2000
Sh 2 6501
Shape 2 650
500
5000 6000(Transverse)
1
2
6000
Density of RCC Concrete = 2.400 mton/m3
If applicable, type 1 else 0 = 1Part 1
Top Length = 2.000 mTop Width = 2 000 mTop Width = 2.000 mTop Area = 4.000 m2
G:\Tangent\Job Folder\2019_Jammu Udhampur Bridges\Design\TTS-2019-DN-105, Design of Continuous Fixed Pier\Revision, R0\TTS-2019-DN-105,R0, D, Pier and Foundation Design
Dsn By: KMChk By: SP
Job No. 2019: Jammu Udhampur Bridges Doc No. TTS/2019/DN/105, R0Date: Oct 2011
Bottom Length = 5.000 mBottom Width = 6.000 mBottom Area = 30.000 m2
Height = 0.650 mVolume of Part 1 = 9.740 m3
Part 2
G:\Tangent\Job Folder\2019_Jammu Udhampur Bridges\Design\TTS-2019-DN-105, Design of Continuous Fixed Pier\Revision, R0\TTS-2019-DN-105,R0, D, Pier and Foundation Design
Part 2Bottom Length = 5.000 mBottom Width = 6.000 mBottom Area = 30.000 m2
Length at bottom = 5.000 mWidth at bottom = 6.000 m
2Area at bottom = 30.000 m2
Height = 0.500 mVolume of Part 2 = 15.000 m3
Total Volume of Foundation = 24.740 m3
Weight of Open Foundation = 59 376 mtonWeight of Open Foundation = 59.376 mton
Depth of Footing below NGL/Bed Level/OGL = 2.500 m
Volume above Founding Level = 75.00 m3
Less Volume of Foundation = 24.740 m3mLess Volume of Pier = 3.435 m3
Net Volume of Soil Overburdon = 46.825 m3
Density of Soil Overburdon = 1.000 mton/m3
Weight of Soil Overburdon = 46.825 mton
G:\Tangent\Job Folder\2019_Jammu Udhampur Bridges\Design\TTS-2019-DN-105, Design of Continuous Fixed Pier\Revision, R0\TTS-2019-DN-105,R0, D, Pier and Foundation Design
Dsn By: KMChk By: SP
Job No. 2019: Jammu Udhampur Bridges Doc No. TTS/2019/DN/105, R0Date: Oct 2011
S. No. Description
Case Normal Case Normal Case Normal Case Normal CaseTransverse
Seismic Case
Transverse Seismic
Case
Transverse Seismic
Case
Longitudinal Seismic
Case
Longitudinal Seismic
Case
Longitudinal Seismic
Case
One Span Dislodged Condition
Remarks on Live Load Class A Class A 70R Class A Class A Class A 70R Class A Class A 70RNos of Lanes 1 2 1 2 1 2 1 1 2 1Nos. of Lanes 1 2 1 2 1 2 1 1 2 1
Live Load Case Reference No. 1 2 3 4 5 6 7 8 9 10 11Remarks
1 Formation Level in m 742.379 742.379 742.379 742.379 742.379 742.379 742.379 742.379 742.379 742.379 742.3792 Left Span in m 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.003 Left Bearing Distance in m 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.5004 Right Span in m 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.00 20.005 Right Bearing Distance in m 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.50067 O/A Width of Bridge in m 10.850 10.850 10.850 10.850 10.850 10.850 10.850 10.850 10.850 10.850 10.8508 Wearing Coat Thickness in m 0.056 0.056 0.056 0.056 0.056 0.056 0.056 0.056 0.056 0.056 0.0569 Depth of Structure in m 1.925 1.925 1.925 1.925 1.925 1.925 1.925 1.925 1.925 1.925 1.92510 Bearing Thickness in m 0.150 0.150 0.150 0.150 0.150 0.150 0.150 0.150 0.150 0.150 0.15011 Pedestal Height in m 0.511 0.511 0.511 0.511 0.511 0.511 0.511 0.511 0.511 0.511 0.51112 Depth of Pier Cap (Straight Portion) in m 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500
D E
T A
I L
S
ept o e Cap (St a g t o t o ) 0 500 0 500 0 500 0 500 0 500 0 500 0 500 0 500 0 500 0 500 0 50013 Depth of Pier Cap (Inclined Portion) in m 0.650 0.650 0.650 0.650 0.650 0.650 0.650 0.650 0.650 0.650 0.65014 Width of Piercap in m 2.200 2.200 2.200 2.200 2.200 2.200 2.200 2.200 2.200 2.200 2.20015 Length of Piercap in m 9.200 9.200 9.200 9.200 9.200 9.200 9.200 9.200 9.200 9.200 9.20016 Type of Pier Circular Circular Circular Circular Circular Circular Circular Circular Circular Circular Circular17 Diameter/Thickness of Pier in m 1.800 1.800 1.800 1.800 1.800 1.800 1.800 1.800 1.800 1.800 1.80018 Width in Transverse Direction in m 1.800 1.800 1.800 1.800 1.800 1.800 1.800 1.800 1.800 1.800 1.80019 Area of Pier in m 2 2.545 2.545 2.545 2.545 2.545 2.545 2.545 2.545 2.545 2.545 2.545
D I
M E
N S
I O
N A
L
20 Width of Open Foundation (Transverse) in m 6.000 6.000 6.000 6.000 6.000 6.000 6.000 6.000 6.000 6.000 6.000
21 Length of Open Foundation (Longitudinal)
in m 5.000 5.000 5.000 5.000 5.000 5.000 5.000 5.000 5.000 5.000 5.000
22 Depth of Open Foundation in m 1.150 1.150 1.150 1.150 1.150 1.150 1.150 1.150 1.150 1.150 1.15023 Base Area of Open Foundation in m 2 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.00024 Volume of Open Foundation in m 3 24.740 24.740 24.740 24.740 24.740 24.740 24.740 24.740 24.740 24.740 24.7402526 Pier Cap Top RL in m 739 737 739 737 739 737 739 737 739 737 739 737 739 737 739 737 739 737 739 737 739 73726 Pier Cap Top RL in m 739.737 739.737 739.737 739.737 739.737 739.737 739.737 739.737 739.737 739.737 739.73727 Pier Top RL in m 738.587 738.587 738.587 738.587 738.587 738.587 738.587 738.587 738.587 738.587 738.58728 Natural Ground Level RL in m 736.198 736.198 736.198 736.198 736.198 736.198 736.198 736.198 736.198 736.198 736.19829 Depth of Pier Below NGL in m 2.665 2.665 2.665 2.665 2.665 2.665 2.665 2.665 2.665 2.665 2.66530 Top of Open Foundation RL in m 733.533 733.533 733.533 733.533 733.533 733.533 733.533 733.533 733.533 733.533 733.533
31 Founding Level of Open Foundation RL in m 732.383 732.383 732.383 732.383 732.383 732.383 732.383 732.383 732.383 732.383 732.383
32 HFL in m 732.383 732.383 732.383 732.383 732.383 732.383 732.383 732.383 732.383 732.383 732.38333 LWL i 732 383 732 383 732 383 732 383 732 383 732 383 732 383 732 383 732 383 732 383 732 383
L E
V E
L S
33 LWL in m 732.383 732.383 732.383 732.383 732.383 732.383 732.383 732.383 732.383 732.383 732.38334 Designed Water Level, RL in m 732.383 732.383 732.383 732.383 732.383 732.383 732.383 732.383 732.383 732.383 732.38335 Remarks36 Reference Level, RL in m 732.383 732.383 732.383 732.383 732.383 732.383 732.383 732.383 732.383 732.383 732.383
Dsn By: KMChk By: SP
Job No. 2019: Jammu Udhampur Bridges Doc No. TTS/2019/DN/105, R0Date: Oct 2011
Case Normal Case Normal Case Normal Case Normal CaseTransverse
Seismic Case
Transverse Seismic
Case
Transverse Seismic
Case
Longitudinal Seismic
Case
Longitudinal Seismic
Case
Longitudinal Seismic
Case
One Span Dislodged Condition
Remarks on Live Load Class A Class A 70R Class A Class A Class A 70R Class A Class A 70R3738 Density of Water for Buoyancy in mton/m 3 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.00039 Density of RCC Concrete in mton/m 3 2.400 2.400 2.400 2.400 2.400 2.400 2.400 2.400 2.400 2.400 2.40040 Density of Soil in mton/m 3 1 800 1 800 1 800 1 800 1 800 1 800 1 800 1 800 1 800 1 800 1 800D
ATA
40 Density of Soil in mton/m 1.800 1.800 1.800 1.800 1.800 1.800 1.800 1.800 1.800 1.800 1.80041 % Live Load Considered % 100.0 100.0 100.0 100.0 50.0 50.0 50.0 50.0 50.0 50.0 0.04243 If Bridge is in Curve Y Y Y Y Y Y Y Y Y Y Y44 Radius of Curvature, R in m 280.0 280.0 280.0 280.0 280.0 280.0 280.0 280.0 280.0 280.0 280.045 Designed Velocity, V in kM/Hr 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.04647 Seismic Zone 4 4 4 4 4 4 4 4 4 4 4
GEN
ERA
L D
48 Longitudinal Seismic Coefficient α hL 0.081 0.081 0.081 0.081 0.081 0.081 0.081 0.081 0.081 0.081 0.180
49 Transverse Seismic Coefficient α hT 0.075 0.075 0.075 0.075 0.077 0.075 0.075 0.077 0.075 0.075 0.18050 Increase in Seismic Coefficient 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.00051 Vertical Seismic Ratio 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500
52 Seismic Combination Factor in Longitudinal Direction 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 1.0 1.0 0.0
53 Seismic Combination Factor in Transverse Direction 0.0 0.0 0.0 0.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0E
I S M
I C
D
A T
A
Transverse Direction
54 Seismic Combination Factor in Vertical Direction 0.0 0.0 0.0 0.0 1.0 1.0 1.0 1.0 1.0 1.0 0.0
5556 Type of Bearing, if Elastomeric Y Y Y Y Y Y Y Y Y Y Y57 Distance from Neutral Point, L L in m 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.00 10.0058 Temperature Constant, α in / O C 11.5E-06 11.5E-06 11.5E-06 11.5E-06 11.5E-06 11.5E-06 11.5E-06 11.5E-06 11.5E-06 11.5E-06 11.5E-0659 Temperature Range, T in O C 40.0 40.00 40.00 40.00 40.00 40.00 40.00 40.00 40.00 40.00 40.00
S E
60 Movement due to Temperature, Δ in mm 4.60 4.60 4.60 4.60 4.60 4.60 4.60 4.60 4.60 4.60 4.606162 Length of Bearing lo in mm 440 440 440 440 440 440 440 440 440 440 440
63 Width of Bearing bo in mm 440 440 440 440 440 440 440 440 440 440 44064 Side Cover to bearing c in mm 6 6 6 6 6 6 6 6 6 6 665 Effective Plan Area of Bearing Aeff in mm 2 183184 183184 183184 183184 183184 183184 183184 183184 183184 183184 18318466 Height of Total Elastomer h in mm 72 72 72 72 72 72 72 72 72 72 7267 Shore Hardness of the Rubber A 60 60 60 60 60 60 60 60 60 60 60
68 Static Modulus of Elastomeric Bearing as per UIC 772 2R
MPa 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80
69 If any other value of G, Input Value of G as per Tests
MPa 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
70 Shear Modulus of Bearing Considered in the Design
G s MPa 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
71 Factor for Dynamic Shear Modulus 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.2571 Factor for Dynamic Shear Modulus 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25
72 Shear Modulus of Elastomer for Seismic Action
G d MPa 1.13 1.13 1.13 1.13 1.13 1.13 1.13 1.13 1.13 1.13 1.13
73
74 Nos of Supports line of Bearing on Continuous Structure 6 6 6 6 6 6 6 6 6 6 6
75 Nos of Supports Lines of Bearings on Designed Pier 2 2 2 2 2 2 2 2 2 2 2
76 No of Bearings on Designed Pier 6 6 6 6 6 6 6 6 6 6 676 No of Bearings on Designed Pier 6 6 6 6 6 6 6 6 6 6 677
Dsn By: KMChk By: SP
Job No. 2019: Jammu Udhampur Bridges Doc No. TTS/2019/DN/105, R0Date: Oct 2011
Case Normal Case Normal Case Normal Case Normal CaseTransverse
Seismic Case
Transverse Seismic
Case
Transverse Seismic
Case
Longitudinal Seismic
Case
Longitudinal Seismic
Case
Longitudinal Seismic
Case
One Span Dislodged Condition
Remarks on Live Load Class A Class A 70R Class A Class A Class A 70R Class A Class A 70R78 COMPUTATION OF VERTICAL LOADS79
80 Dead Load Reaction of I Girder from Left Span
in mton 43.8 43.8 43.8 43.8 43.8 43.8 43.8 43.8 43.8 43.8 0.0
NLeft Span81 Additional Allowances in DL in % 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.082 Additional Allowances in DL in mton 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 0.083 Allowances for Splicing & Stiffners in % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.084 Allowances for Splicing & Stiffners in mton 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
85 Dead Load Reaction of I Girder with All Allowances
in mton 46.0 46.0 46.0 46.0 46.0 46.0 46.0 46.0 46.0 46.0 0.0
86 C/S Area of RC Slab in m 2 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0C S A
D L
OA
D -
LEFT
SP
AN
87 Dead Load due to RC Slab in mton 75.2 75.2 75.2 75.2 75.2 75.2 75.2 75.2 75.2 75.2 0.0
88 Total Dead Load Reaction from Left Span
in mton 121.1 121.1 121.1 121.1 121.1 121.1 121.1 121.1 121.1 121.1 0.0
89
90 Dead Load Reaction of I Girder from Right Span
in mton 43.8 43.8 43.8 43.8 43.8 43.8 43.8 43.8 43.8 43.8 43.8
91 Additional Allowances in DL in % 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.092 Additional Allowances in DL in mton 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2 2.2
DE
AH
T S
PA
N
93 Allowances for Splicing & Stiffners in % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.094 Allowances for Splicing & Stiffners in mton 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
95 Dead Load Reaction of I Girder with All Allowances
in mton 46.0 46.0 46.0 46.0 46.0 46.0 46.0 46.0 46.0 46.0 46.0
96 C/S Area of RC Slab in m 2 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.097 Dead Load due to RC Slab in mton 75.2 75.2 75.2 75.2 75.2 75.2 75.2 75.2 75.2 75.2 75.2
98 Total Dead Load Reaction from Right Span
in mton 121.1 121.1 121.1 121.1 121.1 121.1 121.1 121.1 121.1 121.1 121.1DE
AD
LO
AD
- R
IGH
p99
100 Total Dead Load Reaction from Both Span
in mton 242.3 242.3 242.3 242.3 242.3 242.3 242.3 242.3 242.3 242.3 121.1
101
102 Super Imposed Load Intensity of Left Span
in mton/m 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 0.0
103 Dead Load Reaction due to Super Imposed Load from Left Span
in mton 35.0 35.0 35.0 35.0 35.0 35.0 35.0 35.0 35.0 35.0 35.0
LOA
DS
Imposed Load from Left Span104
105 Super Imposed Load Intensity of Right Span
in mton/m 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
106 Dead Load Reaction due to Super Imposed Load from Right Span
in mton 35.0 35.0 35.0 35.0 35.0 35.0 35.0 35.0 35.0 35.0 35.0
107
108 Total Dead Load Reaction due to Super Imposed Load
in mton 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0
SU
PE
RIM
PO
SE
D L
Imposed Load109
110 Footpath Live Load Reaction from Left Span
in mton 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
111 Footpath Live Load Reaction from Right Span
in mton 6.7 6.7 6.7 6.7 6.7 6.7 6.7 6.7 6.7 6.7 6.7
112 Total Footpath Live Load Reaction from Both Span
in mton 6.7 6.7 6.7 6.7 6.7 6.7 6.7 6.7 6.7 6.7 6.7
113
FOO
TPA
TH
LIV
ELO
AD
S
113
Dsn By: KMChk By: SP
Job No. 2019: Jammu Udhampur Bridges Doc No. TTS/2019/DN/105, R0Date: Oct 2011
Case Normal Case Normal Case Normal Case Normal CaseTransverse
Seismic Case
Transverse Seismic
Case
Transverse Seismic
Case
Longitudinal Seismic
Case
Longitudinal Seismic
Case
Longitudinal Seismic
Case
One Span Dislodged Condition
Remarks on Live Load Class A Class A 70R Class A Class A Class A 70R Class A Class A 70R
114 Vehicular Live Load Reaction from Left Span
in mton 5.4 10.8 0.0 10.8 5.4 10.8 0.0 5.4 10.8 0.0 0.0
115 Vehicular Live Load Reaction from Right Span
in mton 36.3 72.6 75.7 72.6 36.3 72.6 75.7 36.3 72.6 75.7 0.0ICU
LAR
E
LOA
DS
Span
116 Total Vehicular Live Load Reaction from Both Span
in mton 41.7 83.3 75.7 83.3 41.7 83.3 75.7 41.7 83.3 75.7 0.0
117118 Total Live Load without FPLL in mton 41.7 83.3 75.7 83.3 41.7 83.3 75.7 41.7 83.3 75.7 0.0119 Total Live Load with FPLL in mton 48.4 90.1 82.4 90.1 48.4 90.1 82.4 48.4 90.1 82.4 6.7120 Percentage Live Load Considered % 100.0 100.0 100.0 100.0 50.0 50.0 50.0 50.0 50.0 50.0 0.0121 Designed Live Load without FPLL in mton 0.0 0.0 0.0 0.0 20.8 41.7 37.8 20.8 41.7 37.8 0.0122 Designed Li e Load ith FPLL i t 48 4 90 1 82 4 90 1 24 2 45 0 41 2 24 2 45 0 41 2 0 0
VE
HI
LIV
ELI
VE
LO
AD
S
UM
MA
RY
122 Designed Live Load with FPLL in mton 48.4 90.1 82.4 90.1 24.2 45.0 41.2 24.2 45.0 41.2 0.0123124 Load due to Pedestals in mton 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0125 Loads due to TSL and LSR in mton 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0126 Load of Pier Cap in mton 54.5 54.5 54.5 54.5 54.5 54.5 54.5 54.5 54.5 54.5 54.5127 Height of Pier in m 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1 5.1128 Cross Section of Pier in m 2 2.545 2.545 2.545 2.545 2.545 2.545 2.545 2.545 2.545 2.545 2.545129 Load of Pier in Dry Condition in mton 30.9 30.9 30.9 30.9 30.9 30.9 30.9 30.9 30.9 30.9 30.9
L SD
OF
SU
B
TUR
E
130 Buoyancy Percentage % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0131 Bouyancy of Pier in mton 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0132 Bouyancy of Pier Cap in mton 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
133 Total Dead Load of Substructure without Buoyancy
in mton 95.3 95.3 95.3 95.3 95.3 95.3 95.3 95.3 95.3 95.3 95.3
134 Total Dead Load of Substructure with Buoyancy
in mton 95.3 95.3 95.3 95.3 95.3 95.3 95.3 95.3 95.3 95.3 95.3
135
DE
AD
LO
AD
STR
UC
T
136 Total Vertical Load without bouyancy effect
in mton 456.0 497.7 490.0 497.7 431.8 452.6 448.8 431.8 452.6 448.8 286.5
137 Vertical Seismic Coefficient 0.00 0.00 0.00 0.00 0.04 0.04 0.04 0.04 0.04 0.04 0.00138 Due to Vertical Seismic in mton 0.0 0.0 0.0 0.0 17.4 18.2 18.1 17.4 18.2 18.1 0.0
139 Total Vertical Load including bouyancy & Seismic effect (Maximum Load)
in mton 456.0 497.7 490.0 497.7 449.2 470.9 466.9 449.2 470.9 466.9 286.5
T t l V ti l L d i l di b YA
NC
Y A
ND
SE
ISM
IC
EFF
EC
T
140 Total Vertical Load including bouyancy & Seismic effect (Minimum Load)
in mton 456.0 497.7 490.0 497.7 414.4 434.4 430.7 414.4 434.4 430.7 286.5
141142 Weight of Open Foundation in mton 59.4 59.4 59.4 59.4 59.4 59.4 59.4 59.4 59.4 59.4 59.4
143 Weight of Open Foundation Considered in mton 59.4 59.4 59.4 59.4 59.4 59.4 59.4 59.4 59.4 59.4 59.4
144 Effect of Bouyancy on Foundation in mton 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Considered Effect of Bouyancy on Open
BO
UY
OU
ND
ATI
ON
145 Considered Effect of Bouyancy on Open Foundation
in mton 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
146147 Weight of Soil Overburdon in mton 46.8 46.8 46.8 46.8 46.8 46.8 46.8 46.8 46.8 46.8 46.8148
149Total Vertical Load including
bouyancy & Seismic effect (Maximum Load)
in mton 562.2 603.9 596.2 603.9 555.4 577.1 573.1 555.4 577.1 573.1 392.7
FOM
AR
Y
Dsn By: KMChk By: SP
Job No. 2019: Jammu Udhampur Bridges Doc No. TTS/2019/DN/105, R0Date: Oct 2011
Case Normal Case Normal Case Normal Case Normal CaseTransverse
Seismic Case
Transverse Seismic
Case
Transverse Seismic
Case
Longitudinal Seismic
Case
Longitudinal Seismic
Case
Longitudinal Seismic
Case
One Span Dislodged Condition
Remarks on Live Load Class A Class A 70R Class A Class A Class A 70R Class A Class A 70R
150Total Vertical Load including
bouyancy & Seismic effect (Minimum Load)
in mton 562.2 603.9 596.2 603.9 520.6 540.6 536.9 520.6 540.6 536.9 392.7SUM
M
Dsn By: KMChk By: SP
Job No. 2019: Jammu Udhampur Bridges Doc No. TTS/2019/DN/105, R0Date: Oct 2011
Case Normal Case Normal Case Normal Case Normal CaseTransverse
Seismic Case
Transverse Seismic
Case
Transverse Seismic
Case
Longitudinal Seismic
Case
Longitudinal Seismic
Case
Longitudinal Seismic
Case
One Span Dislodged Condition
Remarks on Live Load Class A Class A 70R Class A Class A Class A 70R Class A Class A 70R151152 MOMENT IN LONGITUDINAL DIRECTION153154 % Live Load Considered % 100 0 100 0 100 0 100 0 50 0 50 0 50 0 50 0 50 0 50 0 0 0L154 % Live Load Considered % 100.0 100.0 100.0 100.0 50.0 50.0 50.0 50.0 50.0 50.0 0.0
155 Seismic Combination Factor in Longitudinal Direction 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 1.0 1.0 0.0
156 Seismic Coefficient Considered 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.081 0.081 0.081 0.000157
158 Horizontal Force Acting at Bearing Level due to Braking
in mton 4.6 4.6 6.7 4.6 2.3 2.3 3.3 2.3 2.3 3.3 0.0
159 Force due to Shearing of Elastomeric B i
in mton 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05
GE
NE
RA
LZO
NTA
L
159 Bearingin mton 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05
160 Horizontal Force Acting at Bearing Level in mton 5.7 5.7 7.7 5.7 3.4 3.4 4.4 3.4 3.4 4.4 1.1
161 Bearing Level, RL in m 740.4 740.4 740.4 740.4 740.4 740.4 740.4 740.4 740.4 740.4 740.4162 Lever Arm at Reference Level in m 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0
163 Moment due to Horizontal Force Acting at Bearing Level
in mton.m 45.6 45.6 61.9 45.6 27.0 27.0 35.2 27.0 27.0 35.2 8.4
164
EFF
EC
T O
F H
OR
IZFO
RC
E
165 Water Current Forces in mton 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0166 Water Current Moments in mton.m 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0167168 Unbalanced Reaction Due to DL in mton 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 121.1169 Unbalanced Moment Due to DL in mton.m 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 60.6170 Unbalanced Reaction Due to SIDL in mton 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0171 Unbalanced Moment Due to SIDL in mton.m 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0172 Unbalanced Reaction Due to FPLL in mton 6.7 6.7 6.7 6.7 6.7 6.7 6.7 6.7 6.7 6.7 6.7M
OM
EN
T
173 Unbalanced Moment Due to FPLL in mton.m 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4
174 Designed Unbalanced Moment Due to FPLL
in mton.m 3.4 3.4 3.4 3.4 1.7 1.7 1.7 1.7 1.7 1.7 0.0
175 Unbalanced Reaction Due to LL in mton 30.9 61.8 75.7 61.8 30.9 61.8 75.7 30.9 61.8 75.7 0.0176 Unbalanced Moment Due to LL in mton.m 15.4 30.9 37.8 30.9 15.4 30.9 37.8 15.4 30.9 37.8 0.0
177 Designed Unbalanced Moment Due to LL
in mton.m 15.4 30.9 37.8 30.9 7.7 15.4 18.9 7.7 15.4 18.9 0.0
178
UN
BA
LAN
CE
D M
178
179 Vertical Load of Superstructure for Seismic Action
in mton 242.3 242.3 242.3 242.3 242.3 242.3 242.3 242.3 242.3 242.3 242.3
180 Horizontal Seismic on Super Structure in mton 0.0 0.0 0.0 0.0 0.0 0.0 0.0 19.5 19.5 19.5 0.0
181 Acting above Pier Cap Level in m 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500 0.500182 Acting RL in m 740.2 740.2 740.2 740.2 740.2 740.2 740.2 740.2 740.2 740.2 740.2183 Lever Arm at Reference Level in m 7.9 7.9 7.9 7.9 7.9 7.9 7.9 7.9 7.9 7.9 7.9
Horizontal Seismic Moment on Super184 Horizontal Seismic Moment on Super Structure
in mton.m 0.0 0.0 0.0 0.0 0.0 0.0 0.0 153.3 153.3 153.3 0.0
185 Horizontal Seismic on Pier Cap in mton 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4.4 4.4 4.4 0.0186 Acting below Piercap Top in m 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6187 Acting RL in m 739.1 739.1 739.1 739.1 739.1 739.1 739.1 739.1 739.1 739.1 739.1188 Lever Arm at Reference Level in m 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8189 Horizontal Seismic Moment on Pier in mton.m 0.0 0.0 0.0 0.0 0.0 0.0 0.0 29.6 29.6 29.6 0.0190 Horizontal Seismic on Pier in mton 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.5 2.5 2.5 0.0191 Acting RL i 736 1 736 1 736 1 736 1 736 1 736 1 736 1 736 1 736 1 736 1 736 1191 Acting RL in m 736.1 736.1 736.1 736.1 736.1 736.1 736.1 736.1 736.1 736.1 736.1192 Lever Arm at Reference Level in m 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7C
Dsn By: KMChk By: SP
Job No. 2019: Jammu Udhampur Bridges Doc No. TTS/2019/DN/105, R0Date: Oct 2011
Case Normal Case Normal Case Normal Case Normal CaseTransverse
Seismic Case
Transverse Seismic
Case
Transverse Seismic
Case
Longitudinal Seismic
Case
Longitudinal Seismic
Case
Longitudinal Seismic
Case
One Span Dislodged Condition
Remarks on Live Load Class A Class A 70R Class A Class A Class A 70R Class A Class A 70R193 Horizontal Seismic Moment on Pier in mton.m 0.0 0.0 0.0 0.0 0.0 0.0 0.0 9.1 9.1 9.1 0.0194 Seismic on Open Foundation N N N N N N N N N N N
195 Horizontal Seismic on Open Foundation in mton 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0SE
ISM
IC
196 Acting RL in m 733.0 733.0 733.0 733.0 733.0 733.0 733.0 733.0 733.0 733.0 733.0197 Lever Arm at Reference Level in m 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6
198 Horizontal Seismic Moment on Open Foundation
in mton.m 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
199
200 Vertical Load of SIDL for Seismic Action in mton 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0 70.0
201 Hori ontal Seismic on SIDL i t 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 6 5 6 5 6 0 0
EFF
EC
T O
F S
201 Horizontal Seismic on SIDL in mton 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.6 5.6 5.6 0.0202 Acting above Formation Level in m -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0 -2.0203 Acting RL in m 740.4 740.4 740.4 740.4 740.4 740.4 740.4 740.4 740.4 740.4 740.4204 Lever Arm at Reference Level in m 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0205 Horizontal Seismic Moment on SIDL in mton.m 0.0 0.0 0.0 0.0 0.0 0.0 0.0 45.2 45.2 45.2 0.0206207 Seismin on Live Load N N N N N N N N N N N
208 Vertical Reaction of LL for Seismic A i
in mton 151.3 151.3 151.3 151.3 151.3 151.3 151.3 151.3 151.3 151.3 151.3208 Actionin mton 151.3 151.3 151.3 151.3 151.3 151.3 151.3 151.3 151.3 151.3 151.3
209 Horizontal Seismic on LL in mton 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0210 Acting above Pier Cap Level in m 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5211 Acting RL in m 740.2 740.2 740.2 740.2 740.2 740.2 740.2 740.2 740.2 740.2 740.2212 Lever Arm at Reference Level in m 7.9 7.9 7.9 7.9 7.9 7.9 7.9 7.9 7.9 7.9 7.9
213 Horizontal Seismic Moment on Vehicular Live Load
in mton.m 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
214
215 Total Longitudinal Direction Horizontal Force
in mton 5.7 5.7 7.7 5.7 3.4 3.4 4.4 35.4 35.4 36.4 1.1
216 Total Longitudinal Direction Moment in mton.m 64.4 79.8 103.1 79.8 36.4 44.1 55.8 273.7 281.4 293.0 69.0
217218 MOMENT IN TRANSVERSE DIRECTION219220 % Live Load Considered % 100 0 100 0 100 0 100 0 50 0 50 0 50 0 50 0 50 0 50 0 0 0
SUM
MA
RY
L220 % Live Load Considered % 100.0 100.0 100.0 100.0 50.0 50.0 50.0 50.0 50.0 50.0 0.0
221 Seismic Combination Factor in Transverse Direction 0.0 0.0 0.0 0.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0
222 Seismic Coefficient Considered 0.000 0.000 0.000 0.000 0.077 0.075 0.075 0.000 0.000 0.000 0.000223
224 Horizontal Force Acting at Bearing Level in mton 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
225 Bearing Level, RL in m 740.4 740.4 740.4 740.4 740.4 740.4 740.4 740.4 740.4 740.4 740.4226 L A t R f L l i 8 0 8 0 8 0 8 0 8 0 8 0 8 0 8 0 8 0 8 0 8 0
GE
NE
RA
LE
CT
OF
ZON
TAL
OR
CE
226 Lever Arm at Reference Level in m 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0
227 Moment due to Horizontal Force Acting at Bearing Level
in mton.m 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
228229 If Bridge is in Curve Y Y Y Y Y Y Y Y Y Y Y230 Radius of Curvature, R in m 280.0 280.0 280.0 280.0 280.0 280.0 280.0 280.0 280.0 280.0 280.0231 Designed Velocity, V in kM/Hr 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0 65.0232 Total Vertical Live Load Reaction, W in mton 41.7 83.3 75.7 83.3 20.8 41.7 37.8 20.8 41.7 37.8 0.0
EFF
EH
OR
IZFO
OF
L FO
RC
E
233 Centrifugal Force, C = W*V2/127R in mton 5.0 9.9 9.0 9.9 2.5 5.0 4.5 2.5 5.0 4.5 0.0CT
GA
L
Dsn By: KMChk By: SP
Job No. 2019: Jammu Udhampur Bridges Doc No. TTS/2019/DN/105, R0Date: Oct 2011
Case Normal Case Normal Case Normal Case Normal CaseTransverse
Seismic Case
Transverse Seismic
Case
Transverse Seismic
Case
Longitudinal Seismic
Case
Longitudinal Seismic
Case
Longitudinal Seismic
Case
One Span Dislodged Condition
Remarks on Live Load Class A Class A 70R Class A Class A Class A 70R Class A Class A 70R234 Acting above Formation Level in m 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2235 Acting RL in m 743.6 743.6 743.6 743.6 743.6 743.6 743.6 743.6 743.6 743.6 743.6236 Lever Arm at Reference Level in m 11.2 11.2 11.2 11.2 11.2 11.2 11.2 11.2 11.2 11.2 11.2
Horizontal Transverse Moment due to
EFF
EE
NTR
IFU
G
237 Horizontal Transverse Moment due to Centrifugal Force
in mton.m 55.4 110.9 100.7 110.9 27.7 55.4 50.3 27.7 55.4 50.3 0.0
238239 Water Current Forces in mton 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0240 Water Current Moments in mton.m 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0241242 Eccentricity Due to DL in mton 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0243 Unbalanced Moment Due to DL in mton.m 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0244 Eccentricit D e to SIDL i t 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0N
TC
244 Eccentricity Due to SIDL in mton 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0245 Unbalanced Moment Due to SIDL in mton.m 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0246 Eccentricity Due to FPLL in mton 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0247 Unbalanced Moment Due to FPLL in mton.m 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
248 Designed Unbalanced Moment Due to FPLL
in mton.m 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
249 Eccentricity Due to LL in mton 3.63 1.88 2.33 1.88 3.63 1.88 2.33 3.63 1.88 2.33 1.88250 Unbalanced Moment Due to LL in mton.m 151.0 156.2 176.3 156.2 151.0 156.2 176.3 151.0 156.2 176.3 0.0
UN
BA
LAN
CE
D M
OM
EN
251 Designed Unbalanced Moment Due to LL
in mton.m 151.0 156.2 176.3 156.2 75.5 78.1 88.1 75.5 78.1 88.1 0.0
252
253 Total Dead Load Reaction from Left Span
in mton 121.1 121.1 121.1 121.1 121.1 121.1 121.1 121.1 121.1 121.1 0.0
254 Horizontal Seismic Forces from Left Span
in mton 0.0 0.0 0.0 0.0 9.3 9.1 9.1 0.0 0.0 0.0 0.0
255 Acting above Formation Level in m -0.934 -0.934 -0.934 -0.934 -0.934 -0.934 -0.934 -0.934 -0.934 -0.934 -0.934
U
256 Acting RL in m 741.4 741.4 741.4 741.4 741.4 741.4 741.4 741.4 741.4 741.4 741.4257 Lever Arm at Reference Level in m 9.1 9.1 9.1 9.1 9.1 9.1 9.1 9.1 9.1 9.1 9.1
258 Horizontal Seismic Moment from Left Span
in mton.m 0.0 0.0 0.0 0.0 84.4 82.3 82.3 0.0 0.0 0.0 0.0
259
260 Total Dead Load Reaction from Right Span
in mton 121.1 121.1 121.1 121.1 121.1 121.1 121.1 121.1 121.1 121.1 121.1
261 Horizontal Seismic Forces from Right i t 0 0 0 0 0 0 0 0 9 3 9 1 9 1 0 0 0 0 0 0 0 0261 g
Spanin mton 0.0 0.0 0.0 0.0 9.3 9.1 9.1 0.0 0.0 0.0 0.0
262 Acting above Formation Level in m -0.934 -0.934 -0.934 -0.934 -0.934 -0.934 -0.934 -0.934 -0.934 -0.934 -0.934263 Acting RL in m 741.4 741.4 741.4 741.4 741.4 741.4 741.4 741.4 741.4 741.4 741.4264 Lever Arm at Reference Level in m 9.1 9.1 9.1 9.1 9.1 9.1 9.1 9.1 9.1 9.1 9.1
265 Horizontal Seismic Moment From Right Span
in mton.m 0.0 0.0 0.0 0.0 84.4 82.3 82.3 0.0 0.0 0.0 0.0
266267 Horizontal Seismic on Pier Cap in mton 0 0 0 0 0 0 0 0 4 2 4 1 4 1 0 0 0 0 0 0 0 0267 Horizontal Seismic on Pier Cap in mton 0.0 0.0 0.0 0.0 4.2 4.1 4.1 0.0 0.0 0.0 0.0268 Acting below Piercap Top in m 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6269 Acting RL in m 739.1 739.1 739.1 739.1 739.1 739.1 739.1 739.1 739.1 739.1 739.1270 Lever Arm at Reference Level in m 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8 6.8
271 Horizontal Seismic Moment on Pier Cap in mton.m 0.0 0.0 0.0 0.0 28.3 27.6 27.6 0.0 0.0 0.0 0.0
272 Horizontal Seismic on Pier in mton 0.0 0.0 0.0 0.0 2.4 2.3 2.3 0.0 0.0 0.0 0.0273 Acting RL in m 736.1 736.1 736.1 736.1 736.1 736.1 736.1 736.1 736.1 736.1 736.1274 Lever Arm at Reference Level in m 3 7 3 7 3 7 3 7 3 7 3 7 3 7 3 7 3 7 3 7 3 7274 Lever Arm at Reference Level in m 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7275 Horizontal Seismic Moment on Pier in mton.m 0.0 0.0 0.0 0.0 8.7 8.5 8.5 0.0 0.0 0.0 0.0
Dsn By: KMChk By: SP
Job No. 2019: Jammu Udhampur Bridges Doc No. TTS/2019/DN/105, R0Date: Oct 2011
Case Normal Case Normal Case Normal Case Normal CaseTransverse
Seismic Case
Transverse Seismic
Case
Transverse Seismic
Case
Longitudinal Seismic
Case
Longitudinal Seismic
Case
Longitudinal Seismic
Case
One Span Dislodged Condition
Remarks on Live Load Class A Class A 70R Class A Class A Class A 70R Class A Class A 70R276 Seismin on Pile Cap N N N N N N N N N N N277 Horizontal Seismic on Pile Cap in mton 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0278 Acting RL in m 733.0 733.0 733.0 733.0 733.0 733.0 733.0 733.0 733.0 733.0 733.0279 Lever Arm at Reference Level in m 0 6 0 6 0 6 0 6 0 6 0 6 0 6 0 6 0 6 0 6 0 6M
IC
279 Lever Arm at Reference Level in m 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6
280 Horizontal Seismic Moment on Pile Cap in mton.m 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
281 Horizontal Seismic Moment on DL in mton.m 0.0 0.0 0.0 0.0 121.4 118.4 118.4 0.0 0.0 0.0 0.0282283 SIDL Reaction from Left Span in mton 35.0 35.0 35.0 35.0 35.0 35.0 35.0 35.0 35.0 35.0 35.0
284 Horizontal Seismic on SIDL from Left Span
in mton 0.0 0.0 0.0 0.0 2.7 2.6 2.6 0.0 0.0 0.0 0.0
285 Acting abo e Formation Le el i 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0EFF
EC
T O
F S
EIS
M
285 Acting above Formation Level in m 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0286 Acting RL in m 743.4 743.4 743.4 743.4 743.4 743.4 743.4 743.4 743.4 743.4 743.4287 Lever Arm at Reference Level in m 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0
288 Horizontal Seismic Moment on SIDL from Left Span
in mton.m 0.0 0.0 0.0 0.0 29.6 28.9 28.9 0.0 0.0 0.0 0.0
289290 SIDL Reaction from Right Span in mton 35.0 35.0 35.0 35.0 35.0 35.0 35.0 35.0 35.0 35.0 35.0
291 Horizontal Seismic on SIDL from Left S
in mton 0.0 0.0 0.0 0.0 2.7 2.6 2.6 0.0 0.0 0.0 0.0
E
291 Spanin mton 0.0 0.0 0.0 0.0 2.7 2.6 2.6 0.0 0.0 0.0 0.0
292 Acting above Formation Level in m 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40293 Acting RL in m 742.8 742.8 742.8 742.8 742.8 742.8 742.8 742.8 742.8 742.8 742.8294 Lever Arm at Reference Level in m 10.4 10.4 10.4 10.4 10.4 10.4 10.4 10.4 10.4 10.4 10.4
295 Horizontal Seismic Moment on SIDL from Left Span
in mton.m 0.0 0.0 0.0 0.0 28.0 27.3 27.3 0.0 0.0 0.0 0.0
296297 Seismic on Live Load Y Y Y Y Y Y Y Y Y Y Y
298 Vertical Reaction of LL for Seismic Action from Left Span
in mton 5.4 10.8 0.0 10.8 5.4 10.8 0.0 5.4 10.8 0.0 0.0
299 Horizontal Seismic on LL in mton 0.0 0.0 0.0 0.0 0.2 0.4 0.0 0.0 0.0 0.0 0.0300 Acting above Formation Level in m 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2301 Acting RL in m 743.6 743.6 743.6 743.6 743.6 743.6 743.6 743.6 743.6 743.6 743.6302 Lever Arm at Reference Level in m 11.2 11.2 11.2 11.2 11.2 11.2 11.2 11.2 11.2 11.2 11.2
303 Horizontal Seismic Moment on Vehicular Live Load
in mton.m 0.0 0.0 0.0 0.0 2.3 4.5 0.0 0.0 0.0 0.0 0.0
304
305 Vertical Reaction of LL for Seismic Action from Right Span
in mton 36.3 72.6 75.7 72.6 36.3 72.6 75.7 36.3 72.6 75.7 0.0
306 Horizontal Seismic on LL in mton 0.0 0.0 0.0 0.0 1.4 2.7 2.8 0.0 0.0 0.0 0.0307 Acting above Formation Level in m 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2308 Acting RL in m 743.6 743.6 743.6 743.6 743.6 743.6 743.6 743.6 743.6 743.6 743.6309 Lever Arm at Reference Level in m 11.2 11.2 11.2 11.2 11.2 11.2 11.2 11.2 11.2 11.2 11.2
Horizontal Seismic Moment on310 Horizontal Seismic Moment on Vehicular Live Load
in mton.m 0.0 0.0 0.0 0.0 15.6 30.5 31.8 0.0 0.0 0.0 0.0
311
312 Total Transverse Direction Horizontal Force
in mton 5.0 9.9 9.0 9.9 34.6 37.9 37.2 2.5 5.0 4.5 0.0
313 Total Transverse Direction Moment in mton.m 206.5 267.1 276.9 267.1 384.5 425.5 427.2 103.2 133.5 138.5 0.0
314315
SUM
MA
RY
315316
Dsn By: KMChk By: SP
Job No. 2019: Jammu Udhampur Bridges Doc No. TTS/2019/DN/105, R0Date: Oct 2011
Case Normal Case Normal Case Normal Case Normal CaseTransverse
Seismic Case
Transverse Seismic
Case
Transverse Seismic
Case
Longitudinal Seismic
Case
Longitudinal Seismic
Case
Longitudinal Seismic
Case
One Span Dislodged Condition
Remarks on Live Load Class A Class A 70R Class A Class A Class A 70R Class A Class A 70R
317Total Vertical Load including
bouyancy & Seismic effect (Maximum Load)
in mton 562.2 603.9 596.2 603.9 555.4 577.1 573.1 555.4 577.1 573.1 392.7
318Total Vertical Load including
bouyancy & Seismic effect (Minimum Load)
in mton 562.2 603.9 596.2 603.9 520.6 540.6 536.9 520.6 540.6 536.9 392.7
319 Total Longitudinal Direction Horizontal Force
in mton 5.7 5.7 7.7 5.7 3.4 3.4 4.4 35.4 35.4 36.4 1.1
320 Total Longitudinal Direction Moment in mton.m 64.4 79.8 103.1 79.8 36.4 44.1 55.8 273.7 281.4 293.0 69.0FIN
AL
SUM
MA
RY
321 Total Transverse Direction Horizontal Force
in mton 5.0 9.9 9.0 9.9 34.6 37.9 37.2 2.5 5.0 4.5 0.0
322 Total Transverse Direction Moment in mton.m 206.5 267.1 276.9 267.1 384.5 425.5 427.2 103.2 133.5 138.5 0.0
323324325326 Stiffness of Pier & Calculation of Seismic Coefficient326 Stiffness of Pier & Calculation of Seismic Coefficient327328 Cross Section of Pier A in m 2 2.545 2.545 2.545 2.545 2.545 2.545 2.545 2.545 2.545 2.545
329 Moment of Inertia in Longitudinal Direction
IL in m 4 0.515 0.515 0.515 0.515 0.515 0.515 0.515 0.515 0.515 0.515
330 Moment of Inertia in Transverse Direction
IT in m 4 0.515 0.515 0.515 0.515 0.515 0.515 0.515 0.515 0.515 0.515
331332 G d f C t f Pi M i MP 35 35 35 35 35 35 35 35 35 35332 Grade of Concrete of Pier M in MPa 35 35 35 35 35 35 35 35 35 35333 Modulus of Elasticity of Pier, E in GPa 31.50 31.50 31.50 31.50 31.50 31.50 31.50 31.50 31.50 31.50334 Modulus of Elasticity of Pier, E in mton/m 2 3150000.0 3150000.0 3150000.0 3150000.0 3150000.0 3150000.0 3150000.0 3150000.0 3150000.0 3150000.0335
336Pier Cap Top to Top of Open
Foundation, h3in m 6.204 6.204 6.204 6.204 6.204 6.204 6.204 6.204 6.204 6.204
337Effective Height of Pedestal + Bearing in
Longitudinal Direction, h1in m 0.661 0.661 0.661 0.661 0.661 0.661 0.661 0.661 0.661 0.661o g tud a ect o , 1
338
339 CG of Super Structure and Pile Cap Top or Footing Top
in m 8.486 8.651 8.623 8.651 8.486 8.651 8.623 8.486 8.651 8.623
340CG of Super Structure and Pier Cap Top
in Transverse Direction, h2in m 2.282 2.447 2.419 2.447 2.282 2.447 2.419 2.282 2.447 2.419
341342 ( )⎟
⎠
⎞⎜⎝
⎛ +=Δ 21
23
33
23orhh
EIh
EIhP
hAGFh =
Δ343344345 If Elastomeric Bearing is Provided Y Y Y Y Y Y Y Y Y Y Y346 Length of Bearing lo in mm 440 440 440 440 440 440 440 440 440 440 440
347 Width of Bearing bo in mm 440 440 440 440 440 440 440 440 440 440 440348 Side Cover to bearing c in mm 6 6 6 6 6 6 6 6 6 6 6349 Effective Plan Area of Bearing Aeff in mm 2 183184 183184 183184 183184 183184 183184 183184 183184 183184 183184 183184
( )⎠⎝
2123 EIEIhΔ
350 Height of Total Elastomer h in mm 72 72 72 72 72 72 72 72 72 72
Dsn By: KMChk By: SP
Job No. 2019: Jammu Udhampur Bridges Doc No. TTS/2019/DN/105, R0Date: Oct 2011
Case Normal Case Normal Case Normal Case Normal CaseTransverse
Seismic Case
Transverse Seismic
Case
Transverse Seismic
Case
Longitudinal Seismic
Case
Longitudinal Seismic
Case
Longitudinal Seismic
Case
One Span Dislodged Condition
Remarks on Live Load Class A Class A 70R Class A Class A Class A 70R Class A Class A 70R351 Shore Hardness of the Rubber A 60 60 60 60 60 60 60 60 60 60
352 Static Modulus of Elastomeric Bearing as per UIC 772 2R
MPa 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80
If any other value of G Input Value of G353 If any other value of G, Input Value of G as per Tests
MPa 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
354 Shear Modulus of Bearing Considered in the Design
G s MPa 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
355 Factor for Dynamic Shear Modulus 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25
356 Shear Modulus of Elastomer for Seismic Action
G d MPa 1.13 1.13 1.13 1.13 1.13 1.13 1.13 1.13 1.13 1.13
357358 No of Bearings on Considered Pier 6 6 6 6 6 6 6 6 6 6358 No of Bearings on Considered Pier 6 6 6 6 6 6 6 6 6 6359
360 Force Considered for Stiffness Calculation
in kN 10 10 10 10 10 10 10 10 10 10
361 Force on Each Bearing in kN 1.67 1.67 1.67 1.67 1.67 1.67 1.67 1.67 1.67 1.67362
363 Deflection of Bearing due to Applied Force
in mm 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58
364 Deflection at Pier Cap Top due to Applied Force in Longitudinal Direction
in mm 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06 0.06
365 Deflection at Pier Cap Top due to Applied Force in Transverse Direction
in mm 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.08 0.08
366Total Deflection at Pier Cap Top due to Applied Force & Bearing in Longitudinal
Di tiin mm 0.64 0.64 0.64 0.64 0.64 0.64 0.64 0.64 0.64 0.64
Direction
367 Deflection at Pier Cap Top due to Applied Force & Bearing in Transverse Direction in mm 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66
368369370 Deflection at Pier Cap Top in mm 1 1 1 1 1 1 1 1 1 1371
372Stiffness in Long. Direction = The Load
P for 0 1 cm Deflection P in kN 15.6 15.6 15.6 15.6 15.6 15.6 15.6 15.6 15.6 15.6P for 0.1 cm Deflection, PL
373
374Stiffness in Tran. Direction = The Load
P for 0.1 cm Deflection, PLin kN 15.2 15.1 15.2 15.1 15.2 15.1 15.2 15.2 15.1 15.2
375
376 Dead Load + Live Load in Longitudinal Direction, D
in mton 312.28 312.28 312.28 312.28 312.28 312.28 312.28 312.28 312.28 312.28
377 Dead Load + Live Load in Longitudinal in kN 3122 8 3122 8 3122 8 3122 8 3122 8 3122 8 3122 8 3122 8 3122 8 3122 8377 Direction, Din kN 3122.8 3122.8 3122.8 3122.8 3122.8 3122.8 3122.8 3122.8 3122.8 3122.8
378
379 Dead Load + Live Load in Transverse Direction, D
in mton 353.95 395.61 387.95 395.61 333.11 353.95 350.11 333.11 353.95 350.11
380 Dead Load + Live Load in Transverse Direction, D
in kN 3539.5 3956.1 3879.5 3956.1 3331.1 3539.5 3501.1 3331.1 3539.5 3501.1
381
382 Time Period in Longitudinal Direction, TL i S 0 894 0 894 0 894 0 894 0 894 0 894 0 894 0 894 0 894 0 894382 e e od o g tud a ect o , L
=in Sec 0.894 0.894 0.894 0.894 0.894 0.894 0.894 0.894 0.894 0.894
Dsn By: KMChk By: SP
Job No. 2019: Jammu Udhampur Bridges Doc No. TTS/2019/DN/105, R0Date: Oct 2011
Case Normal Case Normal Case Normal Case Normal CaseTransverse
Seismic Case
Transverse Seismic
Case
Transverse Seismic
Case
Longitudinal Seismic
Case
Longitudinal Seismic
Case
Longitudinal Seismic
Case
One Span Dislodged Condition
Remarks on Live Load Class A Class A 70R Class A Class A Class A 70R Class A Class A 70R383
384 Time Period in Transverse Direction, TT
=in Sec 0.965 1.022 1.012 1.022 0.937 0.967 0.961 0.937 0.967 0.961
385385386387 Type of Soil at founding Level, N 40 40 40 40 40 40 40 40 40 40388389 Multiplication Factor of - Sa/g 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67390 T in Sec 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00391 Sa/g 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50392 T in Sec 0 40 0 40 0 40 0 40 0 40 0 40 0 40 0 40 0 40 0 40 0 67392 T in Sec 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.67393 Sa/g 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50394 T in Sec 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.68395 Sa/g 2.44 2.44 2.44 2.44 2.44 2.44 2.44 2.44 2.44 2.44 2.46396 T in Sec 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00397 Sa/g 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.42398399399400 Sa/g in Longitudinal Direction 1.119 1.119 1.119 1.119 1.119 1.119 1.119 1.119 1.119 1.119 2.500
401 Sa/g in Transverse Direction 1.036 0.978 0.988 0.978 1.068 1.034 1.040 1.068 1.034 1.040 2.500402
403 Importance Factor, I, Refer Table 7 of IRC 6 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50 1.50
404 Zone Factor 0.240 0.240 0.240 0.240 0.240 0.240 0.240 0.240 0.240 0.240 0.240405405406 Damping % 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
407 Type of Structure RCC Structure RCC Structure RCC Structure RCC Structure RCC Structure RCC Structure RCC Structure RCC Structure RCC Structure RCC Structure RCC Structure
408 Multiplication Factor due to Damping 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Dsn By: KMChk By: SP
Job No. 2019: Jammu Udhampur Bridges Doc No. TTS/2019/DN/105, R0Date: Oct 2011
Case Normal Case Normal Case Normal Case Normal CaseTransverse
Seismic Case
Transverse Seismic
Case
Transverse Seismic
Case
Longitudinal Seismic
Case
Longitudinal Seismic
Case
Longitudinal Seismic
Case
One Span Dislodged Condition
Remarks on Live Load Class A Class A 70R Class A Class A Class A 70R Class A Class A 70R409410411412412413414415416417418419420420421
422 Response Reduction Factor in Long Direction, R, As per Table 8 of IRC 6
2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50
423 Response Reduction Factor in Trans Direction, R, As per Table 8 of IRC 6
2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50
424Mi i S i i C ffi i t
425Minimum Seismic Coefficient
Considered in Design, Ah0.075 0.075 0.075 0.075 0.075 0.075 0.075 0.075 0.075 0.075 0.075
426Horizontal Seismic Coefficient in
Longitudinal Direction, AhL0.081 0.081 0.081 0.081 0.081 0.081 0.081 0.081 0.081 0.081 0.180
427Horizontal Seismic Coefficient in
Transverse Direction, AhT0.075 0.075 0.075 0.075 0.077 0.075 0.075 0.077 0.075 0.075 0.180
428429 Ch k f B P429 Check for Base Pressure430
431 Length of Footing, (Longitudinal Direction) L in m 5.000 5.000 5.000 5.000 5.000 5.000 5.000 5.000 5.000 5.000 5.000
432 Length of Footing, (Transverse Direction) B in m 6.000 6.000 6.000 6.000 6.000 6.000 6.000 6.000 6.000 6.000 6.000
433 Base Area of Footing A in m 2 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000
434 Section of Modulus in Longitudinal ZL in m 3 25 000 25 000 25 000 25 000 25 000 25 000 25 000 25 000 25 000 25 000 25 000434 DirectionZL in m 25.000 25.000 25.000 25.000 25.000 25.000 25.000 25.000 25.000 25.000 25.000
435 Section of Modulus in Longitudinal Transverse
ZB in m 3 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000 30.000
436
437 Direct Pressure Intensity for Maximum Load P/A in mton/m 2 18.7 20.1 19.9 20.1 18.5 19.2 19.1 18.5 19.2 19.1 13.1
438 Pressure Intensity due to Longitudinal Moment
ML/ZL in mton/m 2 2.6 3.2 4.1 3.2 1.5 1.8 2.2 10.9 11.3 11.7 2.8
439 Pressure Intensity due to Transverse Moment
MT/ZT in mton/m 2 6.9 8.9 9.2 8.9 12.8 14.2 14.2 3.4 4.5 4.6 0.0
440441 Gross Resultant Pressure at Point A in mton/m 2 28.2 32.2 33.2 32.2 32.8 35.2 35.6 32.9 34.9 35.4 15.8442 Gross Resultant Pressure at Point B in mton/m 2 14.4 14.4 14.8 14.4 7.2 6.8 7.1 26.0 26.0 26.2 15.8443 Gross Resultant Pressure at Point C in mton/m 2 9.3 8.0 6.5 8.0 4.2 3.3 2.6 4.1 3.5 2.8 10.3444 Gross Resultant Pressure at Point D in mton/m 2 23.0 25.8 25.0 25.8 29.9 31.7 31.1 11.0 12.4 12.0 10.3445445
Dsn By: KMChk By: SP
Job No. 2019: Jammu Udhampur Bridges Doc No. TTS/2019/DN/105, R0Date: Oct 2011
Case Normal Case Normal Case Normal Case Normal CaseTransverse
Seismic Case
Transverse Seismic
Case
Transverse Seismic
Case
Longitudinal Seismic
Case
Longitudinal Seismic
Case
Longitudinal Seismic
Case
One Span Dislodged Condition
Remarks on Live Load Class A Class A 70R Class A Class A Class A 70R Class A Class A 70R
446 Direct Pressure Intensity for Minimum Load P/A in mton/m 2 18.7 20.1 19.9 20.1 17.4 18.0 17.9 17.4 18.0 17.9 13.1
447 Pressure Intensity due to Longitudinal Moment
ML/ZL in mton/m 2 2.6 3.2 4.1 3.2 1.5 1.8 2.2 10.9 11.3 11.7 2.8Moment
448 Pressure Intensity due to Transverse Moment
MT/ZT in mton/m 2 6.9 8.9 9.2 8.9 12.8 14.2 14.2 3.4 4.5 4.6 0.0
449450 Gross Resultant Pressure at Point A in mton/m 2 28.2 32.2 33.2 32.2 31.6 34.0 34.4 31.7 33.7 34.2 15.8451 Gross Resultant Pressure at Point B in mton/m 2 14.4 14.4 14.8 14.4 6.0 5.6 5.9 24.9 24.8 25.0 15.8452 Gross Resultant Pressure at Point C in mton/m 2 9.3 8.0 6.5 8.0 3.1 2.1 1.4 3.0 2.3 1.6 10.3453 Gross Resultant Pressure at Point D in mton/m 2 23.0 25.8 25.0 25.8 28.7 30.4 29.9 9.8 11.2 10.8 10.3454454
455 Maximum Gross Pressure Developed in mton/m 2 28.2 32.2 33.2 32.2 32.8 35.2 35.6 32.9 34.9 35.4 15.8
456 Minimum Gross Pressure Developed in mton/m 2 9.3 8.0 6.5 8.0 3.1 2.1 1.4 3.0 2.3 1.6 10.3
457
458 Allowable Safe Bearing Capacity under Normal Condition in mton/m 2 35.0 35.0 35.0 35.0 35.0 35.0 35.0 35.0 35.0 35.0 35.0
459 Depth of Footing Below Lowest OGL in m 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5460 Density of Soil in mton/m 3 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8461
462 Factor for Increase in Bearing Capacity 1.00 1.00 1.00 1.00 1.25 1.25 1.25 1.25 1.25 1.25 1.25
463 Gross Safe Bearing Capacity in mton/m 2 39.5 39.5 39.5 39.5 48.3 48.3 48.3 48.3 48.3 48.3 48.3464465 Status Okay Okay Okay Okay Okay Okay Okay Okay Okay Okay Okay465 Status Okay Okay Okay Okay Okay Okay Okay Okay Okay Okay Okay