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Eccentric Pier Design Guide

This document provides design data for the substructure and foundation of a metro rail project in Nagpur, India. It includes key dimensions, material properties, load assumptions and level details needed for designing the eccentric pier type. Section 1 lists the basic design data like alignment geometry, member dimensions, material grades, concrete properties and level details at different points of the structure. Sections 2-5 describe the load calculations and design of different components like the pier column, pilecap and piles.

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Eccentric Pier Design Guide

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You are on page 1/ 57

NAGPUR METRO RAIL CORPORATION Page No.

Project Title
LIMITED (RAMJHULA SECTION) i
Subject Design of Eccentric Pier Type : Index Rev. R0

RITES LIMITED. Project No. 221124 Doc No. 221124/STR/RJL-EP4/SUB/REP- 27

Interim Consultants for NMRCL, Originator HT Date 15-07-2016

UT/Division -Design Section, Bangalore Client NMRCL
Checker M Raju Date 16-07-2016

Section Page No.

Section - 1 Design Data

1.1 Alignment Geometry Details 1

1.2 Dimension Details 1
1.3 Level at Various cardinal points 1
1.4 Material grades for various elements 1
1.5 Clear cover to any reinforcement for various Environment 1
1.6 Transverse eccentricity arises due to plan curvature 1
1.7 Geotechnical capacity of pile 2
1.8 Transverse Eccentricity details 2
1.9 Schematic Diagram of the Pier 2

Section - 2 Computation of Primary Loads

2.1 Dead Load of structure 3

2.2 Super Impose Dead Load from superstructure 3
2.3 Footpath Live Load from superstructure 4
2.4 Railway Live Load from superstructure 4
2.5 Longitudinal forces from superstructure 5
2.6 Transverse forces from superstructure 6
2.7 Wind Load on structure (refer to clause no 3.5.14 of DBR) 7
2.8 Seismic Load on structure (refer to clause no 3.5.7 of DBR) 9
2.9 Derailment load 12
2.10 Erection Load 13

Section - 3 Summary of Primary Load Combinations

Table 3.1 : Summary of Nominal Primary Loads at Pier Base & at Pilecap Soffit during Service condition 14
Table 3.2 : Summary of Nominal Primary Loads at Pier Top & at Pier Mid-height during Service condition 18
Table 3.3 : Summary of Nominal Primary Loads at Pier Base & at Pilecap Soffit during Erection condition 22
Table 3.4 : Summary of Nominal Primary Loads at Pier Top & at Pier Mid-height during Erection condition 24

Section - 4 Design of Pier Column

4.1 Design forces at Pier Base 26

4.2 Design forces at Pier Mid Height 34
4.3 Summary of Design forces at Pier Base 42
4.4 Design of Pier column at critical section 45
NAGPUR METRO RAIL CORPORATION Page No.
Project Title
LIMITED (RAMJHULA SECTION) ii
Subject Design of Eccentric Pier Type : Index Rev. R0

RITES LIMITED. Project No. 221124 Doc No. 221124/STR/RJL-EP4/SUB/REP- 27

Interim Consultants for NMRCL, Originator HT Date 15-07-2016

UT/Division -Design Section, Bangalore Client NMRCL
Checker M Raju Date 16-07-2016

Section Page No.

Section - 5 Design of Pile Foundation

5.1 Load Combinations at Pilecap Soffit 54

5.2 Summary of design forces at Pilecap Soffit 62
5.3 Summary of pile reactions for 6-pile group 64
5.4 Design of Pilecap 71
5.5 Design of Pilecap from Bending consideration 73
5.6 Design of Piles for ULS Reactions 79
Appendices / Annexures
Section 1.0

Design Data
NAGPUR METRO RAIL CORPORATION Page No.
Project Title
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Subject Design of Eccentric Pier Type : Design Data Rev. R0

Project No. 221124 Doc No. 221124/STR/RJL-EP4/SUB/REP- 27

RITES LIMITED.
Interim Consultants for NMRCL, Originator HT Date 15-07-2016
UT/Division -Design Section, Bangalore Client NMRCL
Checker M Raju Date 16-07-2016

1.0 Basic design data for substructure & foundation

1.1 Alignment geometry details
Rail top level = 16.675 m Top of pile cap = 2.300 m
Overall span on pier left side = 34.00 m Overall span on pier right side = 22.00 m
Radius of plan curvature = 340.00 m Design speed at curve = 60.0 kmph
1.2 Dimension details
Eff span on pier left side = 32.30 m Eff span on pier right side = 20.30 m
Overall width of deck = 10.20 m Depth of superstructure = 2.00 m
Height of parapet = 1.50 m Height of rail + plinth = 0.528 m
Depth of pier column = 2.60 m Width of pier column = 1.80 m
Pier Column Height = 11.552 m Diameter of pile = 1.20 m
Bearing size : 575 mm x 600 mm x 95 mm (assumed)
Pedestal size : 800 mm x 800 mm x 200 mm
Seismic restrainer size : 1200 mm x 1100 mm x 1100 mm
Pier cap size (W x B x D) : 3.50 m x ( 2.25 m + 2.25 m ) x ( 1.50 m ~ 1.20 m)
Pile cap size : 4.50 m x 7.50 m x 1.80 m
1.3 Level at various cardinal points
Deck top level = 16.15 m Girder soffit level = 14.15 m
Girder CG level (assumed) = 15.419 m Top of pier cap level = 13.852 m
Top of pier shaft level = 12.052 m Middle of pier shaft level = 7.176 m
Pile cap soffit level = 0.000 m Pile cut off level = 1.225 m
1.4 Material grades for various elements
Grade of concrete for Pier M50 Modulus of elasticity for pier = 34000 MPa
Grade of conc for pilecap M35 Mod of elasticity for pilecap = 29500 MPa
Grade of concrete for pile M35 Modulus of elasticity for pile = 29500 MPa
Grade of reinforcement Fe 500 Unit wt of concrete = 25.00 kN/m3
1.5 Concrete cover to any reinforcement for various elements (Moderate exposure)
Concrete cover to pier = 50.00 mm Conc cover to Pile cap & pile = 75.00 mm
1.6 Transverse eccentricity arises due to plan curvature
Applicable to left span = 0.283 m Applicable to right span = 0.119 m
Curvature multiplier = 1.000

Note : Curvature multiplier is +1.0 when moment due to curvature is additive with other moments at pier and pile cap
base. The same is -1.0 when moment due to curvature acts in opposite direction with respect to other moments.
NAGPUR METRO RAIL CORPORATION Page No.
Project Title
LIMITED (RAMJHULA SECTION) 2 of 84

Subject Design of Eccentric Pier Type : Design Data Rev. R0

Project No. 221124 Doc No. 221124/STR/RJL-EP4/SUB/REP- 27

RITES LIMITED.
Interim Consultants for NMRCL, Originator HT Date 15-07-2016
UT/Division -Design Section, Bangalore Client NMRCL
Checker M Raju Date 16-07-2016

1.7 Geotechnical capacity of pile

Vertical pile capacity = 5000 kN Horizontal pile capacity = 250 kN

1.8 Transverse eccentricity data

The transverse eccentricities between centre lines of superstructure, pier column and pile cap are as follows.
Eccentricities are taken as positive when both are in the same direction with respect to the pier column as shown in
Fig 1.1.

Superstructure & pier (e1) = 1.800 m Pier column & pile cap (e2) = 1.250 m
Projection of pier cap outside pier column = 0.10 m

1.9 Schematic Diagram of the Pier

Centrifugal force
CL of superstructure
CL of pier column

CL of pile cap

Figure 1.1 Schematic diagram showing positive eccentricities and centrifugal force
Section 2.0

Computation of Primary Loads

NAGPUR METRO RAIL CORPORATION Page No.
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Subject Design of Eccentric Pier Type : Primary Loads Rev. R0

Project No. 221124 Doc No. 221124/STR/RJL-EP4/SUB/REP- 27

RITES LIMITED.
Interim Consultants for NMRCL, Originator HT Date 15-07-2016
UT/Division -Design Section, Bangalore Client NMRCL
Checker M Raju Date 16-07-2016

2.0 Computation of primary loads

2.1 Dead Load [DL] of structure
2.1.1 Self weight of superstructure
Self weight of superstructure is taken as 140 kN/m. Following table presents a summary of vertical loads due to self weight of
superstructure placed left and right side of the pier alongwith eccentricities measured with respect to the centre of pier column
and pilecap. The longitudinal eccentricity refers to the eccentric disposition of bearings with respect to pier centreline whilst
transverse eccentricity is due to plan curvature of superstructure.

Table 2.1 Summary of self weight of superstructure

Verical load Eccentricities (m)

Span mkd
(kN) Long Trans
Left span 2380 0.850 0.283
Right span 1540 0.850 0.119
2.1.2 Self weight of substructure
3
Self weight of substructure is computed considering unit weight of concrete as 25.0 kN/m .
Weight of bearing 4 nos x 575 mm x 600 mm x 95 mm x 78.5 kN/m3 = 10 kN
Weight of pedestal 4 nos x 800 mm x 800 mm x 200 mm x 25.0 kN/m3 = 13 kN
Weight of pier cap (straight) 1 nos x 3.50 m x 2.25 m x 1.20 m x 25.0 kN/m3 = 236 kN
Weight of pier cap (haunch) 1 nos x 3.50 m x 2.25 m x 1.50 m x 25.0 kN/m3 = 295 kN
Seismic restrainer 1 nos x 1.20 m x 1.10 m x 1.10 m x 25.0 kN/m3 = 36 kN
Weight of pier column 1 nos x 4.68 m2 x 10.35 m x 25.0 kN/m3 = 1211 kN
Therefore total weight of substructure = 1802 kN
Eccentricity of pier cap from centreline of pier column = 1.338 m
Eccentricity of bearings & restrainer from pier centre line = 1.800 m
2.1.3 Self weight of foundation
Weight of crash barrier 1 nos x 9.70 m x @ 15.5 kN/m = 150 kN
Weight of soil above pile cap = (4.5 * 7.5 - 2.8 * 3.6 ) * 0.6 * 18 = 256 kN
Weight of pile cap 1 nos x 4.50 m x 7.50 m x 1.80 m x 25.0 kN/m3 = 1519 kN

2.2 Super Impose Dead Load [SIDL] from superstructure

Super imposed dead load (SIDL) from superstructure is classified into two categories; namely, SIDL1 and SIDL2. SIDL1
comprises of fixed part of loading such as selfweight of rails+plinths, parapet etc and is taken as 68.8 kN/m; whilst SIDL2
comprises of variable part of loading such as , hand rails, selfweight of cables and its supporting systems and is taken as 12.2
kN/m. Following table presents a summary of vertical loads coming from left and right side (of pier) superstructure.

Table 2.2 Summary of super impose dead load

Verical Reaction (kN) Eccentricities (m)
Span mkd
SIDL1 SIDL2 Long Trans
Left span 1169.6 207.4 0.850 0.283
Right span 756.8 134.2 0.850 0.119
NAGPUR METRO RAIL CORPORATION Page No.
Project Title
LIMITED (RAMJHULA SECTION) 4 of 84

Subject Design of Eccentric Pier Type : Primary Loads Rev. R0

Project No. 221124 Doc No. 221124/STR/RJL-EP4/SUB/REP- 00

RITES LIMITED.
Interim Consultants for NMRCL, Originator HT Date 15-07-2016
UT/Division -Design Section, Bangalore Client NMRCL
Checker M Raju Date 16-07-2016

2.3 Footpath Live Load [FLL] from superstructure

Footpath live load @ 5.0 kN/m2 is considered together with railway loads for 1.0m walkway on either side of superstruture of
top width 9.820m. Footpath live load alone is not considered in the design of substructure and foundation. Following table
presents a summary of vertical loads coming from left and right side (of pier) superstructure alongwith eccentricities.
Transverse eccentricity shown here is due to one side footpath live load; when bothside walkway are loaded, the transverse
eccentricity becomes zero.

Table 2.3 Summary of footpath live load

Vertical reaction (kN) Eccentricity (m)
Due to
One side Both sides Long Trans
curvature
Left span 85.0 170.0 0.85 4.410 0.283
Right span 55.0 110.0 0.85 4.410 0.119

2.4 Railway Live Load from superstructure

Following table summarizes vertical reactions due to modern rolling stock for single track only. The longitudinal dispositions
of axle loads causing maximum reaction and moments on substructure and foundation are computed in Appendix A.

Table 2.4.1 Summary of railway live load

Vertical reaction (kN) Eccentricity (m)
Loaded length CDA (%) Due to
Left span Right span Long Trans
curvature
One span 672.00 0.00 20.08 0.85 2.10 0.283
Both spans 705.35 134.02 20.08 0.85 2.10 0.119
NAGPUR METRO RAIL CORPORATION Page No.
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Subject Design of Eccentric Pier Type : Primary Loads Rev. R0

Project No. 221124 Doc No. 221124/STR/RJL-EP4/SUB/REP- 27

RITES LIMITED.
Interim Consultants for NMRCL, Originator HT Date 15-07-2016
UT/Division -Design Section, Bangalore Client NMRCL
Checker M Raju Date 16-07-2016

2.5 Longitudinal force from superstructure

2.5.1 Braking and tractive efforts from railway live load

Braking and tractive forces exerted by the modern rolling stock are taken conservatively as 18% and 20%, respectively, of the
total vertical live load present on that span. Since left side superstructure is restrained at the seismic restrainer, the total
longitudinal force applied on that is directly trasnferred to the pier; whilst right side superstructure is placed over elastomeric
bearings and free to move, thus no longitudinal force is transferred. It is also assumed that these longitudinal forces act at the
bearing level. Following table presents summary of longitudinal forces at bearing level on the pier.

FL1 FL2

FB1 = FL1 FB2 = FL2

Figure 2.1 Distribution of braking and tractive force across all elastomeric bearings

Table 2.5.1 Summary of braking and tractive efforts

Total Vertical load (kN) Longitudinal Force Acting at BL
Loaded length
Left span Right span Left span Right span (m)

One track+ one span 1120.00 0.00 224.00 0.00

Both track+ one span 2240.00 0.00 340.48 0.00
14.047
One track+ Both span 1120.00 640.00 224.00 128.00
Both track+ Both span 2240.00 1280.00 340.48 194.56

2.5.2 Longitudinal forces due to deck translation

Elastomeric bearings exert lateral forces on substructure and foundation due to deck translation which occurs due to long
term effects (such as creep, shrinkage of concrete and relaxation of prestressing strands) and temperature variation. The
magnitude of this force is given by the shear stiffness of each bearing times the deck translation. In absence of detail
calculation which will be furnished after completion of superstructure design, deck translation is taken conservatively as 1mm
per metre of superstructure from the point of zero movement. Since left span is restrained to any longitudinal translation, only
bearings under right span exerts force on the pier.

Shear modulus of bearings = 1.00 MPa

Number of bearings on each side of pier = 2.00
Table 2.5.2 Summary of longitudinal forces due to deck translation

Size of elastomeric bearings (mm) Shear

Deck movement Shear rating
stiffness
(mm) force (kN)
Length Breadth Thickness (kN/mm)
Left span 575.00 600.00 95.00 3.63 34.00 246.95
Right span 575.00 600.00 95.00 3.63 22.00 159.79
NAGPUR METRO RAIL CORPORATION Page No.
Project Title
LIMITED (RAMJHULA SECTION) 6 of 84

Subject Design of Eccentric Pier Type : Primary Loads Rev. R0

Project No. 221124 Doc No. 221124/STR/RJL-EP4/SUB/REP- 27

RITES LIMITED.
Interim Consultants for NMRCL, Originator HT Date 15-07-2016
UT/Division -Design Section, Bangalore Client NMRCL
Checker M Raju Date 16-07-2016

2.5.3 Longitudinal force due to rail fracture

Rupture of one rail can be produced accidentally, or for maintenance purpose, at any section. This will produce a rail opening
(by releasing the rail stresses) at rupture point which is, in general, limited to 50mm from traffic safety purpose. Assuming an
elastic-perfectly plastic behaviour of rail fixtures, the resistance provided by the fixtures against movement relative to deck is
taken as 20 kN/m of one track. The maximum force taken by the fixtures is equal to the span length multiplied by fixture
resistance. Since there is no relative movement between rails and deck, this movement will be taken by the pier, ignoring
conservatively the foundation stiffness.

Rail fixture resistance = 20.00 kN/m Total resistance of rail-fixtures = 680.00 kN

Opening at rupture point = 30.14 mm Flexural stiffness of pier = 129 kN/m
Thus force on the pier = 3.87 kN
2.5.4 Longitudinal temperature force due to continuation of long welded rails
Longitudinal force due to track-structure interaction is taken as 1.1*13.2 kN/m per two tracks for short piers whose aspect
ratio is defined as H/d < 6.0 and 1.1*13.2/2 kN/m per two tracks for slender piers whose aspect ratio is defined as H/d
>10.0. In addition, a transverse force will also arise when track alignment is in curve. The value of this force is given by 650/R
kN/m of single track. Both longitudinal and transverse forces are act at bearing level.

Aspect ratio (H/d) of pier = 6.42 Longitudinal temp force = 13.76 kN/m
Therefore longitudinal force on the pier = 385.3 kN and acting at BL = 14.047 m
And transverse force on the pier = 107.1 kN and acting at BL = 14.047 m
2.6 Transverse force from superstructure
2.6.1 Raking force
The horizontal force in transverse direction due to racking is taken as a uniformly distributed load of 4.0 kN/m per track
acting at the top of rail head without any impact.
Table 2.6.1 Summary of racking force
Loaded Racking force (kN)
Acting at a BL
length Left span Right span
One track 68.00 44.00
14.047
Both tracks 136.00 88.00
2.6.2 Centrifugal force
The centrifugal force is developed for bridges in curved alignment. The magnitude of this force is given by WV2/127R and is
assumed to act at a height of 1.830 m i.e at the boggie cg above rail top level; where W is the vertical reaction due to railway
live load in kN, V is the design speed in km/h and R is the radius of curvature.
Design speed = 60.0 km/h Radius of curvature R = 340.0 m

Table 2.6.2 Summary of centrifugal force

Loaded Live load Centrifugal

Acting at a BL
length reaction (kN) force (kN)

One track 672.00 56.03

14.047
Both tracks 839.37 69.98
NAGPUR METRO RAIL CORPORATION Page No.
Project Title
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Subject Design of Eccentric Pier Type : Primary Loads Rev. R0

Project No. 221124 Doc No. 221124/STR/RJL-EP4/SUB/REP- 27

RITES LIMITED.
Interim Consultants for NMRCL, Originator HT Date 15-07-2016
UT/Division -Design Section, Bangalore Client NMRCL
Checker M Raju Date 16-07-2016

2.7 Wind Load

Wind load has been calculated from IRS Bridge Rule and IS:875 [Part 3] -1987.
Basic wind speed Vb = 44.00 m/s Design life of bridge = 120.00 years
Probability factor k1 = 1.09 Topography factor k3 = 1.00

Terrain catergory =2 Height above GL = 13.10 m

Max plan dimension = 56.00 m Class of structure C

Terrain factor k2 = 0.60 depending on structure size, height and terrain
Design wind speed Vz = k1k2k3Vb = 1.09 x 1 x 0.6 x 44 = 28.75 m/s
2
Design wind pressure pz = 0.6 Vz = 0.6 x 28.75^2 = 0.496 kN/m2
2
Hence for loaded structure, design wind pressure = 0.496 kN/m
and for unloaded structure, design wind pressure = 0.496 kN/m2
Wind load is obstructed by moving train, parapet, superstructure and substructure.
Height of parapet = 1.50 m Depth of girder = 2.00 m
Width of pier cap = 1.50 m Depth of pier cap = 1.200 m
Width of pier = 2.60 m Ht of pier above GL = 9.852 m
Depth of coach = 3.72 m
Table 2.7.1 Summary of wind load on loaded structure
Transverse Load (kN) Moment (kNm) about Moment (kNm) about
1
Wind load on RL (m) Pier base Pile cutoff level Pier base Pile cutoff level
Left span Right span
Left span Right span
Girder 29.51 19.09 15.897 401.20 432.92 259.60 280.13
Live load 31.36 20.29 18.535 509.15 542.87 329.45 351.27
Pier cap 0.89 13.252 4.89 5.37 4.89 5.37
Pier 12.70 7.726 34.46 41.29 34.46 41.29

Table 2.7.2 Summary of wind load on loaded structure

Transverse Load (kN) Moment (kNm) about Moment (kNm) about
1
Wind load on RL (m) Pier top Pier mid height Pier top Pier mid height
Left span Right span
Left span Right span
Girder 29.51 19.09 15.897 113.45 257.33 73.41 166.51
Live load 31.36 20.29 18.535 203.32 356.23 131.56 230.50
Pier cap 0.89 13.252 0.54 2.71 0.54 2.71
Pier 12.70 7.726 0.00 3.49 0.00 3.49
NAGPUR METRO RAIL CORPORATION Page No.
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Subject Design of Eccentric Pier Type : Primary Loads Rev. R0

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RITES LIMITED.
Interim Consultants for NMRCL, Originator HT Date 15-07-2016
UT/Division -Design Section, Bangalore Client NMRCL
Checker M Raju Date 16-07-2016

Table 2.7.3 Summary of wind load on unloaded structure

Transverse Load (kN) Moment (kNm) about Moment (kNm) about
1
Wind load on RL [m] Pier base Pile cutoff level Pier base Pile cutoff level
Left span Right span
Left span Right span
Girder 29.51 19.09 15.897 401.20 432.92 259.60 280.13
Pier cap 0.89 13.252 4.89 5.37 4.89 5.37
Pier 12.70 7.726 34.46 41.29 34.46 41.29

Table 2.7.4 Summary of wind load on unloaded structure

Transverse Load (kN) Moment (kNm) about Moment (kNm) about

Wind load on RL1 [m] Pier top Pier mid height Pier top Pier mid height
Left span Right span
Left span Right span

Girder 29.51 19.09 15.897 113.45 257.33 73.41 166.51

Pier cap 0.89 13.252 0.54 2.71 0.54 2.71

Pier 12.70 7.726 0.00 3.49 0.00 3.49

Table 2.7.5 Summary of wind load on Erection Condition

Moment (kNm) about Moment (kNm) about
Transverse Load (kN)
1
Wind load on RL (m) Pier base Pile cutoff Pier base Pile cutoff
Left span Right span Left span Right span
Launching
45.52 29.46 21.018 852.13 901.07 551.38 583.05
Girder
Girder 29.51 19.09 15.897 401.20 432.92 259.60 280.13
Pier cap 0.89 13.252 4.89 5.37 4.89 5.37
Pier 12.70 13.852 73.37 80.20 73.37 80.20

Table 2.7.5 Summary of wind load on Erection Condition

Moment (kNm) about Moment (kNm) about
Transverse Load (kN)
1
Wind load on RL (m) Pier top Pier mid height Pier top Pier mid height
Left span Right span Left span Right span
Launching
45.52 29.46 21.018 408.17 630.15 264.11 407.75
Girder
Girder 29.51 19.09 15.897 113.45 257.33 73.41 166.51
Pier cap 0.89 13.252 0.00 2.71 0.00 2.71
Pier 12.70 13.852 0.00 0.00 0.00 0.00
1
Note : RL represents here the reduced level for cg of the exposed area
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RITES LIMITED.
Interim Consultants for NMRCL, Originator HT Date 15-07-2016
UT/Division -Design Section, Bangalore Client NMRCL
Checker M Raju Date 16-07-2016

2.8 Seismic Load

Seismic zone as per IS:1893 II Zone factor Z = 0.10
R-factor for pier base = 1.25 R-factor for foundation = 1.25

Since the structure is loacated at seismic zone II, ductile detailing is not required as per IS:13920 and IRC:6 provisions. The
partial load factors for seismic load used in foundation design are multiplied by the ratio of pier base R-factor to foundation R-
factor to incorporate the effect of different R-factors in foundation design.

Importance factor I = 1.25 Maximum Coefficient = 0.105

2.8.1 Computation of Seismic Coefficient for Transverse Seismic

Both superstructures are restrained in the trasververse direction by means of seismic restrainer. Transverse seismic force is
therefore distributed based on the tributary area on either side of pier. In order to compute time period, the pier is idealized as
an equivalent single degree of freedom (SDOF) system, whose weight is computed from sustained gravity loads from both
spans, piercap, 80% of the pier weight and 50% of the sustained load due to rolling stock. The height of the SDOF system,
where seismic force effectively acts, is taken as the difference between appropriate CG level and pilecap top level. It is
assumed that pier is fixed at pilecap top level and free at at bearing level. Exclusion of foundation flexibility will decrease time
period and thus provides conservative estimate of seismic force.

FB1 = FST1/2 FB2 = FSL2/2 Weq

FST1 FSL2
Heq

Figure 2.8.1 Distribution of transverse seismic force and idealization to SDOF system

Seismic wt lumped at pier top = 3920+1926+591+0.8x1211+0.5x3520 = 9166 kN

Stiffness of rpier column = 3 x 34000 x 0.75 x 1.26 / 11.55^3 = 78 kN/m
Time period of pier column = 2 * SQRT( 9166 /1000 / 78 ) = 0.69 s = 0.69 s
For hard soil, Sa/g = IF(0.69<=0.4,2.5,1.00/0.69) = 1.45
Seismic coefficient Ah = (0.1/2) * (1.25/1.25) * 1.45 = 0.0727
Spectral displacement Sd = 0.0727 * 9.807 * 1.25 * ( 0.69 / 2 / PI ) ^2 * 1000 = 10.68 mm
NAGPUR METRO RAIL CORPORATION Page No.
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Subject Design of Eccentric Pier Type : Primary Loads Rev. R0

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RITES LIMITED.
Interim Consultants for NMRCL, Originator HT Date 15-07-2016
UT/Division -Design Section, Bangalore Client NMRCL
Checker M Raju Date 16-07-2016

2.8.2 Computation of Seismic Coefficient for Longitudinal Seismic

The left side superstructure is restrained longitudinally on the pier under consideration by means of high strength restrainer
bars, whilst the right side superstructure is placed over elastomeric bearings whose longitudinal force resistance is ignored for
simplicity. Thus total longitudinal seismic force from left side span will only act on the pier, whereas right side span will not
exert any longitudinal force. In order to compute time period, the pier is idealized as an equivalent single degree of freedom
(SDOF) system, whose weight is computed from sustained gravity loads from left side superstructure, piercap and 80% of the
pier weight. The height of the SDOF system, where seismic force effectively acts, is taken as the difference between piercap
top level and pilecap top level. It is assumed that pier is fixed at pilecap top level and free at at bearing level. Exclusion of
foundation flexibility will decrease time period and thus provides conservative estimate of seismic force.

FSL1 FSL2 Weq

FB1 = FSL1 FB2 = FSL2

Heq

Figure 2.8.2 Distribution of longitudinal seismic force and idealization to SDOF system shown in elevation

Seismic wt lumped at pier top = 3920+1926+591+0.8x1211 = 7406 kN

Stiffness of pier column = 3 x 34000 x 0.75 x 2.64 / 11.55^3 = 131 kN/m
Time period of pier column = 2*SQRT( 7406 / 1000 / 131 ) = 0.48 s
For hard soil, Sa/g IF(0.48<=0.4,2.5,1.00/0.48) = 2.10
Seismic coefficient Ah = (0.1/2) * (1.25/1.25) * 2.10 = 0.1051
Spectral displacement Sd = 0.1051 * 9.807 * 1.25 * ( 0.48 / 2 / PI ) ^2 * 1000 = 7.39 mm
Therefore, design seismic coefficient = 0.1051
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RITES LIMITED.
Interim Consultants for NMRCL, Originator HT Date 15-07-2016
UT/Division -Design Section, Bangalore Client NMRCL
Checker M Raju Date 16-07-2016

2.8.3 Right span dislodged condition - Longitudinal Seismic

Due to mass of box girder = 500.15 kN and acting at RL = 15.419 m
Due to mass of SIDL = 289.37 kN and acting at RL = 16.675 m
Total longitudinal seismic force = 789.52 kN and acting at RL = 15.879 m

Longitudinal seismic force from superstructure is transferred by elastomeric bearing to substructure in the form of vertical
and horizontal force. Since longitudinal force acts at the centre of mass, a moment is developed. This moment is resisted by a
couple formed by vertical reaction as shown in figure below.

FSL1

FB1 = FSL1

Figure 2.8.3 Vertical reactions due to longitudinal seismic force (one span dislodged)

Girder soffit level = 14.15 m Lever arm for moment = 1.73 m

Moment at bearing level = 1367.71 kNm Vertical reaction = 42.34 kN

2.8.4 Right span dislodged condition - Transverse Seismic

Due to mass of box girder = 250.07 kN and acting at RL = 15.147 m

Due to mass of SIDL = 144.69 kN and acting at RL = 16.675 m

Transverse seismic force = 394.76 kN and acting at RL = 15.707 m

Transverse seismic force from superstructure is also trasferred by elastomeric bearing to substructure in the form of vertical
and horizontal force. But for single column type pier the effect of the force remains same.

2.8.5 Service condition - Longitudinal Seismic

FSL1 FSL2

FB1 = FSL1 FB2 = FSL2

Figure 2.8.4 Distribution of longitudinal forces due to longitudinal seismic (service condition) shown in elevation
Table 2.8.4 Summary of longitudinal seismic force during service condition
Longitudinal seismic Act at a RL Vertical reaction (kN)
Left span Right span (m) Left span Right span
Self weight 500.15 0.00 15.419 19.70 0.00
SIDL 289.37 0.00 16.147 17.92 0.00
Total force 789.52 37.61 0.00
Girder soffit level = 14.15 m Net vertical reaction = 37.61 kN
Net longitudinal moment = 0.00 kNm
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Interim Consultants for NMRCL, Originator HT Date 15-07-2016
UT/Division -Design Section, Bangalore Client NMRCL
Checker M Raju Date 16-07-2016

2.8.6 Service condition - Transverse Seismic

FB2 = FST1/2 FB1 = FST1/2 FB1 = FST2/2 FB2 = FST2/2

FST1 FST2

Figure 2.8.2 Distribution of transverse forces due to transverse seismic (service condition) shown in plan
Due to mass of box girder = 411.89 kN and acting at RL = 15.419 m
Due to mass of SIDL = 238.30 kN and acting at RL = 15.419 m
Live load (one span/one track) = 29.42 kN and acting at RL = 16.675 m
Live load (one span/both tracks) = 58.84 kN and acting at RL = 16.675 m
Live load (both spans/one track) = 46.23 kN and acting at RL = 16.675 m
Live load (both spans/both tracks) = 92.46 kN and acting at RL = 16.675 m

2.8.7 Seismic force due to substructure

Due to mass of substructure = 189.36 kN and acting at RL = 8.076 m
Due to mass of protective barrier = 0.00 kN and acting at RL = 3.000 m
Due to mass of pile cap = 0.00 kN and acting at RL = 1.400 m
Torsion due to pier cap (at pier base) = 52.76 kNm
Torsion due to pier cap (at pilecap soffit) = 6.17 kNm
2.9 Derailment load
Derailment load as prescribed for 25t broad gauge loading in IRS Bridge Rule is modified for 15t standard gauge loading. Two
vertical line loads of 75*(15/25) = 45 kN/m of each 1.4m (broad gauge) apart parallel to the track in the most unfavourable
position inside an area of 1.3m on either side of track centreline are considered for ULS condition. In case of SLS check, the
load magnitude is reduced to 15*(15/25) = 9 kN/m.

Table 2.9 Summary of vertical loads due to derailment

Vertical reaction (kN) Eccentricity (m)
Derailed track CDA (%)
Left span Right span Long Trans
ULS 1530.00 990.00 0.00 0.85 2.70
SLS 306.00 198.00 0.00 0.85 2.70
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RITES LIMITED.
Interim Consultants for NMRCL, Originator HT Date 15-07-2016
UT/Division -Design Section, Bangalore Client NMRCL
Checker M Raju Date 16-07-2016

2.10 Erection Load

Following figure shows a typical launching scheme, where launching girder is supported at two locations over previously
placed girders and third leg is over bearings. It is assumed that left span is already constructured and right span is hanging
from the launching girder.

The reaction of launching girder including self weight and hanging girder, R = 4500.00 kN

Therefore total dead load on pier comprises reaction from the launching truss and half of the self weight of the already
erected girder. During erection only seismic load is considered due to its severeness compared to wind load. The same seismic
coefficient is used for computing erection stage seismic effects.

Launching girder

R
Girder before placement
Girder placed in position

Pier under consideraion

Figure 2.10 Schematic diagram showning critical erection stage

2.10.1 Longitudinal Seismic
Due to mass of box girder = 450.13 kN and acting at RL = 14.147 m
Due to launching girder + girder = 472.83 kN and acting at RL = 14.147 m

Vertical reaction (long seismic only) = 29.28 kN

2.10.2 Transverse Seismic

Due to mass of box girder = 250.07 kN and acting at RL = 14.147 m

Due to launching girder + girder = 472.83 kN and acting at RL = 14.147 m

Section 3.0

Summary of Primary Load Combination

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RITES LIMITED.
Interim Consultants for NMRCL, Originator HT Date 15-07-2016
UT/Division -Design Section, Bangalore Client NMRCL
Checker M Raju Date 16-07-2016

3.0 Summary of basic load combinations

Table 3.1 : Summary of Nominal Primary Loads at Pier Base & at Pilecap Soffit during Service condition
Longitudinal force Transverse force Longitudinal Transverse moment
Vertical load [kN] Torsion moment [kNm]
[kN] [kN] moment [kNm] [kNm]
Load case
Pilecap Pilecap Pilecap Pilecap Pilecap Pilecap
Pier base Pier base Pier base Pier base Pier base Pier base
base base base base base base
Dead Load from super structure, substructure & foundation
Superstructure 3920.0 3920.0 0.0 0.0 0.0 0.0 714.0 714.0 7912.9 3012.9 0.0 0.0
Substructure 1802.1 1802.1 0.0 0.0 0.0 0.0 0.0 0.0 502.1 -1750.6 0.0 0.0
Foundation 0.0 1924.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Dead Load 5722.1 7646.9 0.0 0.0 0.0 0.0 714.0 714.0 8415.0 1262.3 0.0 0.0
Super Impose Dead Load from super structure
SIDL1 such as parapet, rails+plinths 1926.4 1926.4 0.0 0.0 0.0 0.0 350.9 350.9 3888.6 1480.6 0.0 0.0
SIDL2 such as cables, cable trays etc. 341.6 341.6 0.0 0.0 0.0 0.0 0.0 0.0 689.5 1134.2 0.0 0.0
Footpath Live Load
Vertical Reaction 280.0 280.0 0.0 0.0 0.0 0.0 51.0 51.0 565.2 215.2 0.0 0.0
Longitudinal Moment 170.0 170.0 0.0 0.0 0.0 0.0 144.5 144.5 354.2 141.7 0.0 0.0
Transverse Moment
140.0 140.0 0.0 0.0 0.0 0.0 25.5 25.5 282.6 107.6 0.0 0.0
(curvature+ eccentricity)
Transverse Moment
0.0 0.0 0.0 0.0 0.0 0.0 25.5 25.5 617.4 617.4 0.0 0.0
(transverse disposition)
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UT/Division -Design Section, Bangalore Client NMRCL
Checker M Raju Date 16-07-2016

One span/Both tracks

1613.8 1344.0 340.5 340.5 112.1 112.1 5405.4 5542.1 4678.4 2556.6 612.9 187.3
(curvature + eccentricity)

One span/Both tracks (transverse

0.0 0.0 0.0 0.0 136.0 136.0 0.0 0.0 1597.6 1743.8 0.0 0.0
disposition + racking)

Both spans/Single track (curvature +

1007.9 839.4 352.0 352.0 70.0 70.0 4753.3 5034.2 2921.8 1596.7 633.6 193.6
eccentricity)
Both spans/Single track (transverse
0.0 0.0 0.0 0.0 112.0 112.0 0.0 0.0 3432.2 3198.7 0.0 0.0
disposition + racking)
Both spans/Both tracks (curvature
2015.8 1678.7 535.0 535.0 140.0 140.0 7504.9 7885.0 5843.6 3193.4 963.1 294.3
+ eccentricity)
Both spans/Both tracks (transverse
0.0 0.0 0.0 0.0 224.0 224.0 0.0 0.0 2631.3 2872.1 0.0 0.0
disposition + racking)
Wind Load
Unloaded structure 0.0 0.0 0.0 0.0 62.2 62.2 0.0 0.0 739.5 806.4 0.0 0.0
Loaded structure 0.0 0.0 0.0 0.0 113.8 113.8 0.0 0.0 1578.1 1700.5 0.0 0.0
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RITES LIMITED. Project No. 221124 Doc No. 221124/STR/RJL-EP4/SUB/REP- 27

Interim Consultants for NMRCL, Originator HT Date 15-07-2016
UT/Division -Design Section, Bangalore Client NMRCL
Checker M Raju Date 16-07-2016

Table 3.1 : Summary of Nominal Primary Loads at Pier Base & at Pilecap Soffit during Service condition (Contd.)
Longitudinal force Transverse force Longitudinal Transverse moment
Vertical load [kN] Torsion moment [kNm]
[kN] [kN] moment [kNm] [kNm]
Load case
Pilecap Pilecap Pilecap Pilecap Pilecap Pilecap
Pier base Pier base Pier base Pier base Pier base Pier base
base base base base base base
Longitudinal Seismic
From Superstructure 37.6 37.6 789.5 789.5 0.0 0.0 9353.4 10202.1 0.0 0.0 1421.1 434.2
From Substructure 0.0 0.0 189.4 189.4 0.0 0.0 1093.7 1297.3 0.0 0.0 52.8 6.2
From Foundation 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Longitudinal Seismic 37.6 37.6 978.9 978.9 0.0 0.0 10447.1 11499.4 0.0 0.0 1762.0 538.4
Transverse Seismic
From Superstructure 0.0 0.0 0.0 0.0 650.2 650.2 0.0 0.0 8529.8 9228.8 0.0 0.0
From Substructure 0.0 0.0 0.0 0.0 189.4 189.4 0.0 0.0 1093.7 1297.3 0.0 0.0
From Foundation 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
LL (one span/single track) 0.0 0.0 0.0 0.0 29.4 29.4 0.0 0.0 422.9 454.5 0.0 0.0
LL (one span/double track) 0.0 0.0 0.0 0.0 58.8 58.8 0.0 0.0 845.8 909.1 0.0 0.0
LL (both span/single track) 0.0 0.0 0.0 0.0 46.2 46.2 0.0 0.0 664.6 714.3 0.0 0.0
LL (both span/double track) 0.0 0.0 0.0 0.0 92.5 92.5 0.0 0.0 1329.2 1428.6 0.0 0.0
Unloaded structure 0.0 0.0 0.0 0.0 839.5 839.5 0.0 0.0 9623.6 10526.1 0.0 0.0
Loaded (one span/one track) 0.0 0.0 0.0 0.0 869.0 869.0 0.0 0.0 10046.5 10980.6 0.0 0.0
Loaded (one span/both tracks) 0.0 0.0 0.0 0.0 898.4 898.4 0.0 0.0 10469.4 11435.2 0.0 0.0
Loaded (both spans/one track) 0.0 0.0 0.0 0.0 885.8 885.8 0.0 0.0 10288.1 11240.4 0.0 0.0
Loaded (both spans/both tracks) 0.0 0.0 0.0 0.0 932.0 932.0 0.0 0.0 10952.7 11954.6 0.0 0.0
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Interim Consultants for NMRCL, Originator HT Date 15-07-2016
UT/Division -Design Section, Bangalore Client NMRCL
Checker M Raju Date 16-07-2016

Note 2. For the sake of simplicity, actions causing transverse moments at pier base and pile cap soffit are classified into two categories, namely reversible and irreversible.
Reverseible actions are racking force, transverse seismic force and moment due to transverse disposition of live loads. Irreversible actions are centrifugal force, transverse
moment due to superstructure eccentricity and curvature.
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RITES LIMITED.
Interim Consultants for NMRCL, Originator HT Date 15-07-2016
UT/Division -Design Section, Bangalore Client NMRCL
Checker M Raju Date 16-07-2016

Table 3.2 : Summary of Nominal Primary Loads at Pier Top & at Pier Mid-height during Service condition

Longitudinal force Longitudinal moment Transverse moment

Vertical load [kN] Transverse force [kN] Torsion moment [kNm]
[kN] [kNm] [kNm]
Load case
Pier mid Pier mid Pier mid Pier mid Pier mid Pier mid
Pier top Pier top Pier top Pier top Pier top Pier top
height height height height height height
Dead Load from super structure, substructure & foundation
Superstructure 3920.00 3920.00 0.00 0.00 0.00 0.00 714.00 714.00 7912.86 7912.86 0.00 0.00
Substructure 590.95 1196.55 0.00 0.00 0.00 0.00 0.00 0.00 502.10 502.10 0.00 0.00
Foundation 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Total Dead Load 4510.95 5116.55 0.00 0.00 0.00 0.00 714.00 714.00 8414.97 8414.97 0.00 0.00

Super Impose Dead Load from super structure

SIDL1 such as parapet, rails+plinths 1926.40 1926.40 0.00 0.00 0.00 0.00 350.88 350.88 3888.61 3888.61 0.00 0.00
SIDL2 such as cables, cable trays etc. 341.60 341.60 0.00 0.00 0.00 0.00 0.00 0.00 689.55 689.55 0.00 0.00
Footpath Live Load
Vertical Reaction 280.00 280.00 0.00 0.00 0.00 0.00 51.00 51.00 565.20 565.20 0.00 0.00
Longitudinal Moment 170.00 170.00 0.00 0.00 0.00 0.00 144.50 144.50 354.16 354.16 0.00 0.00
Transverse Moment
140.00 140.00 0.00 0.00 0.00 0.00 25.50 25.50 282.60 282.60 0.00 0.00
(curvature+ eccentricity)
Transverse Moment
0.00 0.00 0.00 0.00 0.00 0.00 25.50 25.50 617.40 617.40 0.00 0.00
(transverse disposition)
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RITES LIMITED.
Interim Consultants for NMRCL, Originator HT Date 15-07-2016
UT/Division -Design Section, Bangalore Client NMRCL
Checker M Raju Date 16-07-2016

Table 3.2 : Summary of Nominal Primary Loads at Pier Top & at Pier Mid-height during Service condition (Contd.)
Longitudinal force Longitudinal moment Transverse moment
Vertical load [kN] Transverse force [kN] Torsion moment [kNm]
[kN] [kNm] [kNm]
Load case
Pier mid Pier mid Pier mid Pier mid Pier mid Pier mid
Pier top Pier top Pier top Pier top Pier top Pier top
height height height height height height
Railway Live Load + Longitudinal Forces + Transverse Forces
One span/Single track (curvature +
806.92 806.92 224.00 224.00 56.03 56.03 1155.16 2247.39 1792.81 2065.99 403.20 403.20
eccentricity)
One span/Single track (transverse
0.00 0.00 0.00 0.00 68.00 68.00 0.00 0.00 1830.20 2161.76 0.00 0.00
disposition + racking)
One span/Both tracks (curvature
1613.84 1613.84 340.48 340.48 112.05 112.05 2085.07 3745.25 3585.62 4131.99 612.86 612.86
+ eccentricity)
One span/Both tracks (transverse
0.00 0.00 0.00 0.00 136.00 136.00 0.00 0.00 271.32 934.46 0.00 0.00
disposition + racking)
Both spans/Single track (curvature +
1007.90 1007.90 352.00 352.00 69.98 69.98 1320.57 3036.92 2239.33 2580.55 633.60 633.60
eccentricity)
Both spans/Single track (transverse
0.00 0.00 0.00 0.00 112.00 112.00 0.00 0.00 2340.02 2886.13 0.00 0.00
disposition + racking)
Both spans/Both tracks (curvature +
2015.79 2015.79 535.04 535.04 139.96 139.96 2287.17 4896.02 4478.66 5161.11 963.07 963.07
eccentricity)
Both spans/Both tracks (transverse
0.00 0.00 0.00 0.00 224.00 224.00 0.00 0.00 446.88 1539.10 0.00 0.00
disposition + racking)
Wind Load
Unloaded structure 0.00 0.00 0.00 0.00 49.49 62.19 0.00 0.00 187.94 436.25 0.00 0.00
Loaded structure 0.00 0.00 0.00 0.00 101.15 113.85 0.00 0.00 522.81 1022.98 0.00 0.00
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RITES LIMITED.
Interim Consultants for NMRCL, Originator HT Date 15-07-2016
UT/Division -Design Section, Bangalore Client NMRCL
Checker M Raju Date 16-07-2016

Table 3.2 : Summary of Nominal Primary Loads at Pier Top & at Pier Mid-height during Service condition (Contd.)

Longitudinal force Longitudinal moment Transverse moment

Vertical load [kN] Transverse force [kN] Torsion moment [kNm]
[kN] [kNm] [kNm]
Load case
Pier mid Pier mid Pier mid Pier mid Pier mid Pier mid
Pier top Pier top Pier top Pier top Pier top Pier top
height height height height height height
Longitudinal Seismic
From Superstructure 37.61 37.61 789.52 789.52 0.00 0.00 1654.04 5503.72 0.00 0.00 1421.13 1421.13
From Substructure 0.00 0.00 62.09 125.72 0.00 0.00 81.96 508.03 0.00 0.00 52.76 52.76
From Foundation 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Total Longitudinal Seismic 37.61 37.61 851.61 915.24 0.00 0.00 1736.00 6011.75 0.00 0.00 1532.90 468.39
Transverse Seismic
From Superstructure 0.00 0.00 0.00 0.00 650.19 650.19 0.00 0.00 2189.19 5359.52 0.00 0.00
From Substructure 0.00 0.00 0.00 0.00 62.09 125.72 0.00 0.00 81.96 508.03 0.00 0.00
From Foundation 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
LL (one span/single track) 0.00 0.00 0.00 0.00 29.42 29.42 0.00 0.00 136.01 279.46 0.00 0.00
LL (one span/double track) 0.00 0.00 0.00 0.00 58.84 58.84 0.00 0.00 272.02 558.93 0.00 0.00
LL (both span/single track) 0.00 0.00 0.00 0.00 46.23 46.23 0.00 0.00 213.73 439.16 0.00 0.00
LL (both span/double track) 0.00 0.00 0.00 0.00 92.46 92.46 0.00 0.00 427.46 878.32 0.00 0.00
Unloaded structure 0.00 0.00 0.00 0.00 712.28 775.91 0.00 0.00 2271.15 5867.54 0.00 0.00
Loaded (one span/one track) 0.00 0.00 0.00 0.00 741.70 805.33 0.00 0.00 2407.16 6147.01 0.00 0.00
Loaded (one span/both tracks) 0.00 0.00 0.00 0.00 771.12 834.75 0.00 0.00 2543.17 6426.47 0.00 0.00
Loaded (both spans/one track) 0.00 0.00 0.00 0.00 758.52 822.15 0.00 0.00 2484.88 6306.70 0.00 0.00
Loaded (both spans/both tracks) 0.00 0.00 0.00 0.00 804.75 868.38 0.00 0.00 2698.61 6745.86 0.00 0.00
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Temperature Load (Rail Fracture Load)

Due to continuation of rails 0.00 0.00 385.33 385.33 107.06 107.06 693.59 2572.45 192.71 714.72 693.59 211.93

Rail fracture load 0.30 0.30 3.87 3.87 0.00 0.00 8.12 27.00 0.55 0.55 6.97 2.13

Shear rating of bearings 0.00 0.00 159.79 159.79 0.00 0.00 334.76 1113.89 0.00 0.00 287.62 87.88

Derailment Load

Load due to derailment 2520.00 2520.00 0.00 0.00 0.00 0.00 459.00 459.00 11340.00 11340.00 0.00 0.00

Load due to other loaded track 504.00 504.00 0.00 0.00 0.00 0.00 91.80 91.80 2268.00 2268.00 0.00 0.00

Note 1. From above table it is clear that effect of seismic force is more than wind force. Hence wind force is not considered in the combination table for simplicity.

Subject Design of Eccentric Pier Type : Primary Load Combinations Rev. R0

Project No. 221124 Doc No. 221124/STR/RJL-EP4/SUB/REP- 27

RITES LIMITED.
Interim Consultants for NMRCL, Originator HT Date 15-07-2016
UT/Division -Design Section, Bangalore Client NMRCL
Checker M Raju Date 16-07-2016

Table 3.3 : Summary of Nominal Primary Loads at Pier Base & at Pilecap Soffit during Erection condition
Longitudinal force Longitudinal moment Transverse moment
Vertical load [kN] Transverse force [kN] Torsion moment [kNm]
[kN] [kNm] [kNm]
Load case
Pilecap Pilecap Pilecap Pilecap Pilecap
Pier base Pier base Pier base Pier base Pier base Pier base Pilecap base
base base base base base

Dead Load from super structure, substructure & foundation

Superstructure 2380.00 2380.00 0.00 0.00 0.00 0.00 2023.00 2023.00 4958.19 2165.86 0.00 0.00

Substructure 1802.14 1802.14 0.00 0.00 0.00 0.00 0.00 0.00 502.10 -1750.57 0.00 0.00

Foundation 0.00 1924.74 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Total Dead Load 4182.14 6106.87 0.00 0.00 0.00 0.00 2023.00 2023.00 5460.29 415.29 0.00 0.00

Longitudinal Seismic
From Superstructure 29.28 29.28 922.96 922.96 0.00 0.00 10934.29 11926.47 0.00 0.00 1661.33 507.63

From Substructure 0.00 0.00 189.36 189.36 0.00 0.00 1093.72 1297.27 0.00 0.00 340.84 104.15

From Foundation 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Total Longitudinal Seismic 29.28 29.28 1112.31 1112.31 0.00 0.00 12028.01 13223.75 0.00 0.00 2002.17 611.77
NAGPUR METRO RAIL CORPORATION LIMITED (RAMJHULA Page No.
Project Title
SECTION) 23 of 84

Subject Design of Eccentric Pier Type : Primary Load Combinations Rev. R0

Project No. 221124 Doc No. 221124/STR/RJL-EP4/SUB/REP- 27

RITES LIMITED.
Interim Consultants for NMRCL, Originator HT Date 15-07-2016
UT/Division -Design Section, Bangalore Client NMRCL
Checker M Raju Date 16-07-2016

Table 3.3 : Summary of Nominal Primary Loads at Pier Base & at Pilecap Soffit during Erection condition (Contd.)
Longitudinal force Longitudinal moment Transverse moment
Vertical load [kN] Transverse force [kN] Torsion moment [kNm]
[kN] [kNm] [kNm]
Load case
Pilecap Pilecap Pilecap Pilecap Pilecap
Pier base Pier base Pier base Pier base Pier base Pier base Pilecap base
base base base base base
Transverse Seismic
From Superstructure 0.00 0.00 0.00 0.00 922.96 922.96 0.00 0.00 10934.29 11926.47 0.00 0.00
From Substructure 0.00 0.00 0.00 0.00 189.36 189.36 0.00 0.00 1093.72 1297.27 0.00 0.00
From Foundation 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Total Transverse Seismic 0.00 0.00 0.00 0.00 1112.31 1112.31 0.00 0.00 12028.01 13223.75 0.00 0.00

Wind Load
From Superstructure 0.00 0.00 0.00 0.00 123.58 123.58 0.00 0.00 2064.32 2197.17 0.00 0.00
From Substructure 0.00 0.00 0.00 0.00 13.60 13.60 0.00 0.00 156.52 171.14 0.00 0.00
Total Wind Load 0.00 0.00 0.00 0.00 137.18 137.18 0.00 0.00 2220.84 2368.30 0.00 0.00
Erection load
Load due to launching girder 4500.00 4500.00 0.00 0.00 0.00 0.00 3825.00 3825.00 8100.00 2475.00 0.00 0.00
Page No.
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24 of 84

Subject Design of Eccentric Pier Type : Primary Load Combinations Rev. R0

Project No. 221124 Doc No. 221124/STR/RJL-EP4/SUB/REP- 27

RITES LIMITED.
Interim Consultants for NMRCL, Originator HT Date 15-07-2016
UT/Division -Design Section, Bangalore Client NMRCL
Checker M Raju Date 16-07-2016

Table 3.4 : Summary of Nominal Primary Loads at Pier Top & at Pier Mid-height during Erection condition

Longitudinal moment Transverse moment

Vertical load [kN] Longitudinal force [kN] Transverse force [kN] Torsion moment [kNm]
[kNm] [kNm]
Load case
Pier mid Pier mid Pier mid Pier mid Pier mid Pier mid
Pier top Pier top Pier top Pier top Pier top Pier top
height height height height height height

Dead Load from super structure, substructure & foundation

Superstructure 2380.00 2380.00 0.00 0.00 0.00 0.00 2023.00 2023.00 4958.19 4958.19 0.00 0.00

Substructure 590.95 1802.14 0.00 0.00 0.00 0.00 0.00 0.00 502.10 502.10 0.00 0.00

Foundation 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Total Dead Load 2970.95 4182.14 0.00 0.00 0.00 0.00 2023.00 2023.00 5460.29 5460.29 0.00 0.00

Longitudinal Seismic

From Superstructure 29.28 29.28 922.96 922.96 0.00 0.00 1933.60 6433.94 0.00 0.00 1661.33 1661.33

From Substructure 0.00 0.00 189.36 189.36 0.00 0.00 0.00 170.42 0.00 0.00 340.84 340.84

From Foundation 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Total Longitudinal Seismic 29.28 29.28 1112.31 1112.31 0.00 0.00 1933.60 6604.36 0.00 0.00 2002.17 2002.17
Page No.
Project Title NAGPUR METRO RAIL CORPORATION LIMITED (RAMJHULA SECTION)
25 of 84

Subject Design of Eccentric Pier Type : Primary Load Combinations Rev. R0

Project No. 221124 Doc No. 221124/STR/RJL-EP4/SUB/REP- 27

RITES LIMITED.
Interim Consultants for NMRCL, Originator HT Date 15-07-2016
UT/Division -Design Section, Bangalore Client NMRCL
Checker M Raju Date 16-07-2016

Table 3.4 : Summary of Nominal Primary Loads at Pier Top & at Pier Mid-height during Erection condition

Longitudinal moment Transverse moment

Transverse Seismic
From Superstructure 0.00 0.00 0.00 0.00 922.96 922.96 0.00 0.00 1933.60 6433.94 0.00 0.00

From Substructure 0.00 0.00 62.09 189.36 0.00 0.00 81.96 765.15 0.00 0.00 52.76 52.76

From Foundation 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Total Transverse Seismic 0.00 0.00 62.09 189.36 922.96 922.96 81.96 765.15 1933.60 6433.94 52.76 52.76

Wind Load
From Superstructure 0.00 0.00 0.00 0.00 123.58 123.58 0.00 0.00 859.15 1461.73 0.00 0.00

From Substructure 0.00 0.00 0.00 0.00 0.89 13.60 0.00 0.00 0.00 5.42 0.00 0.00

Total Wind Load 0.00 0.00 0.00 0.00 124.47 137.18 0.00 0.00 859.15 1467.16 0.00 0.00

Erection load
Load due to launching girder 4500.00 4500.00 0.00 0.00 0.00 0.00 3825.00 3825.00 8100.00 8100.00 0.00 0.00
Section 4.0

Design of Pier Column

Page No.
Project Title NAGPUR METRO RAIL CORPORATION LIMITED (RAMJHULA SECTION)
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Subject Design of Eccentric Pier Type : Design of Pier Column Rev. R0
Project No. 221124 Doc No. 221124/STR/RJL-EP4/SUB/REP- 27

RITES LIMITED. Originator HT Date 15-07-2016

Interim Consultants for NMRCL, Client NMRCL
UT/Division -Design Section, Bangalore Checker M Raju Date 16-07-2016

4.0 Design of pier column

4.1 Design forces at Pier Base
Table 4.1.1 : Combination 1 : Normal Case (DL + SIDL + LL)
Longitudinal Force Transverse Force Longitudinal Transverse Moment
Factors Vertical Load [kN] Torsion Moment [kNm]
Load case [kN] [kN] Moment [kNm] [kNm]
ULS SLS ULS SLS ULS SLS ULS SLS ULS SLS ULS SLS ULS SLS
Self weight of structure 1.25 1.00 7153 5722 0 0 0 0 893 714 10519 8415 0 0
Super Impose Dead Load (SIDL1) 1.25 1.00 2408 1926 0 0 0 0 439 351 4861 3889 0 0
Super Impose Dead Load (SIDL2) 2.00 1.20 683 410 0 0 0 0 0 0 1379 827 0 0
FLL (Vertical Reaction) 1.50 1.00 420 280 0 0 0 0 77 51 848 565 0 0
FLL (Longitudinal moment) 1.50 1.00 255 170 0 0 0 0 217 145 531 354 0 0
FLL (Transverse moment -
1.50 1.00 210 140 0 0 0 0 38 26 424 283 0 0
curvature + eccentricity)
FLL (Transverse moment -
1.50 1.00 0 0 0 0 0 0 38 26 926 617 0 0
transverse disposition)
LL (Vertical Reaction - curvature
1.75 1.10 3528 2217 936 589 245 154 13134 8255 10226 6428 1685 1059
+ eccentricity)
LL (Vertical Reaction - transverse
1.75 1.10 0 0 0 0 392 246 0 0 4605 2894 0 0
disposition)
LL (Longitudinal moment -
1.75 1.10 2824 1775 596 375 196 123 9460 5946 8187 5146 1073 674
curvature + eccentricity)
LL (Longitudinal moment -
1.75 1.10 0 0 0 0 238 150 0 0 2796 1757 0 0
transverse disposition)
Page No.
Project Title NAGPUR METRO RAIL CORPORATION LIMITED (RAMJHULA SECTION)
27 of 84
Subject Design of Eccentric Pier Type : Design of Pier Column Rev. R0
Project No. 221124 Doc No. 221124/STR/RJL-EP4/SUB/REP- 27

RITES LIMITED. Originator HT Date 15-07-2016

Interim Consultants for NMRCL, Client NMRCL
UT/Division -Design Section, Bangalore Checker M Raju Date 16-07-2016

Table 4.1.1 : Combination 1 : Normal Case (DL + SIDL + LL) (Contd.)

LL (Transverse moment -
1.75 1.10 0 0 0 0 196 123 0 0 6006 3775 0 0
transverse disposition)

Load Combination 1a : dead load + superimposed dead load + live load (maximum vertical reaction)
14192 10556 936 589 637 400 14541 9371 32437 23019 1685 1059
Load Combination 1b : dead load + superimposed dead load + live load (maximum longitudinal moment)
13323 10004 596 375 434 273 11007 7155 28273 20389 1073 674
Load Combination 1c : dead load + superimposed dead load + live load (maximum transverse moment)
12218 9307 616 387 318 200 9726 6344 29228 21020 1109 697

Table 4.1.2 : Combination 2 - Seismic on Loaded Structure Case (DL + SIDL + LL + EQ)
Longitudinal Force Transverse Force Longitudinal Transverse Moment
Factors Vertical Load [kN] Torsion Moment [kNm]
Load case [kN] [kN] Moment [kNm] [kNm]
ULS* SLS* ULS SLS ULS SLS ULS SLS ULS SLS ULS SLS ULS SLS
Self weight of structure 1.25 1.00 7153 5722 0 0 0 0 893 714 10519 8415 0 0
Super Impose Dead Load (SIDL1) 1.25 1.00 2408 1926 0 0 0 0 439 351 4861 3889 0 0
Super Impose Dead Load (SIDL2) 1.50 1.20 512 410 0 0 0 0 0 0 1034 827 0 0
FLL (Vertical Reaction) 0.50 0.50 140 140 0 0 0 0 26 26 283 283 0 0
FLL (Longitudinal moment) 0.50 0.50 85 85 0 0 0 0 72 72 177 177 0 0
FLL (Transverse moment -
0.50 0.50 70 70 0 0 0 0 13 13 141 141 0 0
curvature + eccentricity)
Page No.
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Subject Design of Eccentric Pier Type : Design of Pier Column Rev. R0
Project No. 221124 Doc No. 221124/STR/RJL-EP4/SUB/REP- 27

RITES LIMITED. Originator HT Date 15-07-2016

Interim Consultants for NMRCL, Client NMRCL
UT/Division -Design Section, Bangalore Checker M Raju Date 16-07-2016

Table 4.1.2 : Combination 2 - Seismic on Loaded Structure Case (DL + SIDL + LL + EQ) (contd.)
Longitudinal Force Transverse Force Longitudinal Transverse Moment
Factors Vertical Load [kN] Torsion Moment [kNm]
Load case [kN] [kN] Moment [kNm] [kNm]
ULS* SLS* ULS SLS ULS SLS ULS SLS ULS SLS ULS SLS ULS SLS
FLL (Transverse moment -
0.50 0.50 0 0 0 0 0 0 13 13 309 309 0 0
transverse disposition)
LL (Vertical Reaction - curvature
0.50 0.50 1008 1008 268 268 70 70 3752 3752 2922 2922 482 482
+ eccentricity)
LL (Vertical Reaction - transverse
0.50 0.50 0 0 0 0 112 112 0 0 1316 1316 0 0
disposition)
LL (Longitudinal moment -
0.50 0.50 807 807 170 170 56 56 2703 2703 2339 2339 306 306
curvature + eccentricity)
LL (Longitudinal moment -
0.50 0.50 0 0 0 0 68 68 0 0 799 799 0 0
transverse disposition)
LL (Transverse moment -
0.50 0.50 504 504 176 176 35 35 2377 2377 1461 1461 317 317
curvature + eccentricity)
LL (Transverse moment -
0.50 0.50 0 0 0 0 56 56 0 0 1716 1716 0 0
transverse disposition)

Longitudinal Seismic 1.20 1.00 45 38 1175 979 0 0 12537 10447 0 0 2114 1762

Seismic (Vertical Reaction) 1.20 1.00 0 0 0 0 1118 932 0 0 13143 10953 0 0

Seismic (Longitudinal moment) 1.20 1.00 0 0 0 0 1078 898 0 0 12563 10469 0 0

Seismic (Transverse moment) 1.20 1.00 0 0 0 0 1063 886 0 0 12346 10288 0 0

Wind Load 1.25 1.00 0 0 0 0 142 114 0 0 1973 1578 0 0

* ULS combinations from RDSO guidelines on seismic design of Railway bridges cl 6.7(A)
* SLS combinations from RDSO guidelines on seismic design of Railway bridges cl 6.7(B)
Page No.
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Subject Design of Eccentric Pier Type : Design of Pier Column Rev. R0
Project No. 221124 Doc No. 221124/STR/RJL-EP4/SUB/REP- 27

RITES LIMITED. Originator HT Date 15-07-2016

Interim Consultants for NMRCL, Client NMRCL
UT/Division -Design Section, Bangalore Checker M Raju Date 16-07-2016

Load Combination 2a : dead load + super impose dead load + live load (max vertical reaction) + (longitudinal + 0.0 transverse) seismic
11266 9244 1442 1246 182 182 17646 15290 20934 17651 2596 2244
Load Combination 2b : dead load + super impose dead load + live load (max vertical reaction) + (0.0 longitudinal + transverse) seismic
11221 9206 268 268 1300 1114 5109 4843 34077 28604 482 482
Load Combination 2c : dead load + super impose dead load + live load (max longitudinal moment) + (longitudinal + 0.0 transverse) seismic
11010 8988 1345 1149 124 124 16643 14287 19729 16446 2421 2068
Load Combination 2d : dead load + super impose dead load + live load (max longitudinal moment) + (0.3 longitudinal + transverse) seismic
10979 8962 523 464 1202 1022 7867 6974 32292 26915 941 835
Load Combination 2e : dead load + super impose dead load + live load (max transverse moment) + (longitudinal + 0.3 transverse) seismic
10692 8670 1351 1155 91 91 16270 13914 20041 16758 2431 2079
Load Combination 2f : dead load + super impose dead load + live load (max transverse moment) + (00 longitudinal + transverse) seismic
10647 8632 176 176 1154 977 3733 3467 32387 27046 317 317
Load Combination 2g : dead load + SIDL + live load (max vertical reaction) + Wind load
11221 9206 268 268 324 296 5109 4843 22906 19229 482 482
Load Combination 2h : dead load + SIDL + live load (max longitudinal moment) + Wind load
10965 8950 170 170 266 238 4106 3840 21701 18024 306 306
Load Combination 2i : dead load + SIDL + live load (max transverse moment) + Wind load
10647 8632 176 176 233 205 3733 3467 22013 18336 317 317
Page No.
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Subject Design of Eccentric Pier Type : Design of Pier Column Rev. R0
Project No. 221124 Doc No. 221124/STR/RJL-EP4/SUB/REP- 27

RITES LIMITED. Originator HT Date 15-07-2016

Interim Consultants for NMRCL, Client NMRCL
UT/Division -Design Section, Bangalore Checker M Raju Date 16-07-2016

Table 4.1.3 : Combination 2 - Seismic on Unloaded Structure Case (DL + SIDL + EQ)
Longitudinal Force Transverse Force Longitudinal Transverse Moment
Factors Vertical Load [kN] Torsion Moment [kNm]
Load case [kN] [kN] Moment [kNm] [kNm]
ULS SLS* ULS SLS ULS SLS ULS SLS ULS SLS ULS SLS ULS SLS ULS*
Self weight of structure 1.25 1.00 7153 5722 0 0 0 0 893 714 10519 8415 0 0 0.90
Super Impose Dead Load (SIDL1) 1.25 1.00 2408 1926 0 0 0 0 439 351 4861 3889 0 0 0.90
Super Impose Dead Load (SIDL2) 2.00 1.20 683 410 0 0 0 0 0 0 1379 827 0 0 0.80
Longitudinal Seismic 1.60 1.00 60 38 1566 979 0 0 16715 10447 0 0 2819 1762 1.50
Transverse seismic 1.60 1.00 0 0 0 0 1343 840 0 0 15398 9624 0 0 1.50
Wind load 1.60 1.00 0 0 0 0 100 62 0 0 1183 740 0 0 1.60
Load Combination 2j : dead load + super impose dead load + (longitudinal + 00 transverse) seismic
10304 8096 1566 979 0 0 18046 11512 16759 13131 2819 1762
Load Combination 2k : dead load + super impose dead load + (00 longitudinal + transverse) seismic
10244 8058 0 0 1343 840 1331 1065 32156 22755 0 0
Load Combination 2l : dead load + super impose dead load + Wind Load
10244 8058 0 0 100 62 1331 1065 17942 13871 0 0
Load Combination 2m : dead load + super impose dead load + (longitudinal + 00 transverse) seismic
7213 8096 1468 979 0 0 16629 11512 11625 13131 2643 1762
Load Combination 2n : dead load + super impose dead load + (00 longitudinal + transverse) seismic
7157 8058 0 0 1259 840 958 1065 26060 22755 0 0
* ULS combinations from RDSO guidelines on seismic design of Railway bridges cl 6.7(A)
* SLS combinations from RDSO guidelines on seismic design of Railway bridges cl 6.7(B)
Page No.
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Subject Design of Eccentric Pier Type : Design of Pier Column Rev. R0
Project No. 221124 Doc No. 221124/STR/RJL-EP4/SUB/REP- 27

RITES LIMITED. Originator HT Date 15-07-2016

Interim Consultants for NMRCL, Client NMRCL
UT/Division -Design Section, Bangalore Checker M Raju Date 16-07-2016

Table 4.1.4 : Combination 3 -Temperature effects (DL + SIDL + LL + TL)

FLL (Transverse moment -

1.25 1.00 175 140 0 0 0 0 32 26 353 283 0 0
curvature + eccentricity)

FLL (Transverse moment -

1.25 1.00 0 0 0 0 0 0 32 26 772 617 0 0
transverse disposition)
LL (Vertical Reaction - curvature
1.40 1.00 2822 2016 749 535 196 140 10507 7505 8181 5844 1348 963
+ eccentricity)

LL (Vertical Reaction - transverse

1.40 1.00 0 0 0 0 314 224 0 0 3684 2631 0 0
disposition)

LL (Longitudinal moment -
1.40 1.00 2259 1614 477 340 157 112 7568 5405 6550 4678 858 613
curvature + eccentricity)

LL (Longitudinal moment -
1.40 1.00 0 0 0 0 190 136 0 0 2237 1598 0 0
transverse disposition)

LL (Transverse moment -
1.40 1.00 1411 1008 493 352 98 70 6655 4753 4090 2922 887 634
curvature + eccentricity)
Page No.
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Subject Design of Eccentric Pier Type : Design of Pier Column Rev. R0
Project No. 221124 Doc No. 221124/STR/RJL-EP4/SUB/REP- 27

RITES LIMITED. Originator HT Date 15-07-2016

Interim Consultants for NMRCL, Client NMRCL
UT/Division -Design Section, Bangalore Checker M Raju Date 16-07-2016

Table 4.1.4 : Combination 3 -Temperature effects (DL + SIDL + LL + TL)

Longitudinal Force Transverse Force Longitudinal Transverse Moment
Factors Vertical Load [kN] Torsion Moment [kNm]
Load case [kN] [kN] Moment [kNm] [kNm]
ULS SLS ULS SLS ULS SLS ULS SLS ULS SLS ULS SLS ULS SLS
LL (Transverse moment -
1.40 1.00 0 0 0 0 157 112 0 0 4805 3432 0 0
transverse disposition)
Due to continuation of rails 1.50 1.00 0 0 578 385 161 107 6677 4451 1855 1237 1040 694
Rail fracture load 1.00 0.75 0 0 4 3 0 0 46 34 1 0 7 5
Shear Rating 1.50 1.00 0 0 240 160 0 0 2840 1893 0 0 431 288
Load Combination 3a : dead load + super impose dead load + live load (max reaction) + temp force due to rail continuation
13416 10354 1327 920 670 471 18579 13072 31185 23408 2389 1657
Load Combination 3b : dead load + super impose dead load + live load (max long moment) + temp force due to rail continuation
12716 9842 1055 726 508 355 15756 11066 27843 20998 1898 1306
Load Combination 3c : dead load + super impose dead load + live load (max trans moment) + temp force due to rail continuation
11830 9206 1071 737 415 289 14726 10320 28634 21622 1927 1327
Load Combination 3d : dead load + super impose dead load + rail fracture
10244 8059 4 3 0 0 1377 1099 16759 13131 7 5
Load Combination 3e : dead load + SIDL + Shear Rating
10244 8058 240 160 0 0 4171 2958 16759 13131 431 288
Page No.
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Subject Design of Eccentric Pier Type : Design of Pier Column Rev. R0
Project No. 221124 Doc No. 221124/STR/RJL-EP4/SUB/REP- 27

RITES LIMITED. Originator HT Date 15-07-2016

Interim Consultants for NMRCL, Client NMRCL
UT/Division -Design Section, Bangalore Checker M Raju Date 16-07-2016

Table 4.1.5 : Combination 5 -Derailment condition (DL + SIDL + LL + Derailment Load)

Longitudinal Force Transverse Force Longitudinal Transverse Moment
Factors Vertical Load [kN] Torsion Moment [kNm]
Load case [kN] [kN] Moment [kNm] [kNm]
ULS SLS ULS SLS ULS SLS ULS SLS ULS SLS ULS SLS ULS SLS
Self weight of structure 1.25 1.00 7153 5722 0 0 0 0 893 714 10519 8415 0 0
Super Impose Dead Load (SIDL1) 1.25 1.00 2408 1926 0 0 0 0 439 351 4861 3889 0 0
Super Impose Dead Load (SIDL2) 2.00 1.20 683 410 0 0 0 0 0 0 1379 827 0 0
Derailment load 1.00 0.57 2520 288 0 0 0 0 459 52 11340 1296 0 0
Load Combination 5 : Derailment Load
12764 8346 0 0 0 0 1790 1117 28099 14427 0 0
Table 4.1.6 : Combination 2 - Seismic on Unloaded Structure (DL + Erection load + Seismic Load)
Longitudinal Force Transverse Force Longitudinal Transverse Moment
Factors Vertical Load [kN] Torsion Moment [kNm]
Load case [kN] [kN] Moment [kNm] [kNm]
ULS* SLS ULS SLS ULS SLS ULS SLS ULS SLS ULS SLS ULS SLS
Self weight of structure 1.00 1.00 4182 4182 0 0 0 0 2023 2023 5460 5460 0 0
Erection load 1.00 1.00 4500 4500 0 0 0 0 3825 3825 8100 8100 0 0
Longitudinal Seismic 0.80 1.00 23 29 890 1112 0 0 9622 12028 0 0 1602 2002
Transverse Seismic 0.80 1.00 0 0 0 0 890 1112 0 0 9622 12028 0 0
Wind Load 1.60 1.00 0 0 0 0 219 137 0 0 3553 2221 0 0
Load Combination 2p : dead load + erection load
8682 8682 0 0 0 0 5848 5848 13560 13560 0 0
Load Combination 2q : dead load + erection load + longitudinal seismic + 0 * transverse seismic
8706 8711 890 1112 0 0 15470 17876 13560 13560 1602 2002
Load Combination 2r : dead load + erection load + 00 * longitudinal seismic + transverse seismic
8682 8682 0 0 890 1112 5848 5848 23183 25588 0 0
Load Combination 2s : dead load + erection load + Wind load
8682 8682 0 0 219 137 5848 5848 17114 15781 0 0
Page No.
Project Title NAGPUR METRO RAIL CORPORATION LIMITED (RAMJHULA SECTION)
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Subject Design of Eccentric Pier Type : Design of Pier Column Rev. R0
Project No. 221124 Doc No. 221124/STR/RJL-EP4/SUB/REP- 27

RITES LIMITED. Originator HT Date 15-07-2016

Interim Consultants for NMRCL, Client NMRCL
UT/Division -Design Section, Bangalore Checker M Raju Date 16-07-2016

4.2 Design forces at Pier Mid Height

Table 4.2.1 : Combination 1 : Normal Case (DL + SIDL + LL)

Longitudinal Force Transverse Force Longitudinal Transverse Moment

Factors Vertical Load [kN] Torsion Moment [kNm]
Load case [kN] [kN] Moment [kNm] [kNm]
ULS SLS ULS SLS ULS SLS ULS SLS ULS SLS ULS SLS ULS SLS
Self weight of structure 1.25 1.00 6396 5117 0 0 0 0 893 714 10519 8415 0 0
Super Impose Dead Load (SIDL1) 1.25 1.00 2408 1926 0 0 0 0 439 351 4861 3889 0 0
Super Impose Dead Load (SIDL2) 2.00 1.20 683 410 0 0 0 0 0 0 1379 827 0 0
FLL (Vertical Reaction) 1.50 1.00 420 280 0 0 0 0 77 51 848 565 0 0
FLL (Longitudinal moment) 1.50 1.00 255 170 0 0 0 0 217 145 531 354 0 0
FLL (Transverse moment -
1.50 1.00 210 140 0 0 0 0 38 26 424 283 0 0
curvature + eccentricity)
FLL (Transverse moment -
1.50 1.00 0 0 0 0 0 0 38 26 926 617 0 0
transverse disposition)
LL (Vertical Reaction - curvature
1.75 1.10 3528 2217 936 589 245 154 8568 5386 9032 5677 1685 1059
+ eccentricity)
LL (Vertical Reaction - transverse
1.75 1.10 0 0 0 0 392 246 0 0 2693 1693 0 0
disposition)
LL (Longitudinal moment -
1.75 1.10 2824 1775 596 375 196 123 6554 4120 7231 4545 1073 674
curvature + eccentricity)
LL (Longitudinal moment -
1.75 1.10 0 0 0 0 238 150 0 0 1635 1028 0 0
transverse disposition)
Page No.
Project Title NAGPUR METRO RAIL CORPORATION LIMITED (RAMJHULA SECTION)
35 of 84
Subject Design of Eccentric Pier Type : Design of Pier Column Rev. R0
Project No. 221124 Doc No. 221124/STR/RJL-EP4/SUB/REP- 27

RITES LIMITED. Originator HT Date 15-07-2016

Interim Consultants for NMRCL, Client NMRCL
UT/Division -Design Section, Bangalore Checker M Raju Date 16-07-2016

Table 4.2.1 : Combination 1 : Normal Case (DL + SIDL + LL)

Longitudinal Force Transverse Force Longitudinal Transverse Moment

Factors Vertical Load [kN] Torsion Moment [kNm]
Load case [kN] [kN] Moment [kNm] [kNm]
ULS SLS ULS SLS ULS SLS ULS SLS ULS SLS ULS SLS ULS SLS
LL (Transverse moment -
1.75 1.10 1764 1109 616 387 122 77 5315 3341 4516 2839 1109 697
curvature + eccentricity)
LL (Transverse moment -
1.75 1.10 0 0 0 0 196 123 0 0 5051 3175 0 0
transverse disposition)
Load Combination 1a : dead load + superimposed dead load + live load (maximum vertical reaction)
13435 9950 936 589 637 400 9976 6502 29332 21066 1685 1059
Load Combination 1b : dead load + superimposed dead load + live load (maximum longitudinal moment)
12566 9398 596 375 434 273 8102 5329 26156 19058 1073 674
Load Combination 1c : dead load + superimposed dead load + live load (maximum transverse moment)
11461 8702 616 387 318 200 6722 4456 27675 20044 1109 697
Page No.
Project Title NAGPUR METRO RAIL CORPORATION LIMITED (RAMJHULA SECTION)
36 of 84
Subject Design of Eccentric Pier Type : Design of Pier Column Rev. R0
Project No. 221124 Doc No. 221124/STR/RJL-EP4/SUB/REP- 27

RITES LIMITED. Originator HT Date 15-07-2016

Interim Consultants for NMRCL, Client NMRCL
UT/Division -Design Section, Bangalore Checker M Raju Date 16-07-2016

Table 4.2.2 : Combination 2 - Seismic on Loaded Structure Case (DL + SIDL + LL + EQ)
Longitudinal Force Transverse Force Longitudinal Transverse Moment
Factors Vertical Load [kN] Torsion Moment [kNm]
Load case [kN] [kN] Moment [kNm] [kNm]
ULS SLS ULS SLS ULS SLS ULS SLS ULS SLS ULS SLS ULS SLS
Self weight of structure 1.25 1.00 6396 5117 0 0 0 0 893 714 10519 8415 0 0
Super Impose Dead Load (SIDL1) 1.25 1.00 2408 1926 0 0 0 0 439 351 4861 3889 0 0
Super Impose Dead Load (SIDL2) 1.50 1.20 512 410 0 0 0 0 0 0 1034 827 0 0
FLL (Vertical Reaction) 0.30 0.30 84 84 0 0 0 0 15 15 170 170 0 0
FLL (Longitudinal moment) 0.30 0.30 51 51 0 0 0 0 43 43 106 106 0 0
FLL (Transverse moment -
0.30 0.30 42 42 0 0 0 0 8 8 85 85 0 0
curvature + eccentricity)
FLL (Transverse moment -
0.30 0.30 0 0 0 0 0 0 8 8 185 185 0 0
transverse disposition)
LL (Vertical Reaction - curvature
0.30 0.30 605 605 161 161 42 42 1469 1469 1548 1548 289 289
+ eccentricity)
LL (Vertical Reaction - transverse
0.30 0.30 0 0 0 0 67 67 0 0 462 462 0 0
disposition)
LL (Longitudinal moment -
0.30 0.30 484 484 102 102 34 34 1124 1124 1240 1240 184 184
curvature + eccentricity)

LL (Longitudinal moment -
0.30 0.30 0 0 0 0 41 41 0 0 280 280 0 0
transverse disposition)

LL (Transverse moment -
0.30 0.30 302 302 106 106 21 21 911 911 774 774 190 190
curvature + eccentricity)
Page No.
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Subject Design of Eccentric Pier Type : Design of Pier Column Rev. R0
Project No. 221124 Doc No. 221124/STR/RJL-EP4/SUB/REP- 27

RITES LIMITED. Originator HT Date 15-07-2016

Interim Consultants for NMRCL, Client NMRCL
UT/Division -Design Section, Bangalore Checker M Raju Date 16-07-2016

Table 4.2.2 : Combination 2 - Seismic on Loaded Structure Case (DL + SIDL + LL + EQ) (Contd.)
Longitudinal Force Transverse Force Longitudinal Transverse Moment
Factors Vertical Load [kN] Torsion Moment [kNm]
Load case [kN] [kN] Moment [kNm] [kNm]
ULS SLS ULS SLS ULS SLS ULS SLS ULS SLS ULS SLS ULS SLS
LL (Transverse moment -
0.30 0.30 0 0 0 0 34 34 0 0 866 866 0 0
transverse disposition)
Longitudinal Seismic 1.20 1.00 45 38 1098 915 0 0 7214 6012 0 0 562 468
Seismic (Vertical Reaction) 1.20 1.00 0 0 0 0 1042 868 0 0 8095 6746 0 0
Seismic (Longitudinal moment) 1.20 1.00 0 0 0 0 1002 835 0 0 7712 6426 0 0
Seismic (Transverse moment) 1.20 1.00 0 0 0 0 987 822 0 0 7568 6307 0 0
Load Combination 2a : dead load + super impose dead load + live load (max vertical reaction) + (longitudinal + 0.00 transverse) seismic
10050 8179 1259 1076 109 109 10029 8561 18593 15311 851 757
Load Combination 2b : dead load + super impose dead load + live load (max vertical reaction) + (0.00 longitudinal + transverse) seismic
10005 8142 161 161 1151 978 2815 2549 26688 22057 289 289
Load Combination 2c : dead load + super impose dead load + live load (max longitudinal moment) + (longitudinal + 0.00 transverse) seismic
9896 8026 1200 1017 74 74 9712 8244 18040 14757 746 652
Load Combination 2d : dead load + super impose dead load + live load (max longitudinal moment) + (0.00 longitudinal + transverse) seismic
9851 7988 102 102 1076 909 2498 2232 25752 21184 184 184
Load Combination 2e : dead load + super impose dead load + live load (max transverse moment) + (longitudinal + 0.00 transverse) seismic
9706 7835 1204 1021 55 55 9472 8003 18324 15041 752 658
Load Combination 2f : dead load + super impose dead load + live load (max transverse moment) + (0.00 longitudinal + transverse) seismic
9660 7797 106 106 1041 877 2257 1991 25892 21348 190 190
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Subject Design of Eccentric Pier Type : Design of Pier Column Rev. R0
Project No. 221124 Doc No. 221124/STR/RJL-EP4/SUB/REP- 27

RITES LIMITED. Originator HT Date 15-07-2016

Interim Consultants for NMRCL, Client NMRCL
UT/Division -Design Section, Bangalore Checker M Raju Date 16-07-2016

Table 4.2.3 : Combination 2 - Seismic on Unloaded Structure Case (DL + SIDL + EQ)
Longitudinal Force Transverse Force Longitudinal Transverse Moment
Factors Vertical Load [kN] Torsion Moment [kNm]
Load case [kN] [kN] Moment [kNm] [kNm]
ULS SLS ULS SLS ULS SLS ULS SLS ULS SLS ULS SLS ULS SLS
Self weight of structure 1.25 1.00 6396 5117 0 0 0 0 893 714 10519 8415 0 0
Super Impose Dead Load (SIDL1) 1.25 1.00 2408 1926 0 0 0 0 439 351 4861 3889 0 0
Super Impose Dead Load (SIDL2) 1.50 1.20 512 410 0 0 0 0 0 0 1034 827 0 0
Self weight of structure 0.90 1.00 4605 5117 0 0 0 0 643 714 7573 8415 0 0
Super Impose Dead Load (SIDL1) 0.90 1.00 1734 1926 0 0 0 0 316 351 3500 3889 0 0
Super Impose Dead Load (SIDL2) 0.80 1.20 273 410 0 0 0 0 0 0 552 827 0 0
Longitudinal Seismic 1.50 1.00 56 38 1373 915 0 0 9018 6012 0 0 703 468
Transverse seismic 1.50 1.00 0 0 0 0 1164 776 0 0 8801 5868 0 0
Load Combination 2g : dead load + super impose dead load + (longitudinal + 0.00 transverse) seismic
9373 7490 1373 915 0 0 10349 7077 16414 13131 703 468
Load Combination 2h : dead load + super impose dead load + (0.00 longitudinal + transverse) seismic
9316 7453 0 0 1164 776 1331 1065 25215 18999 0 0
Load Combination 2j : dead load + super impose dead load + (longitudinal + 0.00 transverse) seismic
6668 7490 1373 915 0 0 9976 7077 11625 13131 703 468
Load Combination 2k : dead load + super impose dead load + (0.00 longitudinal + transverse) seismic
6612 7453 0 0 1164 776 958 1065 20426 18999 0 0
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Subject Design of Eccentric Pier Type : Design of Pier Column Rev. R0
Project No. 221124 Doc No. 221124/STR/RJL-EP4/SUB/REP- 27

RITES LIMITED. Originator HT Date 15-07-2016

Interim Consultants for NMRCL, Client NMRCL
UT/Division -Design Section, Bangalore Checker M Raju Date 16-07-2016

Table 4.2.4 : Combination 3 -Temperature effects (DL + SIDL + LL + TL)

Longitudinal Force Transverse Force Longitudinal Transverse Moment
Factors Vertical Load [kN] Torsion Moment [kNm]
Load case [kN] [kN] Moment [kNm] [kNm]
ULS SLS ULS SLS ULS SLS ULS SLS ULS SLS ULS SLS ULS SLS
Self weight of structure 1.25 1.00 6396 5117 0 0 0 0 893 714 10519 8415 0 0
Super Impose Dead Load (SIDL1) 1.25 1.00 2408 1926 0 0 0 0 439 351 4861 3889 0 0
Super Impose Dead Load (SIDL2) 2.00 1.20 683 410 0 0 0 0 0 0 1379 827 0 0
FLL (Vertical Reaction) 1.25 1.00 350 280 0 0 0 0 64 51 707 565 0 0
FLL (Longitudinal moment) 1.25 1.00 213 170 0 0 0 0 181 145 443 354 0 0
FLL (Transverse moment -
1.25 1.00 175 140 0 0 0 0 32 26 353 283 0 0
curvature + eccentricity)
FLL (Transverse moment -
1.25 1.00 0 0 0 0 0 0 32 26 772 617 0 0
transverse disposition)
LL (Vertical Reaction - curvature
1.40 1.00 2822 2016 749 535 196 140 6854 4896 7226 5161 1348 963
+ eccentricity)
LL (Vertical Reaction - transverse
1.40 1.00 0 0 0 0 314 224 0 0 2155 1539 0 0
disposition)
LL (Longitudinal moment -
1.40 1.00 2259 1614 477 340 157 112 5243 3745 5785 4132 858 613
curvature + eccentricity)
LL (Longitudinal moment -
1.40 1.00 0 0 0 0 190 136 0 0 1308 934 0 0
transverse disposition)
LL (Transverse moment -
1.40 1.00 1411 1008 493 352 98 70 4252 3037 3613 2581 887 634
curvature + eccentricity)
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Subject Design of Eccentric Pier Type : Design of Pier Column Rev. R0
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RITES LIMITED. Originator HT Date 15-07-2016

Interim Consultants for NMRCL, Client NMRCL
UT/Division -Design Section, Bangalore Checker M Raju Date 16-07-2016

Table 4.2.4 : Combination 3 -Temperature effects (DL + SIDL + LL + TL) (Contd.)

LL (Transverse moment -
1.40 1.00 0 0 0 0 157 112 0 0 4041 2886 0 0
transverse disposition)
Due to continuation of rails 1.50 1.00 0 0 578 385 161 107 3859 2572 1072 715 318 212
Rail fracture load 1.00 0.75 0 0 4 3 0 0 27 20 1 0 2 2
Load Combination 3a : dead load + super impose dead load + live load (max reaction) + temp force due to rail continuation
12659 9749 1327 920 670 471 12108 8584 27917 21111 1666 1175
Load Combination 3b : dead load + super impose dead load + live load (max long moment) + temp force due to rail continuation
11959 9237 1055 726 508 355 10614 7527 25366 19266 1176 825
Load Combination 3c : dead load + super impose dead load + live load (max trans moment) + temp force due to rail continuation
11073 8601 1071 737 415 289 9505 6725 26609 20212 1205 846
Load Combination 3d : dead load + super impose dead load + rail fracture
9487 7453 4 3 0 0 1358 1085 16759 13131 2 2
Page No.
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Subject Design of Eccentric Pier Type : Design of Pier Column Rev. R0
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RITES LIMITED. Originator HT Date 15-07-2016

Interim Consultants for NMRCL, Client NMRCL
UT/Division -Design Section, Bangalore Checker M Raju Date 16-07-2016

Table 4.2.5 : Combination 5 -Derailment condition (DL + SIDL + LL + Derailment Load)

Table 4.2.6 : Combination 2 - Seismic on Unloaded Structure (DL + Erection load + Seismic Load)
Longitudinal Force Transverse Force Longitudinal Transverse Moment
Factors Vertical Load [kN] Torsion Moment [kNm]
Load case [kN] [kN] Moment [kNm] [kNm]
ULS SLS ULS SLS ULS SLS ULS SLS ULS SLS ULS SLS ULS SLS
Self weight of structure 1.00 1.00 4182 4182 0 0 0 0 2023 2023 5460 5460 0 0
Erection load 1.00 1.00 4500 4500 0 0 0 0 3825 3825 8100 8100 0 0
Longitudinal Seismic 0.80 0.80 23 23 890 890 0 0 5283 5283 0 0 1602 1602
Transverse Seismic 0.80 0.80 0 0 151 151 738 738 612 612 5147 5147 42 42
Load Combination 2p : dead load + erection load
8682 8682 0 0 0 0 5848 5848 13560 13560 0 0
Load Combination 2q : dead load + erection load + longitudinal seismic + 0.0 transverse seismic
8706 8706 890 890 0 0 11131 11131 13560 13560 1602 1602
Load Combination 2r : dead load + erection load + 0.00 * longitudinal seismic + transverse seismic
8682 8682 151 151 738 738 6460 6460 18707 18707 42 42
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Subject Design of Eccentric Pier Type : Design of Pier Column Rev. R0

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RITES LIMITED.
Interim Consultants for NMRCL, Originator HT Date 15-07-2016
UT/Division -Design Section, Bangalore Client NMRCL
Checker M Raju Date 16-07-2016

4.4 Summary of Design forces for Pier Base

Table 4.4.1. : Summary of design forces for ULS condition

Vertical load Long shear Trans shear Long moment Trans moment Torsion
Load comb
[kN] [kN] [kN] [kNm] [kNm] [kNm]
LC 1a 14191.5 936.3 636.9 14541.1 32437.4 1685.4
LC 1b 13323.1 595.8 434.1 11007.4 28272.7 1072.5
LC 1c 12217.7 616.0 318.5 9725.8 29228.1 1108.8
LC 2a 11266.1 1442.2 182.0 17645.6 20933.8 2595.9
LC 2b 11221.0 267.5 1300.4 5109.0 34077.1 481.5
LC 2c 11010.1 1344.9 124.0 16642.6 19728.8 2420.8
LC 2d 10978.5 522.6 1202.1 7867.0 32292.1 940.7
LC 2e 10692.2 1350.6 91.0 16269.8 20040.8 2431.2
LC 2f 10647.0 176.0 1153.9 3733.2 32386.6 316.8
LC 2g 11221.0 267.5 324.3 5109.0 22906.5 481.5
LC 2h 10965.0 170.2 266.3 4106.1 21701.5 306.4
LC 2i 10647.0 176.0 233.3 3733.2 22013.4 316.8
LC 2j 10304.1 1566.2 0.0 18046.5 16758.6 2819.2
LC 2k 10243.9 0.0 1343.3 1331.1 32156.3 0.0
LC 2l 10243.9 0.0 99.5 1331.1 17941.8 0.0
LC 2m 7213.4 1468.3 0.0 16629.1 11624.9 2643.0
LC 2n 7157.0 0.0 1259.3 958.4 26060.2 0.0
LC 3a 13416.0 1327.0 670.1 18578.7 31185.0 2388.7
LC 3b 12715.8 1054.7 507.9 15756.3 27842.7 1898.4
LC 3c 11829.9 1070.8 415.4 14726.4 28634.3 1927.4
LC 3d 10244.2 3.9 0.0 1377.0 16759.1 7.0
LC 3e 10243.9 239.7 0.0 4170.6 16758.6 431.4
LC 5 12763.9 0.0 0.0 1790.1 28098.6 0.0
LC 2p 8682.1 0.0 0.0 5848.0 13560.3 0.0
LC 2q 8705.6 889.9 0.0 15470.4 13560.3 1601.7
LC 2r 8682.1 0.0 889.9 5848.0 23182.7 0.0
LC 2s 8682.1 0.0 219.5 5848.0 17113.6 0.0
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RITES LIMITED.
Interim Consultants for NMRCL, Originator HT Date 15-07-2016
UT/Division -Design Section, Bangalore Client NMRCL
Checker M Raju Date 16-07-2016

5.4.1.3A Design for longitudinal shear

Design shear force = 1566 kN Width of section = 1800.00 mm
Effective depth of pier = 2600.00 mm Tensile reinforcement = 152289 mm2
(it is assumed neutral axis is located at mid depth)
Design shear stress = 0.33 MPa Max permissible shear = 4.75 MPa
Reinforcement % = 3.25 Allowable shear stress = 1.09 MPa
Minimum axial force = 7157.0 kN Enhancement in shear = 1.09
Shear capacity of conc = 3908.2 kN Shear force for reinf. = 0.00 kN
Dianeter of stirrup = 12.00 mm Spacing of stirrup = 150.0 mm
Number of legs provided = 6.00
Area of shear reinf req. = 299.13 mm2 Area of shear reinf prov = 678.58 mm2
Min area of tensile reinf. = 1800 mm2 Tensile reinf provided = 152289 mm2
5.4.1.3B Design for transverse shear
Design shear force = 1343 kN Width of section = 2072.79 mm
Effective depth of pier = 1715.50 mm Tensile reinforcement = 152289 mm2
(it is assumed neutral axis is located at mid depth)
Design shear stress = 0.38 MPa Max permissible shear = 4.75 MPa
Reinforcement % = 4.28 Allowable shear stress = 1.20 MPa
Minimum axial force = 7157.0 kN Enhancement in shear = 1.08
Shear capacity of conc = 3373.9 kN Shear force for reinf. = 0.00 kN
Dianeter of stirrup = 12.00 mm Spacing of stirrup = 150.0 mm
Number of legs provided = 6.00
Area of shear reinf req. = 344.46 mm2 Area of shear reinf prov = 678.58 mm2
Min area of tensile reinf. = 1544 mm2 Tensile reinf provided = 152289 mm2
5.4.1.4 Design for torsion
Design torsion moment = 2819 kNm Smaller dimension = 1800 mm
Larger dimension = 2073 mm Torsional shear stress = 1.18 MPa
Permissible min stress = 0.42 MPa Permissible max stress = 4.75 MPa
Since minimum permissible torsion shear stress exceeds design value, reinforcement is required.
Torsion + shear stress = 1.56 MPa < Permissible max stress = 4.75 MPa
Smaller dim of stirrup = 1688 mm Larger dim of stirrup = 1961 mm
Dianeter of stirrup = 12.00 mm Spacing of stirrup = 150.0 mm
2
Area of stirrup required = 221.17 mm Area of stirrup provided = 678.58 mm2
Dia of long bars = 45.0 mm Spacing of long bars = 184.9 mm
2
Area of long bar required = 226.27 mm Area of one long bar = 1590.43 mm2
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RITES LIMITED.
Interim Consultants for NMRCL, Originator HT Date 15-07-2016
UT/Division -Design Section, Bangalore Client NMRCL
Checker M Raju Date 16-07-2016

Table 4.4.2. : Summary of design forces for SLS condition

Vertical load Long shear Trans shear Long moment Trans moment Torsion
Load comb
[kN] [kN] [kN] [kNm] [kNm] [kNm]

LC 1a 10555.8 588.5 400.4 9371.2 23018.6 1059.4

LC 1b 10003.7 374.5 272.9 7155.4 20388.7 674.2
LC 1c 9307.1 387.2 200.2 6344.5 21020.5 697.0

LC 2a 9244.0 1246.4 182.0 15289.9 17651.1 2243.5

LC 2b 9206.4 267.5 1114.0 4842.8 28603.8 481.5
LC 2c 8988.0 1149.1 124.0 14287.0 16446.1 2068.4
LC 2d 8961.7 463.9 1022.4 6974.0 26915.5 835.0
LC 2e 8670.0 1154.9 91.0 13914.1 16758.0 2078.8
LC 2f 8632.4 176.0 976.8 3467.0 27046.2 316.8
LC 2g 9206.4 267.5 295.8 4842.8 19229.2 481.5
LC 2h 8950.4 170.2 237.9 3839.8 18024.2 306.4
LC 2i 8632.4 176.0 204.8 3467.0 18336.2 316.8

LC 3a 10354.2 920.4 471.0 13072.1 23407.9 1656.7

LC 3b 9842.3 725.8 355.1 11066.1 20997.9 1306.5
LC 3c 9206.4 737.3 289.0 10320.5 21621.8 1327.2
LC 3d 8058.7 2.9 0.0 1099.3 13131.4 5.2
LC 5 8346.5 0.0 0.0 1117.3 14427.0 0.0

LC 2p 8682.1 0.0 0.0 5848.0 13560.3 0.0

LC 2q 8711.4 1112.3 0.0 17876.0 13560.3 2002.2
LC 2r 8682.1 0.0 1112.3 5848.0 25588.3 0.0
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RITES LIMITED.
Interim Consultants for NMRCL, Originator HT Date 15-07-2016
UT/Division -Design Section, Bangalore Client NMRCL
Checker M Raju Date 16-07-2016

4.5 Design of Pier column at critical section

4.5.1 Pier column base section at Ultimate Limit State (ULS)

4.5.1.1 Material data

[a] Concrete data (parabolic rectangular stress-strain relation)

Characteristic strength = 50.0 MPa E value of concrete = 34000 MPa

Peak strain at failure ecu2 = 0.0035 Strain at peak stress ec2 = 0.0020

Strength reduction a = 0.67 Partial factor of safety gc = 1.50

Design strength fcd = 22.30 MPa

[b] Reinforcement data (idealized elastic-perfectly plastic stress-strain relation)

Grade of steel = 500.0 MPa E value of steel = 200000 MPa

Partial factor of safety gs = 1.15 Design strength of steel fsd = 434.78 MPa
Yield strain of steel = 0.0022 Failure strain of steel = 0.100

5.5.1.2 Geometric details

[a] Dimension detail of column

Width of pier section = 1800 mm Depth of pier section = 2600 mm

2
Height of pier column = 11.55 m Gross cross sectional area = 4.68 m
Effective length factor ax = 1.40 Effective length factor az = 2.30
Effective length of pier lex = 16.17 m Effective length of pier lez = 26.57 m
4
2nd moment of area Ixx = 2.636 m 2nd moment of area Izz = 1.264 m4
Radius of gyration, i x = 0.751 m Radius of gyration, i z = 0.520 m
Slenderness ratio l x = 21.55 Slenderness ratio l z = 51.13

Z Z 1800
Traffic Direction

2600
Fig a. Plan of the Pier Section
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RITES LIMITED.
Interim Consultants for NMRCL, Originator HT Date 15-07-2016
UT/Division -Design Section, Bangalore Client NMRCL
Checker M Raju Date 16-07-2016

[b] Reinforcement detail at column base

Details of bars along side (XX direction)

Dia of bars (tension) = 45.0 mm No. of bars (tension) = 18

Dia of bars (compression) = 45.0 mm No. of bars (compression) = 18

Number of layers = 1.0 Clear spacing between bars = 98.1 mm

Details of bars along side (ZZ direction)

Dia of bars (tension) = 55.0 mm No. of bars (tension) = 20

Dia of bars (compression) = 55.0 mm No. of bars (compression) = 20

Number of layers = 1.0 Clear spacing between bars = 129.9 mm

Area of long bars = 152289 mm2 Reinforcement % = 3.25 %

Diameter of spiral/hoop = 12.0 mm Spacing spiral/hoop S L = 150.0 mm

Mechanical reinf ratio w = 0.635 Normalized force ratio nu = 1.635

2
Cover to stirrups/ties = 50.0 mm Min area of reinf required = 9360 mm

4.5.1.3 Computation of Demand points incorporating second order effects as per IRC 112
[a] Parameters for limiting slenderness ratio

Effective creep ratio fef = 1.50 (assumed) Coeff for creep, A = 0.77

Coeff for reinforcement, B = 1.51 Coeff for M distribution, C = 0.70 (unbraced)

[b] Eccentricity due to initial geometric imperfection

Basic value of drift = 0.005 radians Length reduction factor = 0.59

Drift due to imperfection = 0.003 radians Eccentricity e 1 = 0.017 m

[c] Eccentricity due to slenderness

Coeff for curvature dist, c = 9.87 Nominal curvature 1/r0 = 0.0024 1/m

The coefficient bx = 0.46 The coefficient Kfx = 1.68

The coefficient bz = 0.26 The coefficient Kfz = 1.39

(for linear curvature distribution)

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RITES LIMITED.
Interim Consultants for NMRCL, Originator HT Date 15-07-2016
UT/Division -Design Section, Bangalore Client NMRCL
Checker M Raju Date 16-07-2016

Table 4.5.1 Computation of Demand points (along depth) incorporating 2nd order effects

N Ed (MN) M 0Ed L h k = N ed /
Kr e 1 + e 2 (m) M Ed L
Point l lim
(MNm) (A c f cd ) (MNm)

LC 1a 14.19 14.54 0.16 40.59 1.00 0.017 14.78

LC 1b 13.32 11.01 0.15 41.89 1.00 0.017 11.23

LC 1c 12.22 9.73 0.14 43.75 1.00 0.017 9.93

LC 2a 11.27 17.65 0.13 45.56 1.00 0.017 17.84

LC 2b 11.22 5.11 0.13 45.65 1.00 0.017 5.30

LC 2c 11.01 16.64 0.12 46.08 1.00 0.017 16.83

LC 2d 10.98 7.87 0.12 46.15 1.00 0.017 8.05

LC 2e 10.69 16.27 0.12 46.76 1.00 0.017 16.45

LC 2f 10.65 3.73 0.12 46.86 1.00 0.017 3.91

LC 2g 11.22 5.11 0.13 45.65 1.00 0.017 5.30

LC 2h 10.96 4.11 0.12 46.18 1.00 0.017 4.29

LC 2i 10.65 3.73 0.12 46.86 1.00 0.017 3.91

LC 2j 10.30 18.05 0.12 47.63 1.00 0.017 18.22

LC 2k 10.24 1.33 0.12 47.77 1.00 0.017 1.51

LC 2l 10.24 1.33 0.12 47.77 1.00 0.017 1.51

LC 2m 7.21 16.63 0.08 56.93 1.00 0.017 16.75

LC 2n 7.16 0.96 0.08 57.16 1.00 0.017 1.08

LC 3a 13.42 18.58 0.15 41.75 1.00 0.017 18.81

LC 3b 12.72 15.76 0.14 42.88 1.00 0.017 15.97

LC 3c 11.83 14.73 0.13 44.46 1.00 0.017 14.93

LC 3d 10.24 1.38 0.12 47.77 1.00 0.017 1.55

LC 3e 10.24 4.17 0.12 47.77 1.00 0.017 4.34

LC 5 12.76 1.79 0.14 42.80 1.00 0.017 2.01
LC 2p 8.68 5.85 0.10 51.89 1.00 0.017 6.00
LC 2q 8.71 15.47 0.10 51.82 1.00 0.017 15.62
LC 2r 8.68 5.85 0.10 51.89 1.00 0.017 6.00
LC 2s 8.68 5.85 0.10 51.89 1.00 0.017 6.00
NAGPUR METRO RAIL CORPORATION Page No.
Project Title
LIMITED (RAMJHULA SECTION) 48 of 84

Subject Design of Eccentric Pier Type : Design of Pier Column Rev. R0

Project No. 221124 Doc No. 221124/STR/RJL-EP4/SUB/REP- 27

RITES LIMITED.
Interim Consultants for NMRCL, Originator HT Date 15-07-2016
UT/Division -Design Section, Bangalore Client NMRCL
Checker M Raju Date 16-07-2016

Table 4.5.2 Computation of Demand points (along width) incorporating 2nd order effects

N Ed (MN) M 0Ed T h k = N ed /
Kr e 1 + e 2 (m) M Ed T
Point l lim
(MNm) (A c f cd ) (MNm)
LC 1a 14.19 32.44 0.16 40.59 1.00 0.104 33.91

LC 1b 13.32 28.27 0.15 41.89 1.00 0.104 29.66

LC 1c 12.22 29.23 0.14 43.75 1.00 0.104 30.50

LC 2a 11.27 20.93 0.13 45.56 1.00 0.104 22.10

LC 2b 11.22 34.08 0.13 45.65 1.00 0.104 35.24

LC 2c 11.01 19.73 0.12 46.08 1.00 0.104 20.87

LC 2d 10.98 32.29 0.12 46.15 1.00 0.104 33.43

LC 2e 10.69 20.04 0.12 46.76 1.00 0.104 21.15

LC 2f 10.65 32.39 0.12 46.86 1.00 0.104 33.49

LC 2g 11.22 22.91 0.13 45.65 1.00 0.104 24.07

LC 2h 10.96 21.70 0.12 46.18 1.00 0.104 22.84

LC 2i 10.65 22.01 0.12 46.86 1.00 0.104 23.12

LC 2j 10.30 16.76 0.12 47.63 1.00 0.104 17.83

LC 2k 10.24 32.16 0.12 47.77 1.00 0.104 33.22

LC 2l 10.24 17.94 0.12 47.77 1.00 0.104 19.01

LC 2m 7.21 11.62 0.08 56.93 1.00 0.017 11.75

LC 2n 7.16 26.06 0.08 57.16 1.00 0.017 26.18

LC 3a 13.42 31.19 0.15 41.75 1.00 0.104 32.58

LC 3b 12.72 27.84 0.14 42.88 1.00 0.104 29.16

LC 3c 11.83 28.63 0.13 44.46 1.00 0.104 29.86

LC 3d 10.24 16.76 0.12 47.77 1.00 0.104 17.82

LC 3e 10.24 16.76 0.12 47.77 1.00 0.104 17.82

LC 5 12.76 28.10 0.14 42.80 1.00 0.104 29.43

LC 2p 8.68 13.56 0.10 51.89 1.00 0.017 13.71

LC 2q 8.71 13.56 0.10 51.82 1.00 0.017 13.71

LC 2r 8.68 23.18 0.10 51.89 1.00 0.017 23.33

LC 2s 8.68 17.11 0.10 51.89 1.00 0.017 17.26

NAGPUR METRO RAIL CORPORATION Page No.
Project Title
LIMITED (RAMJHULA SECTION) 49 of 84

Subject Design of Eccentric Pier Type : Design of Pier Column Rev. R0

Project No. 221124 Doc No. 221124/STR/RJL-EP4/SUB/REP- 27

RITES LIMITED.
Interim Consultants for NMRCL, Originator HT Date 15-07-2016
UT/Division -Design Section, Bangalore Client NMRCL
Checker M Raju Date 16-07-2016

Table 4.5.3 Pier section check at ULS for axial load + biaxial moments with 2nd order effects

Demand Capacity Biaxial Interaction

Point
M Ed L M Ed T M ux (MNm) M uz (MNm) P/P u an Ratio
(MNm) (MNm)

LC 1a 14.78 33.91 94.93 63.86 0.10 1.00 0.687

LC 1b 11.23 29.66 93.97 63.21 0.09 1.00 0.589

LC 1c 9.93 30.50 92.75 62.40 0.08 1.00 0.596

LC 2a 17.84 22.10 91.69 61.69 0.08 1.00 0.553

LC 2b 5.30 35.24 91.64 61.66 0.08 1.00 0.629

LC 2c 16.83 20.87 91.41 61.50 0.08 1.00 0.524

LC 2d 8.05 33.43 91.37 61.48 0.08 1.00 0.632

LC 2e 16.45 21.15 91.05 61.26 0.07 1.00 0.526

LC 2f 3.91 33.49 91.00 61.23 0.07 1.00 0.590

LC 2g 5.30 24.07 91.64 61.66 0.08 1.00 0.448

LC 2h 4.29 22.84 91.36 61.47 0.08 1.00 0.419

LC 2i 3.91 23.12 91.00 61.23 0.07 1.00 0.421

LC 2j 18.22 17.83 90.62 60.98 0.07 1.00 0.493

LC 2k 1.51 33.22 90.56 60.93 0.07 1.00 0.562

LC 2l 1.51 19.01 90.56 60.93 0.07 1.00 0.329

LC 2m 16.75 11.75 87.19 58.69 0.05 1.00 0.392

LC 2n 1.08 26.18 87.12 58.64 0.05 1.00 0.459

LC 3a 18.81 32.58 94.07 63.28 0.09 1.00 0.715

LC 3b 15.97 29.16 93.30 62.76 0.09 1.00 0.636

LC 3c 14.93 29.86 92.32 62.11 0.08 1.00 0.643

LC 3d 1.55 17.82 90.56 60.93 0.07 1.00 0.310

LC 3e 4.34 17.82 90.56 60.93 0.07 1.00 0.340

LC 5 2.01 29.43 93.36 62.80 0.09 1.00 0.490

LC 2p 6.00 13.71 88.82 59.77 0.06 1.00 0.297

LC 2q 15.62 13.71 88.86 59.80 0.06 1.00 0.405
LC 2r 6.00 23.33 88.82 59.77 0.06 1.00 0.458
LC 2s 6.00 17.26 88.82 59.77 0.06 1.00 0.356
NAGPUR METRO RAIL CORPORATION Page No.
Project Title
LIMITED (RAMJHULA SECTION) 50 of 84

Subject Design of Eccentric Pier Type : Design of Pier Column Rev. R0

Project No. 221124 Doc No. 221124/STR/RJL-EP4/SUB/REP- 27

RITES LIMITED.
Interim Consultants for NMRCL, Originator HT Date 15-07-2016
UT/Division -Design Section, Bangalore Client NMRCL
Checker M Raju Date 16-07-2016

1.00

0.75
Interaction ratio

0.50

0.25

0.00
1a 1b 1c 2a 2b 2c 2d 2e 2f 2g 2h 2i 2j 2k 2l 2m 2n 3a 3b 3c 3d 3e 5 2p 2q 2r 2s
Load Cases

Figure 4.4.1 Summary of Interaction Ratios for different load cases

NAGPUR METRO RAIL CORPORATION Page No.
Project Title
LIMITED (RAMJHULA SECTION) 51 of 84

Subject Design of Eccentric Pier Type : Design of Pier Column Rev. R0

Project No. 221124 Doc No. 221124/STR/RJL-EP4/SUB/REP- 27

RITES LIMITED.
Interim Consultants for NMRCL, Originator HT Date 15-07-2016
UT/Division -Design Section, Bangalore Client NMRCL
Checker M Raju Date 16-07-2016

4.5.1.7 Detailing requirements for spirals/hoops as per IRC 112 (2011) & EN 1998-2 (2005)

Diameter of spiral/hoop = 12.0 mm Spacing spiral/hoop S L = 100.0 mm

L T
No. of legs provided n =6 nos No. of legs provided n =6 nos
L T
Volumetric ratio hoop r w = 0.0136 Volumetric ratio hoop r w = 0.0201

Mechanical ratio provided = 0.266 Mechanical ratio provided = 0.392

2
C/s area of reinforcement = 113.10 mm

[a] Minimum volumetric ratio required

2 2
Area of the gross section = 3984690 mm Area of the core section = 3546965 mm

Type of seismic behavior NonDuctile Normalized axial force = 0.160

Minimum mechanical ratio = 0.12 Min multiplying factor = 0.28

Mechanical ratio required = 0.050 Mechanical ratio required = 0.080 OK

[b] Spacing and extent of spirals/hoops within plastic hinge

Max spacing of hoops = 225.00 mm Length of plastic hinge = 2600.00 mm

[c] Spacing and extent of spirals/hoops outside plastic hinge

Min diameter of hoops = 11.25 mm Max spacing of hoops = 200.00 mm

Diameter of spiral/hoop = 12.0 mm Spacing spiral/hoop S L = 100.0 mm

Full confinement reinforcement is provided up to plastic hinge length from pier base; and then reduce gradually to that
required for resisting transverse shear within another plastic hinge length.

5.5.1.8 Detailing requirements for spirals/hoops as per IITK - RDSO guidelines (2010)

Diameter of spiral/hoop = 12.0 mm Spacing spiral/hoop S L = 100.0 mm

2
Area of the spiral/hoop = 678.58 mm Perimeter of hoop core = 8304.00 mm
L T
No. of legs provided n =6 nos No. of legs provided n =6 nos

[a] Minimum area of hoop rebar required

2 2
Area of the gross section = 4680000 mm Area of the core section = 4149776 mm
2
Area of hoop rebar require = 648.96 mm OK

[b] Spacing and extent of spirals/hoops within plastic hinge

Max spacing of hoops = 150.00 mm Length of plastic hinge = 3900.00 mm
[c] Spacing and extent of spirals/hoops outside plastic hinge

Min diameter of hoops = 8.00 mm Max spacing of hoops = 200.00 mm

Diameter of spiral/hoop = 12.0 mm Spacing spiral/hoop S L = 100.0 mm

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