DN-02-R0 - Minor Bridges & RUB PDF

Rupa Renaissance,Unit No.
2702,
STUP Consultants P. Ltd Plot No. D-33, D-207

Juinagar, MIDC Road, TTC Industrial Area,
Juinagar, MIDC Road, TTC Industrial Area,
E-mail: navimumbai@assystem.com
OWNER : CENTRAL RAILWAY
EPC CONTRACTOR: KEC INTERNATIONAL LIMITED
PROJECT :
Construction of 3rd line between Maramjhiri (Km.841.9) and Chichonda

(Km.911.7) stations on Itarsi-Nagpur section of Central Railway.”
TITLE : DESIGN BASIS REPORT FOR MAJOR BRIDGES, MINOR

BRIDGES, RUB AND CULVERTS
DATE Rev. MODIFICATIONS/ PREPARED CHECKED APPROVED

No. PURPOSE OF ISSUE
Name Signature Name Signature Name Signature
10.10.2022 (R0) FOR APPROVAL. SPP JT YGW
This note is the property of

STUP Consultants P.Ltd. It DATE : PAGES : NOTE No. REV.NO
should not be used, copied 10.10.2022 1 + 11 DN-02-R0 (R0)
or reproduced without their = 12 Pg.
written permission.
DATE : 10.10.2022 NOTE No: DN-02-R0
STUP Consultants P.Ltd. BY : SPP SHEET NO.: 1 .
CONTENTS
Sheet
Sr No. Description
No.
1. Introduction 2
2. Purpose of the Design Basis Note 2
3. Details of Structural Systems and other Miscellaneous items. 2
4. Bearing 3
5. Loads / Forces for Design of Railway Bridges 3
6. Load Combinations for Railway Structures 8
7. Method of Analysis & Design 11
8. Material 11
9. Durability measures 11
10. Durability, Inspectability and Maintainability 12
11. Construction Method in Brief 12
12. List of Design Codes and Standards 13

DATE : 10.10.2022 NOTE No: DN-02-R0

1 Introduction
These bridges and culverts are part of the work of “construction of 3rd line between Maramjhiri and
Chichonda stations of Itarsi Nagpur Section of Centrl Railways”. The project starts from Maramjhiri (MJY)
Station (including) and ends at Chichonda (CCD) Station (excluding), connecting 8 number of stations.
The alignment passes partly through plain and partly through rolling terrain. The total length of the
proposed route, from start point near Maramjhiri (Km.841.90) to end point (Km. 911.70) near Chichonda
is 69.80 km. Project consist of design and construction of bridges & culverts consisting of Embankment
approaches, Road Viaduc Rail vaiducts, Major bridges RUBs minor bridges and pipie culverts.
This document presents the Basis for the Engineering Design of the bridges, culverts RUB structures in
the project. Seprate design basis report for ROB's is being submitted. ROB's are to be designed as per
IRC standards.
2 Purpose of the Design Basis Note
The scope of the project includes :

1 Major bridge
(i) Proposed location At (852/5-6)
(ii) Proposed location At (878/3-4)
2 Three ROBs,
(i) ROB Br. 846/1A Maramzri ROB @ Km. 846.in Maramzri –Betul section.
(ii) ROB Br. 872/1 Amla ROB @ Km. 872/0-1 in Barsali – Amla section
(iii) ROB Br. 899/8-9 Multai ROB @ Km. 899/8-9 in Multai – Hatnapur.
3 RUB of RCC box type, 15 in numbers.
4 Minor Bridges of RCC box type and PSC Slab, 99 in numbers.
5 Pipe culverts 2 in numbers.
The purpose of this document is to highlight the general requirements, guidelines, and design philosophy
and design parameters for the design of structures and foundation. The structural designs shall be based
on relevant latest IRS codes for the structures carrying railway loads and relevant IRC Codes for
structures carrying roads. In addition to the design data particularly specified in the tender documents,
key design data extracted from the reference design standards, summary of design methods,
assumptions, use of software etc. have been outlined in this document.
Whenever it is observed that the IRS codes do not adequately cover the required issues reference has
been made to specific guidelines issued by various national & international organisation or codes, as per
the hierarchy described in the tender document. (Annexure I of Schedule D)
This note covers the design basis for the design of Bridges, culverts and RUB. For the other structures in
the project, seperate DBRs are submitted.
3 Details of Structural Systems and other Miscellaneous items.
3.1 Road under bridges
Road under-bridge (RUB) shall be provided at the following crossing
SL No. Name of RUB Chainage (m) No of spans with span

1 RUB (847.352) CH.: 847.352 MJY-BZU RCC Box (1/4.0X4.0m)
2 RUB (850/1A) CH.: 851.058 MJY-BZU RCC Box (1/6.0X5.5m)
3 RUB ( 859/27-29) CH.: 859.985 MALK-BYS RCC Box (1/4.0X4.0m)
4 RUB (876/6-8) CH.: 876.200 AMLA-JKR RCC Box (1/4.0X4.0m)
5 RUB (878/20-22) CH.: 878.470 AMLA-JKR RCC Box (1/4.0X4.6m)
6 RUB (885/1A)(885/11-13) CH.: 885.530 AMLA-JKR RCC Box (1/4.0X3.5m)
7 RUB (886/1A) ( 886/28-30) CH.: 886.900 AMLA-JKR RCC Box (1/4.0X3.5m)
8 RUB (842.580) CH.: 842.580 DHQ- MJY RCC Box (1/5.5x4.5m)
9 RUB (848.53) CH.: 848.53 MJY-BZU RCC Box (1/5.5x4.5m)
10 RUB (858.575) CH.:858.575 MALK -BYS RCC Box (1/5.5x4.5m)
11 RUB (873.275) CH.: 873.275 BYS -AMF RCC Box (1/5.5x4.5m)
12 RUB (880.027) CH.: 880.027 AMF-JKR RCC Box (1/5.5x4.5m)
13 RUB (889.452) CH.: 889.452 JKR-MTY RCC Box (1/5.5x4.5m)
DATE : 10.10.2022 NOTE No: DN-02-R0

14 RUB (901.795) CH.: 901.795 MTY-HTN RCC Box (1/5.5x4.5m)
15 RUB (904.143) CH.: 904.143 MTY-HTN RCC Box (1/5.5x4.5m)
3.2 Minor Bridges
Minor Bridges of RCC Box type shall be constructed at the following locations:
Sl. Name of No of spans with

Chainage (m)
No Bridge span length c/c (m)
1 Minor Bridge no. 842/1 CH.: 842/10-11 RCC Box (1/1.22)
2 Minor Bridge no. 843/1 CH.: 843/1-23 RCC Box (1/1.83m)
6 Minor Bridge no. 845/2 CH.: 845/4-5 RCC Box (1x1.83m)
7 Minor Bridge no. 846/1 CH.: 846/8-9 RCC Box ()1/4.57m
11 Minor Bridge no. 848/2 CH.:848/13-14 RCC Box (1/1.22m)
12 Minor Bridge no. 849/1 CH.: 849/15 RCC Box (1/6.10m)
37 Minor Bridge no.868/2 CH.: 868/14-15 RCC Box (1/1.83m)
40 Minor Bridge no. 869/3 CH.: 869/14-15 ) RCC Box (1/1.83m
DATE : 10.10.2022 NOTE No: DN-02-R0

52 Minor Bridge no. 878/2 CH.: 878/15 RCC Box (1/3.05m)
53 Minor Bridge no.880/1 CH.: 880/13-14 RCC Box (1/1.22m)
60 Minor Bridge no. (885/1) CH.: 885/12-13 RCC Box (1/6.1m)
64 Minor Bridge no. (888/2) CH.: 888/15 RCC Box (1/3.05m)
78 Minor Bridge no. (898/1) CH.: 898/13-14 RCC Box (2/6.7x2.0m)
80 Minor Bridge no. (900/2) CH.: 900/7-8 RCC Box (2/7.25x6.1m)
3.3 Pipe culverts
Sl. Name of No of spans with

Chainage (m)
No Bridge span length c/c (m)
1 Minor Bridge no. 843/2 CH.: 843/5-6 N Pipe (1/1.20)
2 Minor Bridge no. (900/3) CH.: 900/15-16 NP4 Pipe (1/0.90m)
DATE : 10.10.2022 NOTE No: DN-02-R0

3.4 major bridges
Sl Name of Bridge Span Type of Type of

Remark
N Bridge location (km) Arrangement superstructure Foundation
As per
2 x 12.2 PSC SLAB Pile foundation
1 852/1 852/5-6 tender
drawing
As per
4 x 12.2 PSC SLAB Pile foundation
2 878/1 878/3-4 tender
3.5 Miscellaneous Items
Details for the following components will be developed adhering to the codal requirements.
a) Retaining Wall
b) Friction Slab
c) Crash Barrier
d) Approach Slab
e) Railing
f) Curtain / Drop Wall
g) Weep holes of 100mm dia PVC pipe @ 1000mm c/c
4 Bearing
Tar paper bearing for PSC slab bridges.
5 Loads / Forces for Design of Railway Bridges
The design shall be for various combinations of loads e.g. self-weight, superimposed dead load (SIDL),
live loads and accompanying forces as per IRS Bridge Rules and correction slips as listed below.
5.1 Dead Loads
Dead loads shall be calculated as per clause 2.2 of IRS Bridge Rules; 2014. The density of material shall
be as listed below in accordance with Indian Roads Congress (IRC) publication IRC 6: 2017 clause 203
and Bridge Rules 2014.
Material Density
Plain Concrete 25kN/m3
Reinforced Cement Concrete 25kN/m3
Prestressed concrete 25kN/m3
Structural steel 78.5kN/m3
Ballast 19kN/m3
Rail 60 kg/m
PSC Sleepers 310 kg/sleeper
Steel Sleepers 37.3x2.515=93.8 kg/sleeper
Sleeper Density 1660 Nos per km
If there is a requirement for using data from the code which is in MKS units, the same will be used by
applying a conversion factor 1 kg = 9.81 N.
5.2 Superimposed Dead Load (SIDL)
SIDL for ballasted single track (5.3m width)

3
Ballast: = 2.46 x 19 (KN/m ) = 46.74 KN/m
Rail weight : = 0.60 (KN/m) x 2 = 1.20 KN/m
Guard Rail weight = 0.60 (KN/m) x 2 = 1.20 KN/m
DATE : 10.10.2022 NOTE No: DN-02-R0

Sleeper : = 1660 (Nos/Km) x 310 (Kg/nos.) /100000x1.2 = 6.18 KN/m
Total SIDL for per track = 55.32 KN/m
Earth fill as per actual height
TYPICAL CROSS SECTION

Note: The cross section shown above is just to clarify the loads.
5.3 Live Load
5.3.1 Rolling Stock
The bridges are designed for 25T Loading of 2008, single/double line BG track. The maximum axle load
is 25 tonnes as per appendix XXII (sheet 1 of 4 to 4 of 4) of IRS bridge rules- 2014. Equivalent Uniformly
Distributed Loads (EUDL) shall be as given in appendix XXIII and XXIII (a) of IRS Bridge Rules. The
bridge shall be also be checked for a Train load of 91.53 kN/m on both sides of locomotive as per clause
2.3 (a) of bridge rules 2014.
Dispersion of Railway live loads through sleepers and ballast is taken as per clause 2.3.4.2(a) of IRS
Bridge Rules. The sleeper is assumed to distribute the live load and weight of rails uniformly on the
ballast. The area of dispersion shall be 2745mm x 254mm, Type – I through sleepers. The load under the
sleeper/ rail is assumed to be dispersed through the fill including ballast & deck slab as per clause
2.3.4.2(a & b) of IRS Bridge rules 2014.
5.3.2 Dynamic Augmentation
The augmentation in load due to dynamic effects is considered by multiplying the live load by a
Coefficient of Dynamic Augment (CDA) as per clause 2.4 of IRS Bridge Rules.
The dynamic augment for shall be calculated as per clause 2.4.1 and 2.4.1.1 (a).
 8 
CDA = 
 0.15  6  L 
 for single track, L = Loaded length
 
Loaded length shall be as defined in IRS bridge rules for various components. For multiple track the CDA
shall be as per clause 2.4.1.1 (b), (c), (d), (e).
As per clause 2.4.2.1 (a) of IRS Bridge Rules 2014, for concrete slab and girder bridges with depth of fill
less than 900mm CDA shall be as follows.
 d 
CDA   2   * 0.5 * k
 0.9 
 8 
Where, k = CDA for Single track Span = 
 0.15  6  L 
 Subjected to a maximum of 1.0
 
Where L is the loaded length of span (m) and d is the depth of fill (m).
The reduction in CDA to account for the ballast shall be in accordance with clause 2.4.2 (b) of Bridge
Rules.
DATE : 10.10.2022 NOTE No: DN-02-R0
5.4 Transverse Forces
5.4.1 Forces Due To Eccentricity and Curvature of Track.

Minimum eccentricity: As per clause 2.5.1 of IRS Bridge Rules 2014, for ballasted deck bridges, an
eccentricity up to 100mm is considered from the centre line of track for design purposes.
5.5 Longitudinal Force
The longitudinal loads due to LWR/CWR need not be considered for slab, box bridges & pipe culvertsas
per clause 2.8.2.4.3 (f) of IRS Bridge Rules. Longitudinal force due to braking and tracktive effect shall be
as per appendix XXIV of IRS Bridge Rule 2014.
5.6 Derailment load
Derailment loads for Railway Loading are to be considered as per clause 2.14 and Appendix XXV of IRS
Bridge Rules.
5.7 Wind Load
Wind load need not be considered as per Cl 5.11 of IRS Substructure and Foundation code for span less
than 18m.
5.8 Seismic Forces

Project site belongs to seismic zone -II. Maximum length of bridges is less than 60m and span are less
than 15m. Hence seismic force need not be considered for slab, box bridges and pipe culverts as per Cl.
5.12.1.1 of IRS substructure and foundation code.
Z I S
A h    a
2 R g
5.9 Earth Pressure
Earth pressure behind any retaining structure shall be calculated in general on the basis of clause 5.7 of
IRS Bridge Substructure & Foundation Code.
The engineering properties of backfill materials are as per clause 7.5 of IRS Bridge Substructure &
Foundation Code. Dry and saturated condition of the soil will be considered for design. All earth retaining
structures, like Abutments, Return walls, Wing Walls shall be designed for active earth pressure.
Earth pressure due to surcharge on account of live load and dead loads shall be considered as per IRS
sub-structure code clause 5.8 (Correction Slip No. 28 dated 26.11.2008)
Increase in the earth pressure due to earthquake effect i.e. dynamic effect will be calculated as per
clause 5.12.6 of IRS substructure code.
While calculating the earth pressure both dry density and saturated density of earthshall be considered
and worst effect shall be taken for design. In case of provision of weep holes the water pressure will not
be considered as the water will be released through weep holes. Graded filter will be provided behind the
wall as per provision of IRS substructure code and IRC: 78.
As per clause 5.7 of IRS Bridge Substructure and Foundation Code the active earth pressure is
calculated as given below.
Active Earth Pressure (Pa):
pa  0.5 * ka * w * h 2
DATE : 10.10.2022 NOTE No: DN-02-R0

  angle of internal friction of back fill soil shall be as per design requirement. General guide line is given
is =30 degree as per Table 1 clause 5.7.1.8 of IRS Substructure code
(Backfill material shall be granular as per clause 7.5.1 of IRS Bridge Substructure and Foundation code &
GE: R50
 = 1/3  for concrete structures

o
 = 0 as the face of the wall is vertical
i = Angle which earth surface makes with the
horizontal behind the earth retaining structure.
3
W = unit weight of soil = 1.8T/m
Ka = Coefficient of static active earth pressure
2
 
 
Ka = cos (   )
2
 1 

cos 2  . cos(   )  1   sin(    ) sin(   i ) 0.5

 
 cos(   ). cos(  i ) 
Kp = Co-efficient of Passive Earth Pressure

2
 
 
cos 2 (   )
 
1
Kp =
cos 2  . cos(   )  sin(    ) sin(   i ) 
1   0.5 
 cos(   ). cos(  i ) 
K0 = Earth Pressure at rest = 1–Sin
5.10.1 Earth pressure due to surcharge
As per clause 5.8 of IRS Bridge Substructure and Foundation Code, Earth Pressure due to surcharge is
calculated is given below.
As per Table – 3
S = Surcharge for 25T loading: 13.7 T/m, having a width of uniform distribution 3.0m
V = Surcharge for Dead Load:

Case-1: When depth of the section ‘h’ is less than equal to (L-B)
Case-2: When depth of the section ‘h’ is more than (L-B)
Where,
L = Length of the retaining structure
B = Width of uniform distribution of surcharge load
at formation level;
h = Depth of the section below formation level
Case-1: h ≤ (L – B)
The active earth pressure diagrams are as under:
S V
Force due to active earth pressure on abde, P1 = h.ka
( B  h)
h
acting at from section under consideration.
2
Force due to active earth pressure on bcd, = P2

S V
P2 = h 2 .ka acting at 2h from section under
2 B ( B  h) 3 consideration.
2
S V 2h
h 2 .ka DATE : 10.10.2022 NOTE No: DN-02-R0
2 B ( B  h) 3
Case 2: h > (L – B)
P1 = Force due to active earth pressure on “abdefg”
P2 = Force due to active earth pressure on “bcd”
S V h
P1 = h.Ka acting at from section under consideration.
L 2
( S  V )( L  B ) 2 Ka   L  B 
P2 = acting at h   
2 BL   3 
from section under consideration.
S and V are assumed to act at a height of h/2 from base of the section under consideration. Surcharge
due to live load and dead load may be assumed to extend upto the front face of the ballast wall.
5.10.2 Earth pressure due to Surcharge on Return walls
The earth pressure due to surcharge on return walls of Box type abutments may be assumed to be
dispersed below the formation level at a slope of one horizontal to one vertical.
The pressure due to live load and dead load surcharge shall be calculated by the formula:
( S  V ) h1 xK a
P1 =
( B  2 D)
This pressure will be assumed to be acting at a distance of h1/2 above the section considered as shown
in Fig.
5.10.3 Earth Pressure due to Surcharge on Wing walls / Retaining walls
The wing walls are subject to the sloping surcharge due to the fill. In such cases, ‘h’ should be measured
from the point at the extreme rear of the wall at the base to point on the surcharge line vertically above
the former as shown in Fig and horizontal earth pressure P2 may be worked as follows
1
P2 = 2 Wh (h  2h3 ) xK a
Where,
h3 = 1/3 Cot  tan  x h
 = Angle of earth surcharge with the horizontal
 = Angle of internal friction of the backfill soil
W = Weight of backfill per cubic meter
Portions of a wing wall which fall within the 450 distribution of surcharge as illustrated in Fig. shall be
designed to carry an additional earth pressure due to surcharge in accordance with the formula given
above.
DATE : 10.10.2022 NOTE No: DN-02-R0
Where semi empirical methods are used to determine the earth pressure, the effect due to surcharge
shall be computed by the formula given above, considering values of Kaas per clause 5.8.5 of IRS code
bridge substructure & foundation
5.10 Forces on Parapets
Forces on parapets shall be considerd as per Cl 2.10 of IRS bridge Rules. It shall be designed for force
sof 150kg/m applied at top in horizontal and vertical direction simultaneously.
5.11 Plassaer's Quick Relay System
Loads due to PQRS system shall be considered as per clause 2.15 of Bridge Rules and as per appendix
X of bridge rules. The dispersion of the same shall be considered as per type II sleeper.
6 Load Combinations for Railway Structures
6.1 Load combination for design shall be as given below as per IRS CBC.
Combination-1 – DL + SIDL + LL with dynamic augment + (Tractive or Braking and temperature

forces) + Forces due to curvature & eccentricity + earth pressure + water
current forces and buoyancy
Combination-5 – Dead Load + Superimposed Dead Load + Derailment Load
While considering derailment loads tractive / braking shall not be applied.
The appropriate load factors for SLS & ULS condition will be as given as per IRS Concrete bridge code
2014.
Load factors for design of PSC and RCC structures are as per Table 12 IRS concrete Bridge code
2014 and for steel bridges shall be as per IRS Steel Bridge code. However the load factors for
seismic load case shall be as per IRS seismic design code.
ULS: ultimate limit state of collapse, SLS: serviceability limit state
a) SIDL shall include earth fill over structure, dead load of ballast, track, ballast retainer, precast
footpath, wearing course, hand rails, utility services, kerbs etc.
DATE : 10.10.2022 NOTE No: DN-02-R0

Basic Load cases
Load Case
No. Title Description
Load 1 Self Weight Self weight of the structure
Weight of Rail, Sleeper, Ballast, Earth
Load 2 SIDL
cushion, Services
Earth pressure at rest with outside water
Lateral Pressure due to soil, water & EPS
Load 3 pressure + Earth Pressure surcharge at rest
due to SIDL only ( bothside at rest )
due to SIDL only
Earth pressure due to live load surcharge on
Load 4 Earth pressure at rest due LL surcharge Left
left side
Load 5 Earth pressure at rest due LL surcharge Right
right side
Load 6 RAILWAY Live load Governing case
Load 7 IRC Live load Governing case
Load 8 Longitudinal force Braking or Tractive force
Load 8 Deck slab Shrinkage Force due to Deck slab Shrinkage

Active E.P with outside water on left+ EPS Lateral Pressure due to soil, water & EPS
Load 9 (active) on left+ E. P. at rest on right+EPS(at due to SIDL only one side active , other side
rest) on right at rest
Load 10 Active E.P due LL surcharge Left
left side
Earth pressureand live load surcharge on
Load 11 Active E.P due LL surcharge Right
right side
Load 8 Derailment load ULS Case 1 Two vertical line loads on either side of track
Load 9 Derailment load SLS Case 1 Two vertical line loads on either side of track
Load 10 Derailment load SLS Case 2 A Single wheel load
Load 11 Derailment load SLS Case 2 A Single wheel load

DATE : 10.10.2022 NOTE No: DN-02-R0

Load Combinations
Load Combination 1 - This combination is for Permanent load and live load
ULS 1A 1.25*Load 1 + 2.0*Load 2 + 1.7*Load 3 DL+SIDL+E.P(at rest)

1.25*Load 1 + 2.0*Load 2 + 1.7*Load 3 + DL+SIDL+E.P(at rest)+E.P Sur. due to LL Left
ULS 1B
1.7*Load 4 (at rest)
1.25*Load 1 + 2.0*Load 2 + 1.7*Load 3 DL+SIDL+E.P(at rest)+E.P Sur. Due to LL
ULS 1C
+1.7*Load 4 1.75*Load 6 Left(rest)+ +RAILWAY Live load
DL+SIDL+E.P(at rest)+E.P Sur. Due to LL
1.25*Load 1 + 2.0*Load 2 + 1.7*Load
ULS 1D Left(rest)+E.P Sur. Due to LL Right(rest)+
3+1.7*Load 4+ 1.7*Load 5 + 1.75*Load 6
RAILWAY Live load
1.25*Load 1 + 2.0*Load 2 + 1.7*Load 3 + DL+SIDL+E.P(at rest)+E.P Sur.due to LL
ULS 1E
1.7*Load 4 + 1.75*Load 7 Left(Rest)+ IRC Live load
1.25*Load 1 + 2.0*Load 2 + 1.7*Load 3+ DL+SIDL+E.P(at rest) +E.P. Sur. Due to LL
ULS 1F 1.7*Load 4+ 1.7*Load 5 + 1.75*Load 6 + Left(rest)+E.P Sur. Due to LL right(rest)
1.75*Load 7 +RAILWAY live load + IRC Live load
1.25*Load 1 + 2.0*Load 2 + 1.7*Load DL+SIDL+E.P(at rest ) +E.P. Sur. Due to LL
ULS 1G
3+1.7*Load 4+ 1.75*Load 6 + 1.75*load 7 Left(rest)+ RAILWAY Live load+ IRC Live Load
Load Combination 2 - No seismic or wind load shall be considered as per clause 5.11 & 5.12.1.1 of IRS
substructure code.
Load Combination 3- This combination is for Load combination 1 and temperatture effect The bridges
are underground structures so temprature force will not come to the structure
Load Combination 4- This combination is for permanent load and loads due to friction at bearing. This
combination will be considered for slab bridges considering coeficient of friction as 0.5 for tar paper
bearing.
Load Combination 5 - This combination is for permanent laod and Derailment load
1.25*Load 1 + 2.0*Load 2 + 1.7*Load3 + DL + SIDL + E.P + E.P. Sur.Left + E.P. Sur.

ULS 5A
1.7* Load4 + 1.7*Load5 +1.0* Right + Derailment case 1
1.25*Load 1 + 2.0*Load 2 + 1.7*Load3 + DL + SIDL + E.P + E.P. Sur.Left + E.P. Sur.
ULS 5B
1.7* Load4 + 1.7*Load5 +1.0* max.(Load Right + Derailment case 2
SLS Combination For checking of stress limits and Crack Width
SLS 1A 1.0*Load 1+1.2*Load2+1.0*Load3 DL+SIDL+E.P(at rest)

1.0*Load 1 + 1.2*Load 2 + 1.0*Load 3 + DL+SIDL+E.P(at rest)+E.P Sur. Due to LL Left
SLS 1B
1.0*Load 4 (at rest)
1.0*Load 1 + 1.2*Load 2 + 1.0*Load 3 + DL+SIDL+E.P(at rest)+E.P Sur. Due to LL
SLS 1C
1.0*Load 4 + 1.1*Load 6 Left(rest)+RAILWAY Live load
DL+SIDL+E.P(at rest)+E.P Sur. Due to LL
1.0*Load 1 + 1.2*Load 2 + 1.0*Load 3 +
SLS 1D. Left(rest)+E.P Sur. Due to LL Right(rest)+
1.0*Load 4 + 1.0*Load 5 + 1.1*Load 6
RAILWAY Live load
1.0*Load 1 + 1.2*Load 2 + 1.0*Load 3 + DL+SIDL+E.P(at rest)+E.P Sur.due to LL
SLS 1E
1.0*Load 4 + 1.1*Load 7 Left(Rest)+ IRC Live load
1.0*Load 1 + 1.2*Load 2 + 1.0*Load 3 + DL+SIDL+E.P(at rest)+E.P Sur. (Rest) +E.P.
SLS 1F. 1.0*Load 4 + 1.0*Load 5 + 1.1*Load 6+ Sur. Due to LL Left(rest)+E.P Sur. Due to LL
1.1*Load 7 right(rest) +RAILWAY live load + IRC Live load
1.0*Load 1 + 1.2*Load 2 + 1.0*Load 3 + DL+SIDL+E.P(at rest )+E.P Sur. (rest)+
SLS 1G
1.0*Load 4 + 1.1*Load 6 + 1.1*load 7 RAILWAY Live load+ IRC Live Load
DATE : 10.10.2022 NOTE No: DN-02-R0

7 Method of Analysis & Design
RCC Box Structures for minor Bridges and RUB

All type of box structures either skew or non-skew spans shall be analyzed by effective width method for
width of 1 m. Linear Elastic analysis shall be done using software such as STAAD Pro/ MIDAS / LUSAS.
Analysis shall be carried out by linear elastic method. Single frame model of unit width shall be adopted
for computing bending moments and shear forces.
Generally box bridge base slab, being at shallow depth, will be placed on moderate granular soil or on
firm clayey strata.
Skew Span will be analyzed in the same way as explained above. Only the span considered will be
perpendicular span and not the skew span as the load always travels in the shortest possible direction.
The reinforcement detailing shall be done considering the skew angle etc.
MNB & RUB shall be designed for ULS & SLS combinations in accordance with IRS CBC.
PSC Slab Bridges: PSC Slab bridges will be analysed by effective width method as per Cl. 2.3.4.2 (b) of
IRS Bridge rule 2014.
Abutments and Piers: Abutments and Piers will be analysed and designed for forces from superstructure
and earth pressure forces furnished in para 5 above and load combination mentioned in para 6 above.
Factor of safety againts overturing and sliding shall be as per Cl. 6.8 of IRS substructure code
8 Material
8.1 Concrete
The grade of concrete shall be as per IRS Concrete Bridge Code 2014 Clause No.5.4.4. The minimum
grades of concrete shall be adopted as given below. Properies of materail shall be as per IRS CBC and
IRC 112.
M30 for RCC box structure/ RCC Substructure/ parapets

M15 for PCC mud mat / levelling course
M45 for PSC members
8.2 Reinforcement (Un-tensioned steel, HYSD)
Reinforcement bars of grade Fe 500D conforming to IS: 1786 and as specified in cl. 4.5 of IRS concrete
bridge code having minimum elongation of 14.5%.
Young’s Modulus: Es=200,000 MPa

Yield Stress: fy = 500 MPa
9 Durability measures
Structures shall be designed for the Moderate exposure condition and design life of 100 years.
Clear cover shall be maintained as per Clause no 15.9.2 of IRS Concrete Bridge Code 2014 based on
exposure condition mentioned above.
Type Moderate Environment

Faces not in contact with
earth 35
50
Face in contact with earth
Cables/Tendens 75
Crack width shall be maintained as follows as per Correction Slip no 1 to Concrete bridge Code 2014.
Crack width shall be calculated for combination 1 only as per Cl 11.3.2 of IRS CBC.
For Substructure and superstructures – 0.25 mm.
DATE : 10.10.2022 NOTE No: DN-02-R0

Durability issues shall be followed as per clause 5.4, 10.4.3, 15.2.2,16.2.2 and Appendix – A of IRS
concrete Bridge code 2014.
Protective coatings for reinforcement shall be as per clause 7.1.5 of IRS Concrete Bridge Code 2014.
Design life for the bridges shall be based on exposure condition as per clause 15.1.3 of IRS Concrete
Bridge Code 2014. For the present case, it is 100 years.
10 Durability, Inspectability and Maintainability
The structural design and composition of construction materials shall ensure sufficient durability,
considering the structural details of which they form part as well as the effects of the environment to
which they may be exposed.
11 Construction Method in Brief
Construction of all the componants of the bridges shall be done as per standard engineering practice and
with all precautions for safety and accuracy of the working. The detailed construction methodology of
each componant is outside the scope of this document. The structures are to be designed for the
erection conditions and considering the sequence of construction as may be significant in the structural
design.
The writeup provided above is general in nature. Specific erection / construction methods will be provided
in the detail design document and drawing.
12 List of Design Codes and Standards
All Materials, works and construction operations shall conform to the following manuals:
13.1 List of codes applicable as per the tender document, Schedule D.
1 Indian Railway Code, for the Engineering Department
2 Indian Railway Permanent Way Manual
3 Indian Railway Works Manual
4 Rules for the opening of a Railway for the Public Carriage of passengers
5 Genaral & Subsidiary Rules, Pt.- I & II
6 Schedule of Dimensions
7 Manual of Instruction of fabrication, installation and maintenance of glued insulated rail joint
8 Code of practice for Flash Butt Welding of rails
9 Code of practice for welding of rail joints by Alumino Thermit Process
10 Indian Railway Bridge Manual
11 IRS Concrete Bridge Code
12 IRS Code of practice for The design of substructures and foundation of bridges
13 Bridge Rule 1964
14 IRS Specification (IRS B-1 and BS-110), BS -111
15 IS:1786-2008, Specification for Thermo Mechanically Treated Steel(TMT) and wires for concrete
reinforcement.
16 IS:875
17 IS:456-2000, Plain and reinforced concrete code of practice
18 IS:383-1970, Specification for coarse & fine aggregates for concrete
19 IS:269-1989, Ordinary Portland Cement 33 grade specification
20 IS:8112-1989, 43 Grade Ordinary Portland Cement
21 IS:12269-1987, Specification for 53 Grade Ordinary Portland Cement
22 IS:516-1959, Method of testing for strength of cement
23 IS:1383-1980, Code of practice for prestressed concrete
24 IS:1948-1970, Classification & Identification of soils for general engineering purposes
DATE : 10.10.2022 NOTE No: DN-02-R0

25 IS:2062
26 RDSO/2020/GE:IRS-004 .Comprehensive Guidelines and Specifications for Railway Formation.
27 IRS: Code of practice for plain, reinforced & prestressed concrete for General Bridge Construction
28 RDSO Station Manual on Indian Railway
29 IS:800-1984, Code of practice for General construction in Steel
30 USFD Manual
31 Codes, Indian Railways Standard for Bridges, structures and other subjects
32 Engineering Formulae Pocket Book
33 Signal Engineering Manual Part-I
34 Signal Engineering Manual Part-II
35 ACTM Volume - I & II and Treatise of ACTM (IRIEEN)
36 Indian Railway Electricity Rules
37 Indian Railway Standard Code of Practice For The Design of Steel or Wrought Iron Bridges Carrying
Rail, Road or Pedestrian Traffic (Steel Bridge Code) Adopted –1941 With latest correction slips
In case of any contradiction in the various codal provisions, the order of precedence shall be as follows: -
i. Provisions of this Annexure I.
ii. IRS Codal provisions
iii. IRC Codal provisions
iv. IS (BIS) Codal provisions
v. Any other standards as relevant to the work
Notes:
(a) Where there is no provision of specifications in IRS, IRC / IS codes shall be followed in the same
order.
(b) For items not covered in IRS/IRC/IS specifications, Euro codes may be followed.
13.2 Indian Standard Codes and Specifications (IS)
1 IS 456: Code of practice for plain and reinforced concrete-2000

2 IS 2950: Code of practice for design and construction of raft foundations -1981
3 IS 2911: Code of practice for design and construction of pile foundations (all parts)-2010
4 IS 6403: Code of practice for determination of bearing capacity of shallow foundations-1981
5 IS SP-16: Design aids for reinforced concrete.-1980
6 IS 1343: Code of practice for Pre-stressed concrete-2012
13.3 Indian Roads Congress codes and Specifications (IRC)
1 IRC: 5 Standard specifications and code of practice for road bridges Section-I-General features of
design-2015
2 IRC: 6 Standard specifications and code of practice for road bridges Section-II- Loads and
stresses-2017
3. IRC: 112:2011 Code of practice for concrete road bridges.
4 IRC: 22-1986 (First Revision) with Amendments (March 2003): ): Standard Specifications and
Code of Practice for Road Bridges – Section-VI -Composite Construction
5 IRC: 24 Standard specifications and code of practice for road bridges Section-V- Steel road
bridges-2010
6 IRC: 78:2014 Standard specifications and code of practice for road bridges Section-VII-
Foundations and substructure.
7 IRC: 83 (All parts) Standard specifications and code of practice for road bridges (Bearings-All
parts)-2002
8 IRC: 87:1984 Design and erection of false work for road bridges.
9 IRC: SP -13: Guidelines for the design of small bridges & culverts-2002
10 Specification for roads and bridge works issued by MORTH.-2013

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Rupa Renaissance,Unit No.

STUP Consultants P. Ltd Plot No. D-33, D-207

OWNER : CENTRAL RAILWAY

EPC CONTRACTOR: KEC INTERNATIONAL LIMITED

Construction of 3rd line between Maramjhiri (Km.841.9) and Chichonda

TITLE : DESIGN BASIS REPORT FOR MAJOR BRIDGES, MINOR

DATE Rev. MODIFICATIONS/ PREPARED CHECKED APPROVED

10.10.2022 (R0) FOR APPROVAL. SPP JT YGW

This note is the property of

STUP Consultants P.Ltd. BY : SPP SHEET NO.: 1 .

2. Purpose of the Design Basis Note 2

3. Details of Structural Systems and other Miscellaneous items. 2

5. Loads / Forces for Design of Railway Bridges 3

6. Load Combinations for Railway Structures 8

7. Method of Analysis & Design 11

10. Durability, Inspectability and Maintainability 12

11. Construction Method in Brief 12

12. List of Design Codes and Standards 13

STUP Consultants P.Ltd. BY : SPP SHEET NO.: 2 .

The scope of the project includes :

3 Details of Structural Systems and other Miscellaneous items.

3.1 Road under bridges

Road under-bridge (RUB) shall be provided at the following crossing

SL No. Name of RUB Chainage (m) No of spans with span

STUP Consultants P.Ltd. BY : SPP SHEET NO.: 3 .

3.2 Minor Bridges

Sl. Name of No of spans with

STUP Consultants P.Ltd. BY : SPP SHEET NO.: 4 .

3.3 Pipe culverts

Sl. Name of No of spans with

STUP Consultants P.Ltd. BY : SPP SHEET NO.: 5 .

Sl Name of Bridge Span Type of Type of

3.5 Miscellaneous Items

Tar paper bearing for PSC slab bridges.

5 Loads / Forces for Design of Railway Bridges

5.1 Dead Loads

5.2 Superimposed Dead Load (SIDL)

SIDL for ballasted single track (5.3m width)

STUP Consultants P.Ltd. BY : SPP SHEET NO.: 6 .

TYPICAL CROSS SECTION

5.3 Live Load

5.3.1 Rolling Stock

5.3.2 Dynamic Augmentation

STUP Consultants P.Ltd. BY : SPP SHEET NO.: 7 .

5.4 Transverse Forces

5.4.1 Forces Due To Eccentricity and Curvature of Track.

5.5 Longitudinal Force

5.6 Derailment load

5.7 Wind Load

5.8 Seismic Forces

5.9 Earth Pressure

Active Earth Pressure (Pa):

STUP Consultants P.Ltd. BY : SPP SHEET NO.: 8 .

 = 1/3  for concrete structures

Ka = Coefficient of static active earth pressure

Kp = Co-efficient of Passive Earth Pressure

K0 = Earth Pressure at rest = 1–Sin

5.10.1 Earth pressure due to surcharge

ULS 1A 1.25Load 1 + 2.0Load 2 + 1.7*Load 3 DL+SIDL+E.P(at rest)

1.25Load 1 + 2.0Load 2 + 1.7*Load3 + DL + SIDL + E.P + E.P. Sur.Left + E.P. Sur.

SLS 1A 1.0Load 1+1.2Load2+1.0*Load3 DL+SIDL+E.P(at rest)