TTS-2019-DN-105,R0, D, Pier and Foundation Design, 001

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




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


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




2 Dead Load due to Pier Cap

8400 2450

700

700

1

2


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




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



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


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




4A Dead Load due to Open Foundation and Weight of Soil Overburdon

2200 3000

Shape 1 5001


650

9200 3000

1

2

3000


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


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


Total Volume of Foundation = 25 889 m3Total Volume of Foundation = 25.889 m3

Weight of Open Foundation = 0.000 mton




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


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


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




Bottom Length = 5.000 mBottom Width = 6.000 mBottom Area = 30.000 m2


Part 2


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


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




S. No. Description

Case Normal Case Normal Case Normal Case Normal CaseTransverse

Seismic Case

Transverse Seismic

Case

Transverse Seismic

Case

Longitudinal Seismic

Case


Case


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




Seismic Case

Transverse Seismic

Case

Transverse Seismic

Case


Case


Case


Case


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




Seismic Case

Transverse Seismic

Case

Transverse Seismic

Case


Case


Case


Case


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




Seismic Case

Transverse Seismic

Case

Transverse Seismic

Case


Case


Case


Case


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




Seismic Case

Transverse Seismic

Case

Transverse Seismic

Case


Case


Case


Case




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




Seismic Case

Transverse Seismic

Case

Transverse Seismic

Case


Case


Case


Case


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




Seismic Case

Transverse Seismic

Case

Transverse Seismic

Case


Case


Case


Case


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




Seismic Case

Transverse Seismic

Case

Transverse Seismic

Case


Case


Case


Case


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




Seismic Case

Transverse Seismic

Case

Transverse Seismic

Case


Case


Case


Case


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




Seismic Case

Transverse Seismic

Case

Transverse Seismic

Case


Case


Case


Case




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


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




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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




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Transverse Seismic

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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




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Transverse Seismic

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Transverse Seismic

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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




Seismic Case

Transverse Seismic

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Transverse Seismic

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Case



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

TTS-2019-DN-105,R0, D, Pier and Foundation Design, 001

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Transcript of TTS-2019-DN-105,R0, D, Pier and Foundation Design, 001