INDEX

1. Report................................................01-17
2. Hydraulics Calculations.......................18-27
3. Soil Report.........................................28-53
4. Design
i.Superstructure Design..................... 54-170

ii.Abutment Design.......................... 171-228

iii.Pier Design....................................229-273
5. Quantity and Cost Estimate
i.Cost Abstract...................................275-276
ii.Cost Estimate..................................277-278
iii.Lead Details...................................279-283
iv.Quantity Estimate..........................284-292

6. RESETTLEMENT REHABILITATION & SOCIAL IMPACT

ASSESSMENT.......................................293-300

7. LAND ACQUISITION PLAN ....................301-303

8. RATE ANALYSIS
i. For Bridge Works.............................304-311
ii.For Road Works...............................312-317
PROJECT REPORT
Consultancy Services for preparation of Detailed Project Report and providing pre-
construction services in respect of 4 laning with paved shoulder of Imphal-Jiribam road section
Final Detailed
(length- 220km) on NH-37(old NH-53): proposed bridge over River Irang in the State of Project Report
Manipur.

Contents
1.0 EXECUTIVE SUMMARY ............................................................................................................ 2
1.1 Introduction................................................................................................................................... 2
1.2 Project Background....................................................................................................................... 2
1.3 Salient Features of the Proposed Road: ...................................................................................... 3
1.4 Abstract of Cost Estimates:......................................................................................................... 4
2.0 PROJECT BACKGROUND........................................................................................................... 5
2.1 State Profile................................................................................................................................. 5
2.2 District Profile............................................................................................................................. 6
2.3 Manipur – Roadway Network..................................................................................................... 6
3.0 PROJECT DESCRIPTION............................................................................................................. 8
3.1 General........................................................................................................................................ 8
3.2 Existing Right of Way (ROW).................................................................................................... 8
3.3 Settlements................................................................................................................................. 8
3.4 Terrain Classification................................................................................................................. 8
3.5 Geology and Soil Types............................................................................................................. 8
3.6 Existing Bridge .......................................................................................................................... 8
4.0 DRAFT DESIGN STANDARD ................................................................................................... 10
4.1 Design Standards: PSC Girder Structures.................................................................................10
5.0 COST ESTIMATE........................................................................................................................14
5.1 General...................................................................................................................................... 14
5.2 Methodology .............................................................................................................................14
5.3 Estimation of Quantities............................................................................................................ 14
5.4 Material Sources .......................................................................................................................15
5.5 Analysis of unit rates ................................................................................................................17
5.6 Abstract of Cost Estimate ......................................................................................................... 17

Page: 1
Consultancy Services for preparation of Detailed Project Report and providing pre-
construction services in respect of 4 laning with paved shoulder of Imphal-Jiribam road section
Final Detailed
(length- 220km) on NH-37(old NH-53): proposed bridge over River Irang in the State of Project Report
Manipur.

1.0 EXECUTIVE SUMMARY

1.1 Introduction
National Highways and Infrastructure Development Corporation (NHIDCL) is a fully owned
company of the Ministry of Road Transport & Highways (MoRT&H), Government of India. The
company promotes surveys, establishes, designs, builds, operates, maintains and upgrades National
Highways and Strategic Roads including interconnecting roads in parts of the country which share
international boundaries with neighboring countries. The regional connectivity so enhanced would
promote cross border trade and commerce and help safeguard India’s international borders. This
would lead to the formation of a more integrated and economically consolidated South and South East
Asia. In addition, there would be overall economic benefits for the local population and helps to
integrate the peripheral areas with the mainstream in a more robust manner.

National Highways & Infrastructure Development Corporation Ltd. is the employer and executing
agency for the consultancy services and the standards of output required from the appointed
consultants are of international level both in terms of quality and adherence to the agreed time
schedule.

Sl. No. Location of Bridge

1 At km 95.50 over the Irang river on Imphal to Jiribam road (NH-37, Old NH-53)

Pursuant to Clause 10.2 of the Terms of Reference (TOR), this Draft Detailed Project Report is
being submitted for Imphal-Jiribam road section (length- 220 Km ) on NH-37(old NH-53) in the
State of Manipur.

1.2 Project Background

In context of the above mentioned points, the existing Bailey bridge at km 95.50 on at NH-37 in the
district of Noney in the state of Manipur shall be replaced with a new PSC Bridge just on the
upstream side of the existing bridge. The approaches of Bridge will be 4-Lane with paved shoulder
configuration as per specification. However, a short approach road which connects the nearest
existing road to maintain the connectivity of Imphal to Jirbam has been proposed for the time period
of construction for proposed 4-lane road by next 2-3 years.
The consultancy services for the same is to include design of best possible alignment near the
existing bailey bridge and design of Bridge, Approaches and other structures in addition to Financial
Analysis of costs, prioritization of Bridge depending on project viability and anticipation of hazards
during construction, preparation of Land Acquisition Plan, if required and obtaining of all requisite
clearances.

Page: 2
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1.3 Salient Features of the Proposed Road:

Descriptions At present Proposed
Terrain : Hilly Hilly
Length : Proposed Length =43.7m Proposed Length =123.00m (3 x41m)

Type of Bridge : Bailey Bridge PSC Girder Bridge

Alignment : The horizontal alignment of the Minimum Design Speed Considered - 25 kmph
existing road is curvilinear.
There are some sub-standard
stiff curve and also deficiency
in transition length as per
MoRT&H standards.
Cross-Section : Carriageway: 4m Proposed Bridge & Approach Road Cross Sections
Total width: 5.6m :
For Bridge Portion (Each part of Twin Bridge)
a)Carriageway width - 9.5m
b)Crash barrier – 0.5m on either side
c)Footpath – 1.5m on single side
d)Railing – 0.5m on single side
e)Total width – 12.5m

CBR Considered : - 8%
Pavement Design : - Flexible Pavement-15 Years
Life
(Approach Road)
Protection Work : Nil Bed & Bank Protection on Approach

Total Civil Cost in : - Rs 30.75 Cr.

Rs.

Page: 3
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1.4 Abstract of Cost Estimates:

Rate Analysis for different items of works has been carried out considering Manipur Schedule of Rates
for National Highways-Works 2016.

Sr No Description of Bill Items Amount (INR Crore)

A Road Portion (Approach road)
I Cutting , Earth filling & Disposal 1.65
II Sub base 0.24
III Non-Bituminous Base Course 0.47
IV Bituminous Base Course 0.25
V Wearing Coat 0.14
Sub Total A 2.75
B Culvert (Sub Total B) 0.38
C Bridge
I Foundation 9.10
II Substructure 5.52
III Superstructure 10.28
IV Protection work 0.17
V Miscellaneous 0.03
Sub Total C 25.1
D Grand Total (A+B+C) (As per SOR 2016) 28.23
E Inflation @ 2.93% 0.83
F Add GST @ 6% 1.69
G Civil work without Maintenance (D+E+F) 30.75

Page: 4
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Manipur.

2.0 PROJECT BACKGROUND

2.1 State Profile
Manipur is a state located in the north-eastern part of India. It is surrounded by the Indian states
of Nagaland to the north, Assam to the west and Mizoram to the southwest and by Myanmar to the
south and east. The state was established on 21 January 1972. Manipur is the 24th largest state by
area in India, and the 24th largest by population. Imphal is the capital of the state. The state is located
between 23.49'N and 25.68'N latitude and between 93.03'E and 94.78'E longitude. The state is
divided into 16 districts. The total area of the State is 22,327 sq. kms.
A current map of the state of Manipur is appended below as Plate – 2.1:

Plate – 2.1: Manipur State Map

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Manipur.

2.2 District Profile

Noney district is situated in the Western part of Manipur. It is the third least populous district of
Manipur with its headquarters located at Longmai. The district is bounded by Tamenglong district in
the north, Imphal district in the east, Churachandpur and Pherzawl districts in the South, Jiribam and
Pherzawl districts in the West. The district is divided into four Sub-Divisions, i.e. Longmai, Nungba,
khoupum, Haochong Sub-Divisions.
According to the 2011 census Noney district has a population of 36671. This gives it a ranking of
the third least populous district in Manipur (out of a total of 16). Noney has a sex ratio of 939
females for every 1000 males. Noney has a higher literacy rate as a whole. In 2011, the literacy rate of
Noney was 86.90%. Male literacy was 93.40%, while female literacy rate was 78.71%.

2.3 Manipur – Roadway Network

Manipur serves as a key logistical centre for northeastern states. Main National Highways which
connects Imphal are,
a) National Highway NH-39 links Manipur with the rest of the country through the railway stations
at Dimapur in Nagaland at a distance of 215 km (134 mi) from Imphal.
b) National Highway 37 (old NH – 53) connects Manipur with another railway station at Silchar in
Assam, which is 269 km (167 mi) away from Imphal.
The road network of Manipur, with a length of 7,170 km (4,460 mi) connects all the important towns
and distant villages. However, the road condition throughout the state is often deplorable.In 2010,
Indian government announced that it is considering an Asian infrastructure network via Manipur
to Vietnam.The proposed Trans-Asian Railway (TAR), if constructed, will pass through Manipur,
connecting India & Burma, Thailand, Malaysia and Singapore.
Road map Network is appended below as Plate – 2.2:

Page: 6
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Manipur.

.
Plate – 2.2: Roadway Network in Manipur

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Final Detailed
(length- 220km) on NH-37(old NH-53): proposed bridge over River Irang in the State of Project Report
Manipur.

3.0 PROJECT DESCRIPTION

3.1 General
The proposed Bridge lies over National Highway NH-37(old NH-53) in Noney district of Manipur.
NH-37 in India links Imphal, Tupul, Noney, Khungsang, Nungba, Jiribam etc. The existing Bailey
Bridge is unable to carry the current traffic load of the NH also this narrow bridge causes congestion
in that location. To avoid the congestion of traffic and considering the present poor condition of
existing bridge NHIDCL has decided to provide a new 4-Lane bridge as per IRC standard.

3.2 Existing Right of Way (ROW)

The existing ROW width along the Approach road has been observed to be around 6 m to 14 m.
However, the existing ROW does not cater to the requirement of land i.e. 42m ROW of Hill Road
hence land is required to be acquired.
3.3 Settlements
During reconnaissance survey it has been observed that there are 8 nos. pakka and semi pakka
hutment along the bridge approach.

3.4 Terrain Classification

The project road passes through mountainous / hilly terrain. The topography is mostly rural in nature.

3.5 Geology and Soil Types

Mainly rocky strata and soil type is clayey silt with decomposed rock. A considerable depth of
Boulder layer is also found in top layer.

3.6 Existing Bridge

The existing Bridge is Single Lane Bailey Bridge. It is a single span bridge with span length of 43.7m.
The carriageway width of the existing bridge is 4 meter. The existing bridge condition is poor. Some
photographs of existing bridge are enclosed in the following page as Plate – 3.1

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 Consultancy Services for preparation of Detailed Project Report and providing pre-
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Manipur.

ation to potholes
Plate – 3.1: View of existing Bridge condition near proposed Bridge location

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Consultancy Services for preparation of Detailed Project Report and providing pre-
construction services in respect of 4 laning with paved shoulder of Imphal-Jiribam road section
Final Detailed
(length- 220km) on NH-37(old NH-53): proposed bridge over River Irang in the State of Project Report
Manipur.

4.0 DRAFT DESIGN STANDARD

4.1 Design Standards: PSC Girder Structures

(a) GEOMETRIC DESIGN

i) The overall width of the deck slab will be kept twin of 12.5m with 9.5m width carriageway.

ii) The span type and arrangement will be proposed considering site constraint, optimize the pier
number and aesthetics.

(b) LOADING STANDARD

i) All structures will be designed according to load specified in IRC-6:2017.

ii) LL on footpath will be taken as 5 KN/m2

iii) Environmental loadings such as earth pressure, water current, seismic forces and temperature
effect will be taken as per IRC/BIS Codes. IS-1893 will be followed in evaluating dynamic increment
of earth pressure.

(c) GUIDING STANDARDS FOR STRUCTURES

The Structural planning of new bridges or culverts will be guided by the layout of existing
structures.

The preliminary designs of proposed structures will be carried out in accordance with the provisions
of the following IRC Codes/guidelines.

 IRC:5-2015 - Section I, General Features of Design

 IRC:6-2017 - Section II, loads and Stresses

 IRC:112-2011 - Code for Concrete Road Bridges

 IRC:22-2015 - Section VI, Composite Construction

 IRC:40-2002 - Section IV, Brick, stone & Block Masonry

 IRC:45-1972 - Recommendations for estimating the Resistance of soil

Below Maximum Scour level in the Design of Well

 IRC:SP:84-2014 -- Manual for Four Lane Highway with Paved Shoulder

 IRC:SP:13-2004 -- Guidelines for design of small bridges and culverts

 IRC:78-2014 - Section VII, Foundations and Structure

 IRC:83-2015 - Section IX,(Part I), Metallic Bearings

 IRC:83-2015 - Section IX,(Part II), Elastomeric Bearings

 IRC:83-2002 - Section IX,(Part III), POT Bearings

Page: 10
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(length- 220km) on NH-37(old NH-53): proposed bridge over River Irang in the State of Project Report
Manipur.

 IRC:87-2011 - Guidelines for the Design & Erection of False work for
Road Bridges

 IRC:SP-33-1989 - Guidelines on Supplemental Measures for Design,

Detailing and Durability of Important Bridge Structures

 IRC:89-1997 -
Guidelines for design and construction of river training
and control works for road bridges (1st Revision)
Where IRC Codes are silent relevant BIS Codes will be followed. And where even BIS codes are
silent, international codes / MOST, MORTH guidelines will be adopted.

(d) SEISMIC DESIGN

The project road falls in Seismic Zone V, as per the classification specified in IRC:6-2017. All
bridges will be designed for Seismic forces as per clause 219.1 of the said code.

(e) SOIL PARAMETERS

The Soil parameters used in the preliminary design of foundations for Bridges will be taken from the
report of soil investigation and information obtained from local authorities / existing bridge design
data.

The following soil parameters will be used for material for back fill behind abutment of bridges and
culverts and the abutment structure will be designed accordingly.

 = 30°

 = 20°

d = 18 KN/m3

sub = 10 KN/m3

A 600 mm thick granular material filter behind abutment and fin wall and adequate weep holes in
abutment walls and fin wall will be provided for proper drainage.

(f) FOUNDATIONS:

For this Open foundation / Pile Foundation has been adopted based on the geotechnical investigation
data for the bridge.

Page: 11
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Manipur.

(g) SUBSTRUCTURE:

RC wall type piers and wall type / spill through type abutment will be provided in the bridges,
matching the requirements and site conditions. Their design will be carried out in conformity with
IRC-78-2014. The shape, size and alignment will be considered from aesthetic and hydraulic aspects.

(h) SUPERSTRUCTURE:

I) Type & Span arrangement of superstructure has been chosen considering alignment,
obstruction due to at grade intersection, space constraint and other site constraints. Generally,
Precast or Pre fabricated type superstructure such as: PSC Box Girder, PSC I-Girder, Steel-
Concrete composite T-girder, Steel-Concrete composite Box-girder, steel truss girder, steel
bow string girder, and Precast RC T-girder has been considered in selecting the
superstructure. In this case, PSC I-Girder has been used.

II) BEARINGS:

Pot-PTFE bearings will be used in this bridge as required for specific span & Elastomeric
bearings for Arrester Block.

III) RAILINGS:

Reinforced concrete railings in M-30 grade concrete following MoRT&H standard will be
provided.

IV) CRASH BARRIER:

Reinforced concrete crash barrier in M-40 grade concrete following MoRT&H standard will
be provided.

V) EXPANSION JOINTS:

Buried type expansion/strip seal joints as per MoRT&H standard will be used.

VI) WEARING COURSE:

65mm thick bituminous concrete wearing course will be adopted.

VII) APPROACH SLAB:

R.C. approach slabs, 3.50m long and 300mm thick in M-30 concrete will be used at either
end of the bridges and culverts to ensure riding comfort and to reduce vehicular surcharge
on the abutment walls. One end of the approach slab is supported on R.C. bracket projecting
out, from dirt wall while the rest of the slab is placed on compacted soil as per the guidelines
issued by MoRT&H. A leveling course, 150mm thick in M-15 grade concrete will be
used under the approach slab.

VIII) DRAINAGE SPOUTS:

4 nos. of 100mm dia drainage spout has been used for deck drainage in one side of
carriageway per span of the Twin Structure.

Page: 12
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IX) TMT REINFORCEMENT AND PRESTRESSING CABLES:

Fe-500 high yield strength deformed bars conforming to IS-1789 will be used as
reinforcement in all R.C. works. Uncoated stress relieved low relaxation strands conforming
to IS-14268 will be used in PSC works.

Prestressing Stages: As far as possible, single stage prestressing will be proposed.

Page: 13
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Manipur.

5.0 COST ESTIMATE

5.1 General
Bill of Quantities (BOQ) and the project cost estimates has been prepared considering the various
items of works associated with identified improvement proposals so as to assess the total cost of the
project. The cost estimates have been based on the available data/documents supplemented by the
consultants’ surveys, site visits and experience in similar type of works. Rate analyses of major item
of works have been worked out to verify the adopted rates.

5.2 Methodology
Cost estimate methodology involves the following:

 Computation of quantities for improvement proposal

 Unit rate analysis

 Bill pricing and finalization of cost estimates

5.3 Estimation of Quantities

The major items of the work considered for the purpose of cost estimation are:

A. Bridge over Irang River

B. Approach Road

A. Bridge

1. Structure Cost

2. Drainage Work

3. Traffic Sign, Markings and Other Road Appurtenances

4. Miscellaneous

B. Approach Road

1. Site Clearance & Dismantling

2. Earthwork
3. Granular Sub-base Course and Base Courses
4. Bituminous Courses
5. Culverts

Page: 14
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6. Drainage and Protection Work

7. Traffic Sign, Markings and Other Road Appurtenances
8. Miscellaneous
9. Detailed BOQ has been given in Volume-III

5.4 Material Sources

The sources of materials are given in tabulated form in Table no. 5.1

Coarse Aggregates

Hard stone aggregate, fulfilling the requirements of concrete works, base, sub base and asphaltic
works are considered from Stone Quarry located at 60Km from Project road .Its available from
Noney.

Sand

Coarse Sand is available from Noney an average lead of 60 km from project road.

Fine aggregates are available Noney with an average lead of 60 km from project Road.

Bitumen

Bitumen of viscosity grade VG-40 is available from Numaligarh Refinery, Assam in bulk or packed
condition. Distance from Numaligarh Refinery, Assam to bridge location lead is 417 km.

Cement

Cement to be used in the construction work shall be any of the following types with the prior approval
of the Engineer:

Ordinary Portland cement, 33 Grade, conforming to IS: 269

Rapid Hardening Portland Cement, conforming to IS: 8041

Ordinary Portland cement, 43 Grade, conforming to IS: 8112

Ordinary Portland cement, 53 Grade, conforming to IS: 12269

Sulphate Resistance Cement, Conforming to IS: 12330

The chloride content in cement shall in no case exceed 0.05 percent by mass of cement. Also, total
sulphur content calculated as sulphuric anhydride (SO3) shall in no case exceed 2.5 percent and 3.0
percent when tri-calcium aluminates present by mass is upto 5 or greater than 5 respectively. Cement
will be available at Imphal with an average lead of 107.5km from project Road.

Page: 15
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Reinforcement

For plain and reinforced concrete (PCC and RCC) or pre-stressed concrete (PSC) works, the
reinforcement/un-tensioned steel as the case may be shall consists of the following grades of
reinforcing bars as shown in the table below. Steel will be available at Imphal with an average lead of
107.5km from project road has been considered.

Characteristic
Grade Bar Type conforming to Elastic Modulus
Strength fy( MPa
Designation governing IS Specification GPa
)

S 240 IS:432 Part I, Mild Steel Bar 240 200

IS:1786 High Yield Strength

S 500 500 200
Deformed Bars (HYSD)

Table 5.1

Av.Lead
Sl. No. Material Place (Km.)

1 Local Sand (Fine) Noney 60

2 Stone Metal Barak 71

3 Stone Boulder Barak 71

4 Stone Chips, Aggregate Noney 60

5 Coarse Sand Noney 60

6 Cement Imphal 107.5

7 Steel Imphal 107.5

Numaligarh
8 Bitumen Refinery,
Assam 417

9 Structural Steel Imphal 107.5

Page: 16
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Manipur.

5.5 Analysis of unit rates

Rate Analysis for different items of works has been carried out considering Manipur Schedule
of Rates for National Highways-Works 2016.

5.6 Abstract of Cost Estimate

General Abstract of Cost is mentioned below in Table 5.2

Table 5.2

Sr No Description of Bill Items Amount (INR Crore)

A Road Portion (Approach road)
I Cutting , Earth filling & Disposal 1.65
II Sub base 0.24
III Non-Bituminous Base Course 0.47
IV Bituminous Base Course 0.25
V Wearing Coat 0.14
Sub Total A 2.75
B Culvert (Sub Total B) 0.38
C Bridge
I Foundation 9.10
II Substructure 5.52
III Superstructure 10.28
IV Protection work 0.17
V Miscellaneous 0.03
Sub Total C 25.1
D Grand Total (A+B+C) (As per SOR 2016) 28.23
E Inflation @ 2.93% 0.83
F Add GST @ 6% 1.69
G Civil work without Maintenance (D+E+F) 30.75

Page: 17
HYDRAULICS OF IRANG RIVER
CH._95.500 KM

18
 CH._95.500KM

TOTAL CATCHMENT AREA = 100492 HA

FALL IN LEVEL FROM THE CRITICAL POINT TO THE OUTLET = 1928 M

DISTANCE FROM THE CRITICAL POINT TO THE OUTLET = 63.5 KM

19
 Detailed Hydraulic Calculations
Introduction:

The length of a bridge, its depth of foundation etc. are dependent on the maximum recorded quantum of
water or flood discharge which has passed through the river or the channel over which the bridge is
proposed and as such the design discharge is very important not only from economic consideration but
also from safety or stability consideration. Therefore, the design discharge, which might be the recorded
dischrge during the past 50-100 years, shall be ascertained very carefully.

There are various methods for the estimation of flood discharge like:
1. Catchment-Run-off Method from rainfall and other characteristics of the catchment by the use of
empirical formulae or by Rational Method.
2. By using Empirical Formulae.
3. From hydraulic characteristics of the stream such as the conveyance factor and slope of the stream.
4. From area of cross-section and velocity as observed on the stream at the bridge site.
5. From recorded flood discharge near the bridge site.

The use of a particular method depends upon (i) the desired objective, (ii) the available data and (iii) the
importance of the project. Further the Rational Method is found to be suitable for peak flow prediction in
2
small catchments upto 50 km in area. It finds considerable application in urban drainage designs and in
the design of small bridges and culverts.

Below, the flood discharge is estimated only by the first two methods written above. The third method
cannot be used for the hydraulic calculations as it is not possible to measure the velocity of the stream at
the bridge site as the stream is dry now. The fourth or last method is not used as the recorded flood
discharge near the bridge site is not available.

A) Rational Method to calculate Peak Run-off from Catchment:

Step I - Input data:-

Area of Catchment (A): = 100492 Ha
Distance from the critical point to the Outlet (L): = 63.5 km
Fall in level from the critical point to the Outlet (H): = 1928 m
The values of H and L can be found from the contour map of the catchment area.
One - hour Rainfall (I0):
Value of I0 can be worked out if the total rainfall and the duration of the severest storm are known. If these
data are not available for some place, for that Meteorological Department of the Government of India,
have supplied the heaviest rainfall in mm/hour experienced by various places in India. For Gawhati, the I0
is considered from IRC:SP-13-2004.

Hence, I0 (ref. IRC:SP: 13-2004 Appendix- A) = 4.8 cm

Percentage coefficient of Run-off for the Catchment Characteristics (P):
Coefficient P depends on the (i) porosity of the soil, (ii) area, shape and the size of the catchment, (iii)
vegetation cover, (iv) surface storage viz. existence of lakes and marshes, and (v) initial state of wetness of
soil. The values of P for the various conditions of the catchment area are given below:

20
Table 4.1 (IRC:SP: 13-2004): Maximum Value of P :-
Sl. No. Characteristics of the catchment Value of P
1 Steep, bare rock and also city pavements 0.90
2 Rock, steep but wooded 0.80
3 Plateaus, lightly covered 0.70
4 Clayey soils, stiff and bare 0.60
5 Clayey soils, lightly covered 0.50
6 Loam lightly cultivated or covered 0.40
7 Loam largely covered 0.30
8 Sandy soil, light growth 0.20
9 Sandy soil, heavy brush 0.10
#N/A = 0.38

Fraction spread of storm over the catchment (f):

The mean intensity of the storm depends on the catchment area. The larger the area considered the smaller
would be the mean intensity,i.e., the mean intensity is some inverse function of the size of the catchment.
The relation of f with A can be represented by the curve given in Fig. 4.2 of IRC:SP: 13-2004, shown
below:

Hence, from curve 'f' for catchment area of 100492 hectares = 0.53

Step II - Estimating the Concentration time of a Catchment (tc):-

The time of concentration is to be calculated by the formula given below:
3 0.385
tc = (0.87 x L /H) = (0.87 x 63.5^3 /1928 )^0.385 = 6.23 hr

Step III - Calculation of Critical/ Design Intensity (Ic):-

The Design Intensity is given by the formula:
Ic = 2 x I0 /(tc + 1) = 2 x 4.8 /(6.23 + 1 ) = 1.4 cm/hr

Step IV - Calculation of Run-off (Q):-

Q = 0.028 x Ic x f x P x A = 0.028 x 1.4 x 0.53 x 0.38 x 100492 = 793.37 m3/s

Design Discharge = 794 m3/s

0.5
Regime width = 4.8 x (Q) = 135.26 m

21
 Cross-Sectinal Area-Bed Slope Method

Since the Bridge is provided across a defined stream, we estimate flood discharge from the conveyance factor & slope of the stream
applying Manning's Velocity Formula. As the flood rises above the bank line, the cross section of the river is divided in to three
subsections and velocity is calculated as per Cl-5.7, SP-13:2004.

Step I - HFL Fixation:-

From the survey data, we fix the HFL = 223.078
Position HFL LBL Chainage
At U/S 225.044 219.454 433.268
At D/S 221.324 215.396 350.784
At ± 0.0 223.078 217.847 0.0

Step II - Slope Calculation :-

Average Slope is caculated as : Position LBL Chainage = 0.005
At U/S 219.454 433.268
At D/S 215.396 350.784
Use Slope,S : = 0.005
Rugosity co-efficient used= = 0.05

Cross-Section at Chainage 0.00 m :

Main section

Level Avg. water Area of Hydraulic

Segment Wetted Velocity,V= Discharge,Q
Distance Level Difference depth below Cross radius,R= 2/3 1/2
Points Length, L Perimeter,P (R xS )/n =VxA
(m) (m) with HFL for each Section, A A/P 3
(m) (m) (m/s) (m /s)
HFL(m) segment(m) (in sqm) (m)
1 -21.254 223.078 0.000
2 -14.435 218.854 4.224 6.819 2.112 14.40 8.02
3 -13.106 218.812 4.266 1.329 4.245 5.64 1.33
4 -11.087 218.293 4.785 2.019 4.525 9.14 2.08
5 -5.646 217.952 5.126 5.441 4.956 26.96 5.45
6 0.000 217.847 5.231 5.646 5.179 29.24 5.65
3.885 3.495 645.309
7 5.729 217.918 5.160 5.729 5.196 29.77 5.73
8 13.975 218.300 4.778 8.246 4.969 40.97 8.25
9 16.631 218.812 4.266 2.656 4.522 12.01 2.70
10 17.839 219.179 3.899 1.208 4.083 4.93 1.26
11 19.598 220.298 2.780 1.759 3.340 5.87 2.08
12 23.708 223.078 0.000 4.110 1.390 5.71 4.96
Total 184.65 47.53 Total discharge 645.309

22
Cross-Section at Chainage 433.268 m U/S :

Sub section 1

Main section

Area of
Level Avg. water Hydraulic
Segment Cross Wetted Velocity,V= Discharge,Q
Distance Level Difference depth below radius,R= 2/3 1/2
Points Length, L Section, Perimeter,P (R xS )/n =VxA
(m) (m) with HFL for each A/P 3
(m) A (m) (m/s) (m /s)
HFL(m) segment(m) (m)
(in sqm)
1 -28.354 225.044
0.419 0.792 0.606
2 -27.351 223.518 1.526 1.003 0.763 0.77 1.83
Left bank Total 0.77 1.83
2 -27.351 223.518 1.526
3 -21.769 220.553 4.491 5.582 3.009 16.79 6.32
4 -18.168 220.409 4.635 3.601 4.563 16.43 3.60
5 -13.119 219.546 5.498 5.049 5.067 25.58 5.12
6 0.000 219.454 5.590 13.119 5.544 72.73 13.12 4.446 3.824 823.390
7 5.910 219.593 5.451 5.910 5.521 32.63 5.91
8 11.152 220.090 4.954 5.242 5.203 27.27 5.27
9 14.579 220.409 4.635 3.427 4.795 16.43 3.44
10 17.797 225.044 0.000 3.218 2.318 7.46 5.64
Total 215.32 48.43 Total discharge 823.996

23
Cross-Section at Chainage 350.784 m D/S :

Sub section 1

Main section

Area of
Level Avg. water Hydraulic
Segment Cross Wetted Velocity,V= Discharge,Q
Distance Level Difference depth below radius,R= 2/3 1/2
Points Length, L Section, Perimeter,P (R xS )/n =VxA
(m) (m) with HFL for each A/P 3
(m) A (m) (m/s) (m /s)
HFL(m) segment(m) (m)
(in sqm)

1 -22.735 221.324 0.000

2 -21.706 218.596 2.728 1.029 1.364 1.40 2.92
3 -20.388 218.381 2.943 1.318 2.836 3.74 1.34
4 -10.873 217.098 4.226 9.515 3.585 34.11 9.60
5 -2.399 215.576 5.748 8.474 4.987 42.26 8.61
6 0.000 215.396 5.928 2.399 5.838 14.01 2.41
3.902 3.505 567.423
7 1.992 215.597 5.727 1.992 5.828 11.61 2.00
8 7.636 217.092 4.232 5.644 4.980 28.10 5.84
9 11.237 218.381 2.943 3.601 3.588 12.92 3.82
10 14.235 218.433 2.891 2.998 2.917 8.75 3.00
11 16.125 218.932 2.392 1.890 2.642 4.99 1.95
Right Bank Total 161.88 41.49
11 16.125 218.932 2.392
0.925 1.343 4.685
12 19.043 221.324 0.000 2.918 1.196 3.49 3.77
Total 3.49 3.77 Total discharge 572.109

Discharge :-
At D/S = 572.11 m3/s
At U/S = 824.00 m3/s
At ± 0.0 = 645.31 m3/s
Discharge to be taken (Ref.: Cl.-6.2.1,IRC:SP:13-2004) = 824.00 m3/s
Design Discharge = 824.00 m3/s

24
Fixing of Bridge Length:

1) From Hydraulic calculations:

i) Rational Method:
Discharge Calculated: = 794.00 m3/s
i) Area-Slope Method:
Discharge Calculated: = 824.00 m3/s

3
Calculated Regime width for discharge of 824.00 m /s = 137.79 m
Ref.: Cl.-6.2.1,IRC:SP:13-2004
Regime width considering a restriction of 30 % = 96.453 m

2) Existing Bridge:
i) There is a 1x42.672 M _RCC T-Girder Bridge at the proposed Bridge location in bad condition
ii)Type of existing bridge = BOX
ii) Length of existing bridge = 42.672 m
3) Bank to bank distance:
Bank to bank distance: = 46 m

From the above three data and also considering the suitable abutment location and site condition,the proposed bridge has
been fixed as the details given below:
Overall length of Bridge: = 123.04 m
Span Arrangement = 3x41 M _PSC T-GIRDER
Total Bridge length (dirt wall inner to inner) = 123.040 m

25
Afflux Calculation with Orifice Formula:-

Discharge, Q = 824.0 m3/sec

Linear Waterway, L = 113.680 m
Unobstructed Stream Width, W = 137.790 m
Downstream Depth, Dd = 5.928 m
Ratio, L/W = 0.825
Coefficient 'C0' from graph 5.2 of IRC:SP:82-2008 = 0.875
Coefficient 'e' from graph 5.3 of IRC:SP:82-2008 = 0.730
g = 9.800

From IRC:SP:82-2008

Q = C0(2g)0.5 L Dd [ h + (1+e) U2/2g]1/2

or, 824.0 = 2610.527957 ( h + 0.088265306 u2)^0.5

or, (h + 0.0882653 u2 ) - 0.09963071817 = 0.000

Also just upstream of the Bridge,

Q=W(Dd+h)U
823.9957639 = 137.790 x (Dd+h)u
5.980083924 = (5.928 +h) * u
h = (5.980 / u ) - 5.9

u = 1.0070601 ok

h= 0.010 m ok

Actual Afflux = 0.01 m

Considering Afflux = 0.050 m

Fixation of formation level

Freeboard (vertical clearance) = 1.200 m

Depth of deck slab with girder = 2.775 m
Wearing course at middle = 0.065 m
H.F.L = 223.078
soffit level = H.F.L+Afflux+Vertical Clearance
= 223.078 + 0.05 + 1.2 = 224.328 m
soffit level calculated based on HFL is less than the exisiting soffit level of bridge,
so consider the soffit level is = 237.160 m
FRL = soffit level + depth of girder + wearing coat
237.16 + 2.775 + 0.065 = 240.0 m

26
 Scour Depth Calculation :
From IRC-78 , % increment of discharge with respect to catchment area = 10 %
Maximum Discharge = 793.37
Total incremented discharge as per code (for scour calculation) = 872.71 m3/s

Scour Depth Calculation :

Effective Span (bearing center to center distance) = 38.800 m
Distance bearing center to deck end = 1.08 m
Nos. of span = 3 Nos.
Expansion Gap between two adjacent span = 0.04 m
No of Expansion Gap = 4 Nos.
Total Bridge length (dirt wall inner to inner) = 123.040 m
No. of Pier = 2
Thickness of Pier = 3 m
No. of Abutment = 2
Thickness of Abutment = 1.2 m
Deduction of linear waterway due to
Abutment (1/2 of Abt.thk.) = 1.680 m
Pier = 3m
Effective LW = 113.680 m

Db = Design Discharge/ Eff. Span = 7.677 m3/sec/m

Ksf (Silt Factor) = 1.000
2 1/3
Dsm (Normal Scour Depth) = 1.34(Db /Ksf) = 5.215 m
Normal Scour Level = 217.847 m
Max. scour depth at abutment location = (1.27 x Dsm) = 6.623 m
Max. scour depth at abutment location = (1.27 x Dsm) [ From HFL-LBL Criteria] = 5.231 m
Max. scour level at abutment location = 216.455 m
Max. scour depth at pier location = (2.0 x Dsm) = 10.430 m
Max. scour level at pier location = 212.648 m

27
 SOIL RREPORT
CHAINAGE -95.500 KM
3X40.0M PSC T-GIRDER
IRANG RIVER

28
Project: Geotech Inv. work for Irang Bridge at Taoban Bazar in Manipur.

BRIDGE AT CH. KM. 95+500

1. SOIL PROFILE & PROPERTIES:

The subsoils in general are of good quality. It is characterized by a stiff to very stiff silty clay
layer at top around BH-A2 location only. A boulder layer is encountered thereafter.
Underlying the above a weathered rock layer of is encountered and that layer continued up
to the terminating depth of all the boreholes except BH-04(A2) location where boulder layer
continues upto terminating depth.
On the above basis the layer wise descriptions are presented below.

1.1. STRATUM – I :
The soil in this layer is characterized by stiff to very stiff, brownish/ yellowish grey, silty clay /
clayey silt with sand mixture. Rock fragments are observed at lower reaches. The average
“N” value of this layer is 18. The soil properties of this layer revealed from routine laboratory
test on “UDS” as well as “SPT” samples as collected from this layer are presented below.
Bulk Density, gms/cc 1.99 Specific gravity 2.69
Dry Density, gms/cc 1.68 Natural Water Content, % 18
Liquid limit % 32 Void ratio 0.940
Plastic limit % 19 GRAIN SIZE
Gravel % 07
TRSH-UU: Sand % 38
Cohesion kg/sqcm 1.19 Silt % 50
Friction angle ° 06 Clay % 05

1.2. STRATUM – IA:

This is a sand layer consists of loose brownish grey silty sand with decomposed rock dust
observed at top around BH-03 location only. Mica and clay binder have been observed in the
layer. The average corrected “N” value of this layer is 19. No UDS could be collected from
this layer. Grain size analysis of some “SPT” samples shows the following average
properties.
Specific gravity 2.73
GRAIN SIZE
Sand % 68
(Silt + Clay)% 32

1.3. STRATUM – II:

This is a boulder layer consists of different size & different type of colour boulder and the
intermediate voids are filled up with silty sand. This layer continues upto the terminating
depth around BH-04(A2) location. Drilling method has been adopted to go through the layer.
The core recovery of this layer varies from 13% to 29% with RQD nil. The following one type

29
 NATIONAL HIGHWAYS AND INFRASTRUCTURE
DEVELOPMENT CORPORATION LTD. BORE HOLE PLAN
1:500 4, Parliament Street,
New Delhi - 110001

DESCRIPTION
Consultancy Services for Preparation of Detailed Project Report and providing
MKD. DATE CHKD. APPRD.
pre-construction services in respect of 4 Laning with Paved Shoulder of
FEBRUARY, 2018 ROAD NAME:- IMPHAL TO JIRIBAM (NH-37)
REVISIONS
Imphal - Jiribam Section (length-220 Km ) on NH-37 (NH-53) for proposed bridge
over River Irang in the State of Manipur.

30
 Geotech Inv. work for Irang Bridge at Taoban Bazar in Manipur.
4047 JRC
JIRIBAM IMPHAL
239
BH-A1(01)
R.L.=237.013 M 238
00.00 237
BH-A2 (04) Completely to highly weathered, R1 22/00
* P=0.85
R.L.=235.102 M grey to deep grey, fine grained, III 236
fractured rock. R2 25/00 *
235 00.00 02.00 235
00.50 R3 40/00 P=1.02
*
234 234
Highly to moderately R4 45/00
33/62/05 N=12 Stiff to very stiff, * IV
233 weathered, grey to deep grey, 233
brownish grey to fine grained, fractured rock. R5 42/00 *
232 1.21/7°(UU) U1
yellowish grey, silty 232
R6 46/00 * P=0.90
40/53/07 N=16 clay / clayey silt with
231 sand mixture. Observed 06.00 231
R7 68/00 *
rock fragments at lower
230 42/53/05 230
N=18 reaches.. R8 72/00 *
I CL
229 U2 R9 69/00
229
1.16/5°(UU) * P=1.10
N=21 41/56/03
228 44/50/06 228
R10 73/00 *
N=30 30/26/39/05 Moderately to slightly
227 R11 77/00
227
weathered, grey to deep grey, * V
226 09.10 N>100
N>100
21/44/40/05 fine grained, fractured rock. 226
R1 13/00 R12 62/00 *
225 N>100
* 225
P=4.25 R2 17/00 R13 64/00 * P=1.05
N>100
*
224 R14 67/00
224
P=5.10 R3 15/00 *
N>100
* Design Maxm.Scour Level=217.492 M 14.00
223 223
R4 19/00 II R15 45/00
* Maxm.Scour Level=214.840 M *
222 N>100 222
R5 16/00 R16 42/00
P=8.12 * BH-P1(02) IV
221 N>100 BH-P2(03) Loose, brownish grey, silty sand. Observed 221
14.50 R6 18/00 R.L.=219.713 M R17 45/00*
* R.L.=219.492 M
decomposed rock dust, mica & clay binders.
220 R18
220
00.00 47/00 *
00.00 00.30 N>100 S.W.L.=18.07M
219 74/26 R1 23/00 18.00 219
IA DS-01 SM *
N=10 62/37/01 R2 26/00
218 II
* 218
N>100
02.00 N>100 R3 25/00 P=6.25
217 R1 25/00
* 217
* Various coloured, different size of boulders with
R4 28/00 * P=7.40
216 R2 33/00 intermediate spaces filled with sand. 216
S.W.L.=3.90M 03.60
R5 29/00 *
215 R3 25/14 S.W.L.=5.15M
215
*
R6 26/00
214 R4 29/20 * 214
*
R7 28/00 *
213 R5 23/00 213
*
R8 29/00 *
212 P=1.25 R6 25/00 212
*
R9 25/00 *
211 R7 26/00 211
*
R10 26/00
210 R8 27/00 * 210
* P=0.97
10.50 R11 34/00 *
209 R9 24/00 209
*
R12 37/00
208 R10 28/00 Highly to moderately weathered, light * 208
* grey to grey, fine grained, fractured rock. R13 40/00 *
207 R11 30/00 207
*
R14 49/00 P=1.10
206 P=0.90 R12 29/00 * 206
* 14.00
205 R13 31/00 205
*
204 R14 33/00 204
*
203 R15 37/00 203
*
R16 35/00 *
18.00

31
Project: Geotech Inv. work for Irang Bridge at Taoban Bazar in Manipur.

of test was carried out on the rock core sample.

1. Point Load index.
The average properties of this layer as revealed from the routine laboratory test are as
follows.
Bulk Density, gms/cc 2.433
Dry Density, gms/cc 2.413
Water Content, % 0.829
Specific Gravity 2.543
Porosity % 5.140
Point Load index, kg/sqcm 6.22

1.4. STRATUM – III:

This layer consists of completely to highly weathered, deep grey/ grey, fine to medium
grained rock. The core recovery of this layer ranges from 22% to 25% with nil RQD. The
average properties of this layer as revealed from the routine laboratory test are as follows.
Bulk Density, gms/cc 2.410
Dry Density, gms/cc 2.385
Water Content, % 1.07
Specific Gravity 2.722
Porosity % 6.3750
Point Load index, kg/sqcm 0.85

1.5. STRATUM – IV:

This layer consists of moderately to slightly weathered, deep grey/ grey, fine to medium
grained rock. The core recovery of this layer ranges from 62% to 73% with nil RQD. The
average properties of this layer as revealed from the routine laboratory test are as follows.
Bulk Density, gms/cc 2.601
Dry Density, gms/cc 2.582
Water Content, % 0.736
Specific Gravity 2.919
Porosity % 5.4576
Point Load index, kg/sqcm 1.02

1.6. STRATUM – V:
Underlying the above we have a highly to moderately weathered light grey/ grey, fine
grained fractured rock and that continued up to the terminating depth around all borehole
location except BH-A2 location. The core recovery of this layer ranges from 26% to 49% with
nil RQD. The average properties of this layer as revealed from the routine laboratory test are
as follows.
Bulk Density, gms/cc 2.587
Dry Density, gms/cc 2.569
Water Content, % 0.700
Specific Gravity 2.801
Porosity % 6.8020
Point Load index, kg/sqcm 1.08
32
Project: Geotech Inv. work for Irang Bridge at Taoban Bazar in Manipur.

2. CHOICE OF FOUNDATION & FOUNDING LEVEL:

The proposed structure will be a Bridge. Considering the nature of the subsoil and the type
of structures to be constructed at the present site, suitable type of foundation is suggested
around abutment and pier locations.

3. CALCULATION OF SCOUR DEPTH & SCOUR LEVEL:

As per hydraulic calculation
 Maximum scour level around Pier locations = (+) 214.840 M
 Around Abutment location no scour is expected since it is 40m away from bank. Also
around BH-A1(01) location weathered rock is encountered right from the beginning of
the borehole.
Maximum scour level (214.840M) falls inside the rock layer around BH-P2(03) location. No
scour is expected inside rock layer. Therefore we assume that, upto top of rock layer scour
will take place.
Hence design Maximum scour level around BH-P2(03) = 219.492–3.60 = 215.892 M.

4. USE OF OPEN FOUNDATION:

Since scour is not expected around abutment location A2 it is suggested to place the
foundation at a depth 3m below existing ground level.

4.1 AROUND BH-A2(04) Location

The founding level falls inside stratum I i.e. stiff to very stiff silty clay layer.

33
 Project: Geotech Inv. work for Irang Bridge at Taoban Bazar in Manipur.

Average “N” in this layer = 21, So, estimated cohesion from N value =1.00 kg/sqcm†.
From laboratory TRSH-UU test results average C = 1.19 kg/sqcm &  = 6°
Considering the predominant soil condition use C = 1.00 kg/sqcm &  = 0°

4.1.1. Evaluation of strength & deformation parameters:

STRATUM – I
Total soil modulus, Es = 4.4 x N = 92.40 kg/sqcm
[Ref. to “History of Soil penetration testing” by B. B. Broms & N. Flodin in “Penetration
Testing 1988”, ISPOT-1: vol.1, p – 185]
Undrained Young’s modulus, Eu = K x C = 500 x 1.00= 500 kg/sqcm
Again, 1/Es = 1/Eu + 1/Ed giving drained young's modulus, Ed = 113.35 kg/sqcm
Now, we have, Ed = Eu/3 = 166.67 kg/sqcm
[Refer to “Cone Penetration Testing" by A.C.Meigh, pp. No. – 53]
Considering the above, let us use Ed = 140 kg/sqcm
From Ed, mvc = 1/G.Ed =0.0119 sqcm/kg [Geological Factor, G = 0.60 & µ = 0.35]
Again from SPT “N”, mvc = 1/5N = 0.0095 sqcm/kg
[Refer to “Standard Penetration Test, State-of-the-art-Report” by Ivan K. Nixon in
“Penetration testing 1” Edited by A.Verrujt, F.L.beringen & E.H.De Leeuw, pp. No. 11]

†
Relation between SPT “N” and Shear Strength
Widely used relationship is due to Terzagi and Peck recommending C = N/16
However, it has been seen over the years with stiffness in clay the shear strength does not increase as rapidly as proposed by Terzagi.
Our experience also shows that for clays at medium to higher depth, the above relation does not hold good.
For Static Cone Penetration Tests, the recommendations for cone factor Nk generally are
C = qc/Nk where C = Cohesion in kg/sqcm and qc = Cone resistance in Static Cone and
Nk = 17 , 21 & 27 for normally consolidated clay, partly over consolidated clay and heavily over consolidated clay respectively
[Ref. Meigh, A.C (1987) : Cone Penetration Testing Methods and Interpretation, Butterworths, London, pp-43-47]
Taveres, A.X [Penetration Testing 1988, ISOPT-1, Volume-I, J.De Ruiter Editor, pp-375-379] has shown very clearly that a better correlation can be obtained
with stiffness of the clay. From his experimental results he obtained,
Range of SPT ‘N’ K = N/C
N < 10 12.50
10 < N < 20 14.20
20 < N < 30 16.25
30 < N < 40 20.00
Over the years on the basis of the laboratory test results we have been using the following relations. However, for “N” value greater than 40, we use C = N/27

R ela tio n b etw een " N " & C (kg /sq cm )

1 .5 0

1 .4 0

1 .3 0

1 .2 0

1 .1 0

1 .0 0

0 .9 0
C (K g/sqcm )

0 .8 0

0 .7 0

0 .6 0

0 .5 0

0 .4 0

0 .3 0

0 .2 0

0 .1 0

0 .0 0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
N V a lu e

34
Project: Geotech Inv. work for Irang Bridge at Taoban Bazar in Manipur.

Now, let us consider the mvc value for the pressure range between 0.50 to 2.00 kg/sqcm
Sample No. 0.50 – 1.00kg/sqcm 1.00 – 2.00kg/sqcm
BH04 / UDS02 0.0207 0.0159
Average weighted mvc,
sqcm/kg over entire pressure 0.0175
range
Giving more weightage to the laboratory test results,
Use mvc = [2 x 0.0175+0.0095+0.0119]/4=0.0141 sqcm/kg
STRATUM – II
This is a boulder layer. Use lowest possible Young’s modulus Es = 750 kg/sqcm
[corresponding to very dense sand layer]

4.1.2. DETERMINATION OF BEARING CAPACITY:

The Net Ultimate Bearing Capacity is given as:
qnu = C.Nc.Sc.Dc + q.Nq.Sq.Dq + 0.5.B.N.S.D - q
Where,
Nc, Nq and N are bearing capacity factors,
Sc, Sq and S are shape factors,
Dc, Dq and D are depth factors,
And
C = Cohesion,
q = Overburden pressure,
B = Width of foundation,
 = Effective density below foundation.

For (7.50mx14.00m) Isolated Footing

Cohesion, C = 10.00 t/sqm
Using  = 0 degree, the bearing capacity factors are:
Nc = 5.14
Nq = 1.00
N = 0.00
Use,
Depth of Foundation = Df = 3.00 M(Below Existing Ground level)
Width of Foundation = B = 7.50 M
Length of Foundation = L = 14.00 M
Overburden Pressure = q =3.000 (Depth) x 0.90 (Submerged density) = 2.70 t/sqm (Assuming the
ground water table is flushing with the ground level)
The Shape factors are [ IS:6403 - 1981 ]
Sc = 1.11 Sq = 1.11 S = 0.79
The Depth factors are [ IS:6403 - 1981 ]
Dc = 1.08 Dq = 1.00 D = 1.00
Computed Net Ultimate Bearing Capacity = 61.80 t/sqm
Using a factor of safety of 2.5, Net Safe Bearing Capacity = 24.72 t/sqm

The above bearing capacity should be checked against settlement criteria and this is shown
below.

35
 Project: Geotech Inv. work for Irang Bridge at Taoban Bazar in Manipur.

4.1.3. Settlement Calculation:

With reference to the above, the settlement is calculated and is presented below.‡
Depth of Foundation = 3.00 m below EGL
Foundation Width, B = 7.50 m
Foundation Length, L = 14.00 m
Net base Pressure, P = 2.40 kg/sqcm

Strata From To Thickness of Mid depth below DP Young's Mvc, G Si Sc St

(M) (M) compressible Founding level, Modulus, sqcm/kg (cm) (cm) (cm)
layer (M) (M) kg/sqcm
I 3.00 5.00 2.00 1.00 1.976 500.00 0.0120 0.60 0.79 2.85 3.64
5.00 7.00 2.00 3.00 1.412 500.00 0.0120 0.60 0.56 2.03 2.60
7.00 9.10 2.10 5.05 1.054 500.00 0.0120 0.60 0.44 1.59 2.04
II 9.10 12.00 2.90 7.55 0.777 750.00 0.0000 1.00 0.30 0.00 0.30
12.00 16.00 4.00 11.00 0.545 750.00 0.0000 1.00 0.29 0.00 0.29
16.00 19.00 3.00 14.50 0.402 750.00 0.0000 1.00 0.16 0.00 0.16
Total = 2.55 6.47 9.02
Fox's Depth correction Factor = 0.92
Hence, corrected Total Settlement = 8.32

Use a net allowable bearing capacity of 24 t/m2

‡
Use of mvc value to Calculate Settlement:

In our report we have calculated the settlement of soil assuming trapezoidal distribution of stress. In case of sandy soil, we are having only immediate
settlement. Now the problem starts when the soil becomes silty clay / clayey silt.
There is no definite and particular formula to calculate settlement of this type of soil. The mv value we get from the consolidation test results includes immediate
part also. It is seen that for the present case about 20-31% of compression takes place just after application of test load. Hence, judicious use of mvc (the
consolidation part only and not the mv) should be used. Thus mv value obtained from the e-logP curves should not be used blindly.
It is seen that the settlement determined as per Clause 9.2.2.3 for computation as per IS 8009 Part-1 leads to more or less same value as calculated by us.
Moreover, for sites like the present project where we have large numbers of consolidation test results, this type of approach is very very tedious. Since, this e-
logP curve is totally undefined and can not be framed in any particular equation, it is not at all suitable for any computer programming. Thus determination of
settlement through this procedure is not feasible for a day to day work basis job.
mvc & p approach is very straight forward and the equation is similar to normal settlement calculation by theory of elasticity (mvc  1/E). We are in this field
for the last 25 years and using this approach (mvc & p) satisfactorily to calculate settlement for almost all of our Clients.

Calculation of P

Note:
1) Ei = Young's Modulus values and Gi = Geological factor
A of the ith layer / sub layer,
B 2) Pi = Stress increment at the mid depth of the layer / sub
Ei = Young's Modulus. layer due to dispersion of the load applied at the founding
Pi = Stress increment C level using trapezoidal distribution of load (1H:2V)
at mid depth 3) Hi = Thickness of each layer / sub layer.
D 4) A thick layer is sometimes divided in to several sub layers
(like A, B, C etc.) for more accurate prediction of
E settlement.
F 5) Si(immediate) = Pi x Hi / Ei
6) Si(consolidation) = Pi x Hi x mvci x Gi
G

Hi H

Geological Factor: This is nothing but the consolidation settlement reduction factor,  as given in IS 8009, Part I. This is termed as geological factor by M. J.
Tomlinson as the value is dependent on geology and pore pressure history of the soil.

36
Project: Geotech Inv. work for Irang Bridge at Taoban Bazar in Manipur.

4.2 AROUND BH-A1 (01)

The founding level falls inside weathered rock layer
Based on RMR Method:
Calculated RMR = 08 as per IS: 13365(Part1)-1998, Annex B
a) The minimum value of point load strength index in this layer is taken as 0.85 kg/sqcm,
corresponding rating = 00
b) RQD value, a minimum of 10% is considered as per codal provision (IS 13365, Part 1),
corresponding rating = 03
c) Spacing of discontinuity taken as close. corresponding rating = 05
d) Condition of discontinuity considered as 5mm thick soft gauge 5mm wide continuous
discontinuity, corresponding rating = 00
e) Ground water condition taken as Wet. corresponding rating = 07
f) Dip Angle Joint Orientation taken as fair (based on geological formation), corresponding
rating = (–)7
So, RMR = 00+03+05+00+07+(–)7 = 08
So, from Table-3 of IS: 12070 (Amendment 1, Nov. 2008) qns = 36 t/sqm (by interpolation) for 12mm
settlement.

4.3. RECOMMENDATIONS:
Based on the above calculation, the following bearing capacity values are recommended. It
is suggested to go for foundation with scour protection.

Depth of foundation (m) Recommended Net

Borehole Founding
below Existing Ground Allowable Bearing
Location Layer
Level Capacity (t/sqm)

2.00 23

BH – A2 (04) 3.00 Very stiff silty 24

Clay
4.00 25
Weathered
BH – A1 (01) 2.00-4.00 35
Rock
Note:
1) Limiting settlement inside rock is considered as 12mm irrespective of foundation type.
2) The above bearing capacity inside rock is based on limiting the settlement; it should not be
increased if the foundation is embedded further into the rock unless the rock quality improves.
3) In case any loose pocket is observed at the founding level, then the same should be excavated out
and the same shall be filled up with PCC upto the founding level..

37
Project: Geotech Inv. work for Irang Bridge at Taoban Bazar in Manipur.

5. USE OF R.C. BORED PILE:

Around BH-P2(03) and BH-P1(02) location deep foundation in the form of pile is
recommended. Bored cast in-situ piles are preferred due to typical geological formation,
availability of construction agencies, ease of construction and less sound pollution. Such
piles may be placed at a suitable depth below Maximum scour level / inside rock layer
depending on structural requirement/ relevant codal provisions.
While calculating the pile capacity, let us assume that
a) Assumed Grade of Concrete = M35
b) Diameter of pile used = 1200mm.
Pile capacity is determined as per the following two Approaches:

5.1 DETERMINATION OF VERTICAL PILE CAPACITY

AROUND BH-P1(02) LOCATION :
Approach – 1
As per Appendix-5, Clause 709.3.1, Method 2 of IRC 78-2014
Pile Capacity Calculation around BH-P2 (1200mm diameter Pile)
Length of pile inside rock layer = 10m i.e. length of socket = 9.70m [Neglecting 0.30m as
seating drive]
Refer to IRC: 78 - 2014
From the subsoil profile, it is seen that rock is available at 3.50 m below EGL
Let us neglect the soil upto top of rock for pile capacity calculation
Ultimate Pile capacity, Qu = Re + Raf = Cub.Nc.Ab + Cus.As
Where, Re = Ultimate End Bearing & Raf = Ultimate side socket shear
Cub = Average shear strength below base of Pile based on "N" value
Cus = Ultimate shear strength along socket length based on "N" value
Ab = Base area of Pile
As = Socket side area
Nc = 9

Calculation of End Bearing

From field data, extrapolated ''N'' = 675, restricted to 300
By interpolation Cub = 330t/sqm
Hence, ultimate base pressure = 330 x 9 = 2970t/sqm
Using a FOS of 3, safe base pressure = 2970 / 3 = 990t/sqm

38
Project: Geotech Inv. work for Irang Bridge at Taoban Bazar in Manipur.

As per code, restrict the safe base pressure to 500t/sqm

Pile Base Area, Ab = 1.131sqm
Hence, Safe End Resistance = 500 x 1.131 = 565.5T

Calculation of Socket Side Resistance

From field data, extrapolated ''N'' = 675, restricted to 300
By interpolation Cus = 330t/sqm
Restricting the Cus value to 300t/sqm assuming grade of concrete as M35
Length of Socket, L = 10m
Neglecting the top 300mm, effective length of socket, l = 7.20m
maximum value as per code
So, socket area, As = 27.143sqm
Hence Ultimate Socket Side Resistance = 300 x 27.143 = 8142.9T
Using a FOS of 6, safe socket side resistance = 8142.9 / 6 = 1357.15T

Hence total pile capacity = 565.5 + 1357.15 = 1922.65T

Maximum permissible stress in compression = 9 N/sqmm = 900 T/sqm for M35 grade
concrete as per [Table-21, IS 456:2000, Page 81]
Pile area = 1.131 sqm
Maximum load permissible on pile = 1018 Ton

Approach – 2
As per Clause B-8 of IS 2911 (Part 1/ Sec 2) : 2010
As per IS 2911(Part 1/Sec 2): 2010, (Annex-B, cl.B-8) the allowable load on the pile,
Qa = cu1Nc (B2/4Fs) +  cu2 (BL/Fs)
Where,
Cu1 = Shear strength of rock below the base of the pile, in kN/m 2
Nc = Bearing capacity factor taken as 9
Fs = Factor of safety usually taken as 3
 = 0.9 (recommended value)
Cu2 = Average shear strength of rock in the socketed length of pile, in kN/m 2
B = Minimum width of pile shaft (diameter in case of circular piles), in m
L = socket length of pile, in m
Considering socket length, L = 9.70m [Neglecting 0.30m as seating drive]
D = diameter of pile in m = 1.20m
Use design Cu1 = 400 kN/m2 = 40t/m2 and design Cu2 = 400 kN/m2 = 40t/m2

39
Project: Geotech Inv. work for Irang Bridge at Taoban Bazar in Manipur.

Therefore, Qa = cu1Nc (B2/4Fs) +  cu2 (BL/Fs)

= [40 x 9 x (3.14159 x 1.202)/(4 x 3) + 0.90 x 40 x (3.14159 x 1.20 x 9.70) / 3] T
= 574.53 T
However due to uncertain behavior of rock and wide variation of rock quality the vertical pile
capacity value is restricted to 400 T

5.3. HORIZONTAL PILE CAPACITY

For 1200mm diameter Pile
Use design cohesion C = 4 kg/sqcm for lateral pile capacity calculation (As used above)
Refer to IS : 2911 (Part I/Sec 2) - 2010, Appendix - C
Modulus of Subgrade reaction, k1 = 14.40 kg/cucm corresponding to Cohesion = 4.00 kg/sqcm
Now, K = (k1/1.5) x (30/D) which is coming as 2.40 kg/cucm [D = Pile dia in cm]
Stiffness factor, R = [EI/KD]1/4
Now, I = 10.18 x 106 cm4 [for 1200mm dia pile]
E = 5000 x (fck)0.5 = 5000 x (35)0.5 = 29580 N/sqmm = 2.96 x 105 kg/sqcm
Hence, R = 319.76 cm
From Graph (Fig.4), Lf = 1.95 x R = 623.54 cm [Assuming Fixed Head Piles]
Pile Head deflection, Y = H x Lf3 / 12EI = 0.0671mm for 1T load
So, for 12mm horizontal deflection at maximum scour level Horizontal force at pile head
is given by , H = 178.85T, restricted to 40 T
Now, Moment = [H x Lf/2] = [1 x 6.24/2] = 3.12t-m per T of thrust
The Reduction Factor for computation of Maximum Moment in Pile, m = 0.70
So, the corrected actual moment, M = 3.12 x 0.70 = 2.18t-m per T of thrust

5.4. RECOMMENDATION:
With reference to the above and considering subsoil condition, the recommended pile
capacity values is presented below.
Pile Diameter = 1200mm

Approximate Recommended
Borehole Lateral Pile
Length of Pile* Vertical Pile
Location Capacity
(m) Capacity (T)
H = 40T & 40 T for
BH-P2 (03) 11.50 400 Overhang length of 0m &
2m Respectively.
Corresponding M = 2.18 &
3.21t-m/t of thrust and Lf =
BH-P1 (02) 14.50 400
6.23m and 5.68m
respectively.

Note :
a. Pile load test should be conducted to ascertain the pile capacity as per IS: 2911,Part IV.
b. *Bottom of Pile Cap is considered 2m depth below Existing ground level.

40
Project: Geotech Inv. work for Irang Bridge at Taoban Bazar in Manipur.

6. SUMMARY & CONCLUSIONS

Based on the field and laboratory test results and the foregoing discussion, the following are
summarised.

1. The subsoils in general are of good quality. It is characterized by a stiff to very stiff silty
clay layer at top around BH-A2 location only. A boulder layer is encountered thereafter.
Underlying the above a weathered rock layer of is encountered and that layer continued
up to the terminating depth of all the boreholes except BH-04(A2) location where boulder
layer continues upto terminating depth.

2. Foundation System around BH-A2 (04) & A1 (01) location:

Use of Open Foundation:

a) We have boulder deposit from 9.10m below EGL which continues upto the borehole
terminating depth. Piling through the boulder layer is very difficult & thus avoided.

b) In A1 location weathered rock layer is encountered right from the beginning of the
borehole.

c) Under this circumstances it is suggested to go for open foundation.

d) The determination of bearing capacity and recommendations are presented in the

previous section. However, for routine design, this is further presented below.

Depth of foundation (m) Recommended Net

Borehole Founding
below Existing Ground Allowable Bearing
Location Layer
Level Capacity (t/sqm)

2.00 23

BH – A2 (04) 3.00 Very stiff silty 24

Clay
4.00 25
Weathered
BH – A1 (01) 2.00-4.00 35
Rock

Note:
1) Limiting settlement inside rock is considered as 12mm irrespective of foundation type.
2) The above bearing capacity inside rock is based on limiting the settlement; it should not be
increased if the foundation is embedded further into the rock unless the rock quality improves.
3) In case any loose pocket is observed at the founding level, then the same should be excavated out
and the same shall be filled up with PCC upto the founding level..
4) Foundation will be scour protected.

41
Project: Geotech Inv. work for Irang Bridge at Taoban Bazar in Manipur.

3. Foundation System around BH-P2 (03) & P1(03)location:

Use of Pile Foundation:

a) Deep foundation in form R.C. Bored pile is recommended.
b) Bored cast-in-situ piles are preferred due to availability of construction agencies,
ease of construction, less sound pollution and typical geological formation.
c) The recommended pile capacity value is presented below.
Pile Diameter = 1200mm & Grade of concrete = M35

Approximate Recommended
Borehole Lateral Pile
Length of Pile* Vertical Pile
Location Capacity
(m) Capacity (T)
H = 40T & 40 T for
BH-P2 (03) 11.50 400 Overhang length of 0m &
2m Respectively.
Corresponding M = 2.18 &
3.21t-m/t of thrust and Lf =
BH-P1 (02) 14.50 400
6.23m and 5.68m
respectively.

Note :
i. Pile load test should be conducted to ascertain the pile capacity as per IS: 2911,Part IV.
ii. *Bottom of Pile Cap is considered 2m depth below Existing ground level.

42
Project: Geotech Inv. work for Irang Bridge at Taoban Bazar in Manipur.

DESCRIPTION OF FEW CORE SAMPLES

BH: A1 (01)
R01 (00.00-01.00)m : Moderately weathered, steel grey, fine grains are moderately compacted
and bedded, medium hard and weak Siltstone.

R03 (02.00-03.00)m : Moderately weathered, steel grey, fine grains are moderately compacted
and bedded, medium hard and weak Siltstone.

R06 (05.00-06.00)m : Slightly weathered, dark grey, very fine grains are moderately compacted
and thinly bedded, soft and weak Shale.

R09 (08.00-09.00)m : Slightly weathered, steel grey, fine grains are moderately compacted and
bedded, medium hard and weak Siltstone.

R11 (10.00-11.00)m : Slightly weathered, steel grey, fine grains are moderately compacted and
bedded, medium hard and weak Siltstone.

R13 (12.00-13.00)m : Slightly weathered, steel grey, fine grains are moderately compacted and
bedded, medium hard and weak Siltstone.

BH: A2 (04)
R02(10.00-11.00)m : Steel grey, fine grains are densely compacted, hard and strong Siltstone
boulder.

R03 (11.00-12.00)m : Steel grey, fine grains are densely compacted, hard and strong Siltstone
boulder.

R05 (13.00-14.00)m : Steel grey, fine grains are densely compacted, hard and strong Siltstone
boulder.

BH: P1 (02)
R03(02.00-03.00)m : Steel grey, fine grains are densely compacted, hard and strong Siltstone
boulder.

R04(03.00-04.00)m : Steel grey, fine grains are densely compacted, hard and strong Siltstone
boulder.

R06(05.00-06.00)m : Steel grey, fine grains are densely compacted, hard and strong Siltstone
boulder.

R10(09.00-10.00)m : Steel grey, fine grains are densely compacted, hard and strong Siltstone
boulder.

R11(10.00-11.00)m : Moderately weathered, dark grey, very fine grains are moderately
compacted and thinly bedded, soft and weak Shale.

R14(13.00-14.00)m : Moderately weathered, dark grey, very fine grains are moderately
compacted and thinly bedded, soft and weak Shale.

BH: P2 (03)
R03(04.00-05.00)m : Highly weathered, steel grey with brown patches, fine grains are
moderately compacted and bedded, medium hard and weak Siltstone.

R04 (05.00-06.00)m : Highly weathered, steel grey with brown patches, fine grains are

43
Project: Geotech Inv. work for Irang Bridge at Taoban Bazar in Manipur.

moderately compacted and bedded, medium hard and weak Siltstone.

R06 (07.00-08.00)m : Highly weathered, steel grey with brown patches, fine grains are
moderately compacted and bedded, medium hard and weak Siltstone.

R08 (09.00-10.00)m : Highly weathered, steel grey, fine grains are moderately compacted and
bedded, medium hard and weak Siltstone.

R12 (13.00-14.00)m : Highly weathered, steel grey, fine grains are moderately compacted and
bedded, medium hard and weak Siltstone.

R16 (17.00-18.00)m : Highly weathered, steel grey, fine grains are moderately compacted and
bedded, medium hard and weak Siltstone.

44
 SUMMARY OF FIELD AND LABORATORY TEST RESULTS
Project : Geotech Inv. work for Irang Bridge at Taoban Bazar in Manipur. Commencement Date : 10/1/2018 Level of Ground : 219.492 M Job No : 4047
Bore Hole No. : 3 (P2) Location : E=550361.231 / N=2748453.528 Completion Date : 15/01/2018 Standing Water Level : 3.90 M Sheet No :
Depth in Mete
S.P.T. blows Shearing Strength
below
per 30cm Characteristics
reference

Visual Description of Soil

pH
Cl (%)
SO4 (%)
Remarks

Void Ratio

To
Content (%)

at Laboratory

reference level
Percent RQD

From
Value
Specific Gravity

%Gravel>72mm

Sample Ref. No.

Liquid Limit (%)
Plastic Limit (%)

Natural Moisture

% Clay<0.002mm

Size of Hole (mm)

Elevation in Metre
%Sand 2.0-0.06mm
Shrinkage Limit (%)

% Silt 0.06-0.002mm

Type of test conducted

Depth of Sample below

Dry Density in gms/cm3

Symbolic representation
Unconfined Compressive

Depth in Metre
Percent Core Recovery
Strength of Rock (Kg/cm2)

Angle of Shearing
Resistance in Deg.

Level of Water table/L.W.L.

Cohesion C (kg/cm2)
219.4920 215.592 150/NX 0.00M

218.9920 0.50 0.50 DS-01 74 26 #

Loose, brownish grey, silty sand with
decomposed rock dust. Obs. Mica & clay
218.4920 1.00 1.45 1.00 SPT-01 1.00 10 62 37 1 2.73
binders.
217.7920 1.70 1.70 DS-02 2.00M
217.6420 1.85 1.88 1.85 *SPT-02 1.85 R

217.4920 2.00 2.02 2.00 *SPT-03 2.00 R Various coloured, different size of boulders,
with intermediate voids filled up by sand.
219.4920 2.00 3.00 R1 25 0

219.4920 3.00 4.00 R2 33 0 4.00M

219.4920 4.00 5.00 R3 25 14 2.496 3.573 1.20 --/--

219.4920 5.00 6.00 R4 29 20 2.515 2.867 0.80 --/--

219.4920 6.00 7.00 R5 23 0

219.4920 7.00 8.00 R6 25 0 2.721 2.791 0.52

219.4920 8.00 9.00 R7 26 0

219.4920 9.00 10.00 R8 27 0 2.684 2.958 0.71

Highly weathered, light grey to grey, fine
219.4920 10.00 11.00 R9 24 0 grained, highly fractured rocks.

219.4920 11.00 12.00 R10 28 0

219.4920 12.00 13.00 R11 30 0

219.4920 13.00 14.00 R12 29 0 2.545 3.064 0.55

219.4920 14.00 15.00 R13 31 0

219.4920 15.00 16.00 R14 33 0

219.4920 16.00 17.00 R15 37 0

219.4920 17.00 18.00 R16 35 0 2.515 2.710 0.62

18.00M
Undisturbed (UDS) Penetrometer (SPT) Disturbed (DS) Water Sample (WS) R = Refusal
* means sample could not be recovered @ 1)Note: Chemical Test results for Water Samples for Chloride & Sulphate is given as Mg/Litr &
# means(Silt + clay) % for soil samples SO 4 content is expressed as SO 3.

45
 SUMMARY OF FIELD AND LABORATORY TEST RESULTS
Project : Geotech Inv. work for Irang Bridge at Taoban Bazar in Manipur. Commencement Date : 18/01/2018 Level of Ground : 237.013 M Job No : 4047
Bore Hole No. : 1 (A1) Location : E=550426.572 / N=2748403.922 Completion Date : 24/01/2018 Standing Water Level : 18.07 M Sheet No :
Depth in Mete
S.P.T. blows Shearing Strength
below
per 30cm Characteristics
reference

Visual Description of Soil

pH
Cl (%)
SO4 (%)
Remarks

Void Ratio

To
Content (%)

at Laboratory

reference level
Percent RQD

From
Value
Specific Gravity

%Gravel>72mm

Sample Ref. No.

Liquid Limit (%)
Plastic Limit (%)

Natural Moisture

% Clay<0.002mm

Size of Hole (mm)

Elevation in Metre
%Sand 2.0-0.06mm
Shrinkage Limit (%)

% Silt 0.06-0.002mm

Type of test conducted

Depth of Sample below

Dry Density in gms/cm3

Symbolic representation
Unconfined Compressive

Depth in Metre
Percent Core Recovery
Strength of Rock (Kg/cm2)

Angle of Shearing
Resistance in Deg.

Level of Water table/L.W.L.

Cohesion C (kg/cm2)
237.0130 218.943 NX 0.00M

236.0130 0.00 1.00 1.00 R1 22 0 Completely to highly weathered, grey to deep 2.385 2.722 1.07 P=0.85
grey, fine grained, fractured rock.
235.0130 1.00 2.00 2.00 R2 25 0
2.00M
234.0130 2.00 3.00 3.00 R3 40 0 2.721 2.948 0.66 P=1.02

233.0130 3.00 4.00 4.00 R4 45 0 Highly to moderately weathered, grey to deep

grey, fine grained, fractured rock.
232.0130 4.00 5.00 5.00 R5 42 0

231.0130 5.00 6.00 6.00 R6 46 0 2.486 2.610 0.54 P=0.9

6.00M
230.0130 6.00 7.00 7.00 R7 68 0

229.0130 7.00 8.00 8.00 R8 72 0

228.0130 8.00 9.00 9.00 R9 69 0 Moderately to slightly weathered, grey to 2.491 2.665 0.66 P=1.1
deep grey, fine grained, fractured rock.
227.0130 9.00 10.00 10.00 R10 73 0

226.0130 10.00 11.00 11.00 R11 77 0 2.704 3.052 0.83 --/--

225.0130 11.00 12.00 12.00 R12 62 0

224.0130 12.00 13.00 13.00 R13 64 0 2.511 2.686 0.58 P=1.05

223.0130 13.00 14.00 14.00 R14 67 0

14.00M
222.0130 14.00 15.00 15.00 R15 45 0

221.0130 15.00 16.00 16.00 R16 42 0 Higly to moderately weathered,steel grey to

grey, fine grained, fractured rock.
220.0130 16.00 17.00 17.00 R17 45 0

219.0130 17.00 18.00 18.00 R18 47 0 18.00M

Undisturbed (UDS) Penetrometer (SPT) Disturbed (DS) Water Sample (WS) R = Refusal
* means sample could not be recovered @ 1)Note: Chemical Test results for Water Samples for Chloride & Sulphate is given as Mg/Litr &
# means(Silt + clay) % for soil samples SO 4 content is expressed as SO 3.

46
 SUMMARY OF FIELD AND LABORATORY TEST RESULTS
Project : Geotech Inv. work for Irang Bridge at Taoban Bazar in Manipur. Commencement Date : 6/2/2018 Level of Ground : 219.713 M Job No : 4047
Bore Hole No. : 2 (P1) Location : E=550384.558 / N=2748416.460 Completion Date : 12/2/2018 Standing Water Level : 5.15 M Sheet No :
Depth in Mete
S.P.T. blows Shearing Strength
below
per 30cm Characteristics
reference

Visual Description of Soil

pH
Cl (%)
SO4 (%)
Remarks

Void Ratio

To
Content (%)

at Laboratory

reference level
Percent RQD

From
Value
Specific Gravity

%Gravel>72mm

Sample Ref. No.

Liquid Limit (%)
Plastic Limit (%)

Natural Moisture

% Clay<0.002mm

Size of Hole (mm)

Elevation in Metre
%Sand 2.0-0.06mm
Shrinkage Limit (%)

% Silt 0.06-0.002mm

Type of test conducted

Depth of Sample below

Dry Density in gms/cm3

Symbolic representation
Unconfined Compressive

Depth in Metre
Percent Core Recovery
Strength of Rock (Kg/cm2)

Angle of Shearing
Resistance in Deg.

Level of Water table/L.W.L.

Cohesion C (kg/cm2)
219.7130 214.563 150/NX 0.00M

219.5130 0.20 0.20 DS-01 Brownish grey, silty clay with sand mixture.
Observed boulders.
219.4130 0.30 0.32 0.30 *SPT-01 0.30 R
0.30M
219.7130 0.30 1.00 R1 23 0

219.7130 1.00 2.00 R2 26 0

219.7130 2.00 3.00 R3 25 0 2.265 2.446 0.75 P=6.25

219.7130 3.00 4.00 R4 28 0 2.221 2.396 0.99 P=7.4

Various coloured, different size of boulders
219.7130 4.00 5.00 R5 29 0 with intermediate space filled with sand.

219.7130 5.00 6.00 R6 26 0 2.364 2.456 0.65 --/--

219.7130 6.00 7.00 R7 28 0

219.7130 7.00 8.00 R8 29 0

219.7130 8.00 9.00 R9 25 0

219.7130 9.00 10.00 R10 26 0 2.521 2.608 0.58 --/--

219.7130 10.00 11.00 R11 34 0 2.571 2.948 0.97 P=0.97

10.50M
219.7130 11.00 12.00 R12 37 0
Highly to moderately weathered, light grey to
219.7130 12.00 13.00 R13 40 0 grey, fine grained, fractured rock.

219.7130 13.00 14.00 R14 49 0 2.569 2.721 0.67 P=1.1

14.00M
Undisturbed (UDS) Penetrometer (SPT) Disturbed (DS) Water Sample (WS) R = Refusal
* means sample could not be recovered @ 1)Note: Chemical Test results for Water Samples for Chloride & Sulphate is given as Mg/Litr &
# means(Silt + clay) % for soil samples SO 4 content is expressed as SO 3.

47
 SUMMARY OF FIELD AND LABORATORY TEST RESULTS
Project : Geotech Inv. work for Irang Bridge at Taoban Bazar in Manipur. Commencement Date : 23/12/2017 Level of Ground : 235.102 M Job No : 4047
Bore Hole No. : 04 (A2) Location : E=550319.246 / N=2748466.027 Completion Date : 7/1/2018 Standing Water Level : Not found M Sheet No :
Depth in Mete
S.P.T. blows Shearing Strength
below
per 30cm Characteristics
reference

Visual Description of Soil

pH
Cl (%)
SO4 (%)
Remarks

Void Ratio

To
Content (%)

at Laboratory

reference level
Percent RQD

From
Value
Specific Gravity

%Gravel>72mm

Sample Ref. No.

Liquid Limit (%)
Plastic Limit (%)

Natural Moisture

% Clay<0.002mm

Size of Hole (mm)

Elevation in Metre
%Sand 2.0-0.06mm
Shrinkage Limit (%)

% Silt 0.06-0.002mm

Type of test conducted

Depth of Sample below

Dry Density in gms/cm3

Symbolic representation
Unconfined Compressive

Depth in Metre
Percent Core Recovery
Strength of Rock (Kg/cm2)

Angle of Shearing
Resistance in Deg.

Level of Water table/L.W.L.

Cohesion C (kg/cm2)
235.1020 150/NX 0.00M

234.6020 0.50 0.50 DS-01

234.1020 1.00 1.00 DS-02

233.6020 1.50 1.95 1.50 SPT-01 1.50 12 33 62 5 2.70

232.6020 2.50 2.50 DS-03

Stiff to Very stiff, brownish grey to yellowish
grey, silty clay / clayey silt with sand mixture.
232.1020 3.00 3.45 3.00 UDS-01 UU 40 53 7 1.68 2.66 17 30 18 1.21 7
Observed rock pieces at lower reaches.
231.6520 3.45 3.90 3.45 SPT-02 3.45 16

230.6020 4.50 4.50 DS-04

230.1020 5.00 5.45 5.00 SPT-03 5.00 18 42 53 5 2.67

229.4020 5.70 5.70 DS-05

229.1020 6.00 6.45 6.00 UDS-02 UU 44 50 6 1.69 2.68 0.940 19 32 20 1.16 5

228.6520 6.45 6.90 6.45 SPT-04 6.45 21 41 56 3 2.71

227.9020 7.20 7.20 DS-06 33 20

227.6020 7.50 7.95 7.50 SPT-05 7.50 30 30 26 39 5 2.74

226.6020 8.50 8.50 DS-07

226.3020 8.80 9.00 8.80 SPT-06 8.80 >100 21 44 30 5 2.70

226.0020 9.10 9.13 9.10 *SPT-07 9.10 R 9.10M

235.1020 9.1 10.00 R1 13 0

225.1020 10.00 10.02 10.00 *SPT-08 10.00 R

235.1020 10.00 11.00 R2 17 0 2.494 2.601 1.65 P=4.25

224.1020 11.00 11.03 11.00 *SPT-09 11.00 R

235.1020 11.00 12.00 R3 15 0 2.542 2.696 0.58 P=5.1

223.1020 12.00 12.02 12.00 *SPT-10 12.00 R Various coloured, different size of boulders
with intermediate voids filled up with sand.
235.1020 12.00 13.00 R4 19 0

222.1020 13.00 13.03 13.00 *SPT-11 13.00 R

235.1020 13.00 14.00 R5 16 0 2.483 2.596 0.65 P=8.12

221.1020 14.00 14.02 14.00 *SPT-12 14.00 R

48
 SUMMARY OF FIELD AND LABORATORY TEST RESULTS
Project : Geotech Inv. work for Irang Bridge at Taoban Bazar in Manipur. Commencement Date : 23/12/2017 Level of Ground : 235.102 M Job No : 4047
Bore Hole No. : 04 (A2) Location : E=550319.246 / N=2748466.027 Completion Date : 7/1/2018 Standing Water Level : Not found M Sheet No :
Depth in Mete
S.P.T. blows Shearing Strength
below
per 30cm Characteristics
reference

Visual Description of Soil

pH
Cl (%)
SO4 (%)
Remarks

Void Ratio

To
Content (%)

at Laboratory

reference level
Percent RQD

From
Value
Specific Gravity

%Gravel>72mm

Sample Ref. No.

Liquid Limit (%)
Plastic Limit (%)

Natural Moisture

% Clay<0.002mm

Size of Hole (mm)

Elevation in Metre
%Sand 2.0-0.06mm
Shrinkage Limit (%)

% Silt 0.06-0.002mm

Type of test conducted

Depth of Sample below

Dry Density in gms/cm3

Symbolic representation
Unconfined Compressive

Depth in Metre
Percent Core Recovery
Strength of Rock (Kg/cm2)

Angle of Shearing
Resistance in Deg.

Level of Water table/L.W.L.

Cohesion C (kg/cm2)
235.1020 14.00 15.50 R6 18 0 15.50M

Undisturbed (UDS) Penetrometer (SPT) Disturbed (DS) Water Sample (WS) R = Refusal
* means sample could not be recovered @ 1)Note: Chemical Test results for Water Samples for Chloride & Sulphate is given as Mg/Litr &
# means(Silt + clay) % for soil samples SO 4 content is expressed as SO 3.

49
Project : Geotech Inv. work for Irang Bridge at Taoban Bazar in Manipur.
Job No. 4047 Sheet No.

CONSOLIDATION TEST RESULTS

Sample Number:BH-01/UDS-02 Depth :6-6.45 meters

Description :Yellowish grey silty clay with sand mixture.
Water content:Initial=19.7% Final =22.4% Initial Void Ratio =0.94

P1-P2 Dial Void Mv Comprn Mvc T90 1000.Cv

Kg/Sqcm Change Ratio Sqcm/kg % sqcm/kg Sec sqcm/sec

0.00 - 0.10 7 0.939 0.0070

0.10 - 0.25 10 0.937 0.0066 20.00 0.0053 82.1 10.352
0.25 - 0.50 50 0.927 0.0200 24.00 0.0152 109.4 7.679
0.50 - 1.00 151 0.898 0.0303 31.50 0.0208 103.6 7.781
1.00 - 2.00 201 0.859 0.0205 22.00 0.0160 164.8 4.545
2.00 - 4.00 382 0.785 0.0199 25.80 0.0147 123.4 5.340
4.00 - 8.00 572 0.675 0.0155 30.20 0.0108 202.3 2.590
8.00 - 0.25 233 0.720 0.0035

e-logp Curve

0.930

0.910

0.890

0.870

0.850

0.830
VOID RATIO

0.810

0.790

0.770

0.750

0.730

0.710

0.690

0.670
0.10 1.00 10.00

PRESSURE RANGE KG / SQCM

50
 GRAIN SIZE DISTRIBUTION CURVES
Hydrometer Sieve
100

80
Percentage finer

60

40

20

0
0.002

0.075

0.425

4.75
2
0.001 0.01 0.1 1 10 100

Grain size (mm)

BH-A2,SPT-01, 1.50M BH-A2,UDS-01, 3.00M

0.002- 0.075- 0.425- 2.0-

Grain size (mm) <0.002 Weighted >4.75
0.075 0.425 2.00 4.75 Total
Fine Coarse mean dia
Clay Silt Medium sand Gravel
Sample No. sand sand (mm)
(%) (%) sand (%) (%)
(%) (%)
BH-A2,SPT-01, 1.50M 4.7 62.3 26.7 6.3 0.0 33.0 0.0
BH-A2,UDS-01, 3.00M 6.9 53.1 35.2 4.8 0.0 40.0 0.0

100

80
Percentage finer

60

40

20

0
0.002

0.075

0.425

4.75
2

0.001 0.01 0.1 1 10 100

Grain Size(mm)

BH-A2,SPT-03, 5.00M BH-A2,UDS-02, 6.00M

0.002- 0.075- 0.425- 2.0-

Grain size (mm) <0.002 Weighted >4.75
0.075 0.425 2.00 4.75 Total
Fine Coarse mean dia
Clay Silt Medium sand Gravel
Sample No. sand sand (mm)
(%) (%) sand (%) (%)
(%) (%)
BH-A2,SPT-03, 5.00M 5.1 52.9 34.8 7.2 0.0 42.0 0.0
BH-A2,UDS-02, 6.00M 5.8 50.2 42.1 1.9 0.0 44.0 0.0

Project:- Geotech Inv. work for Irang Bridge at Taoban Bazar in Manipur. Job No.
4047
51
 GRAIN SIZE DISTRIBUTION CURVES
Hydrometer Sieve
100

80
Percentage finer

60

40

20

0
0.002

0.075

0.425

4.75
2
0.001 0.01 0.1 1 10 100

Grain size (mm)

BH-A2,SPT-04, 6.45M BH-A2,SPT-05, 7.50M

0.002- 0.075- 0.425- 2.0-

Grain size (mm) <0.002 Weighted >4.75
0.075 0.425 2.00 4.75 Total
Fine Coarse mean dia
Clay Silt Medium sand Gravel
Sample No. sand sand (mm)
(%) (%) sand (%) (%)
(%) (%)
BH-A2,SPT-04, 6.45M 2.4 56.6 34.3 6.7 0.0 41.0 0.0
BH-A2,SPT-05, 7.50M 5.1 38.9 22.2 3.8 0.0 26.0 30.0

100

80
Percentage finer

60

40

20

0
0.002

0.075

0.425

4.75
2

0.001 0.01 0.1 1 10 100

Grain Size(mm)

BH-A2,SPT-06, 8.80M BH-P2,DS-01, 0.50M

0.002- 0.075- 0.425- 2.0-

Grain size (mm) <0.002 Weighted >4.75
0.075 0.425 2.00 4.75 Total
Fine Coarse mean dia
Clay Silt Medium sand Gravel
Sample No. sand sand (mm)
(%) (%) sand (%) (%)
(%) (%)
BH-A2,SPT-06, 8.80M 5.0 30.0 38.9 5.1 0.0 44.0 21.0
BH-P2,DS-01, 0.50M 0.0 26.0 61.2 12.8 0.0 74.0 0.244 0.0

Project:- Geotech Inv. work for Irang Bridge at Taoban Bazar in Manipur. Job No.
4047
52
 GRAIN SIZE DISTRIBUTION CURVES
Hydrometer Sieve
100

80
Percentage finer

60

40

20

0
0.002

0.075

0.425

4.75
2
0.001 0.01 0.1 1 10 100

Grain size (mm)

BH-P2,SPT-01, 1.00M #N/A

0.002- 0.075- 0.425- 2.0-

Grain size (mm) <0.002 Weighted >4.75
0.075 0.425 2.00 4.75 Total
Fine Coarse mean dia
Clay Silt Medium sand Gravel
Sample No. sand sand (mm)
(%) (%) sand (%) (%)
(%) (%)
BH-P2,SPT-01, 1.00M 0.0 38.0 45.9 16.1 0.0 62.0 0.0

100

80
Percentage finer

60

40

20

0
0.002

0.075

0.425

4.75
2

0.001 0.01 0.1 1 10 100

Grain Size(mm)

#N/A #N/A

0.002- 0.075- 0.425- 2.0-

Grain size (mm) <0.002 Weighted >4.75
0.075 0.425 2.00 4.75 Total
Fine Coarse mean dia
Clay Silt Medium sand Gravel
Sample No. sand sand (mm)
(%) (%) sand (%) (%)
(%) (%)

Project:- Geotech Inv. work for Irang Bridge at Taoban Bazar in Manipur. Job No.
4047
53
SUPER STRUCTURE DESIGN OF
IRANG BRIDGE
CH._95.500 KM

54
2. LOAD CALCULATION

a. Impact Factor for Deck Slab

Live Load Type Span L0 = 2.7m
RCC Multiplying Factor
Class A 0.517 1.517
Class 70R Tracked 0.250 1.250

b. Properties of Deck Slab

225mm thk RCC slab
65 mm wearing coat
Kerb

Girder

2000 3000 3000 3000 1500

C/C span between main girder = 3000 mm

Total no.of main girders= 4
Total deck width= 12500
Thickness of longitudinal girder = 300 mm
Thickness of cross girder = 300 mm
C/C of the expansion joint of the bridge= 41000 mm
C/C of the expansion joint to c/c bearing= (1080+20) = 1100 mm
No. of cross girder= 5
Distance between two cross girder = (41000-(2*1100))/(5-1)= 9700 mm
Assume Thickness of Deck Slab (edge)= ts = 225 mm
Thickness of Deck Slab (centre)= 225 mm
Use clear Cover for Deck slab = 40 mm
Bar dia used= 12 mm
Wearing coat thickness = twc = 65 mm
No of internal Girder = 2
No of outer Girder = 2
Deck slab is monolithic with main girder and cross girder

Shorter span = l0 = 3-0.3 2.7 m

Longer span = b = 9.7-0.3 9.4 m

K = (9.4/2.7)= 3.481 > 2

Hence the slab can be designed as one way slab

c. General considerations
Hence the deck slab is designed with the following conditions
i) The slab is continuous over the long girders
ii) The action of the slab is one way
iii) The slab is to be designed for bending moment for critical position of loads
with one way bending and punching shear.
iv) For simplicity, slab is considered as 3 span continuously supported on main beam & free at ends

d. Moment & Shear Calculation due to DL, Surfacing & SIDL

Mid Span & Support:

The load calculation for deck slab is being done for unit width.
Dead Load:
Self wt of slab = 0.225*25 = 5.63 KN/m per unit width
Surfacing:
Self wt of WC = 0.065 x 25 = 1.63 KN/m per unit width

55
 SIDL ( Superimposed Dead Load)
Thickness Width L Density Total
3
(M) (M) (M) (KN/m ) (KN)
Kerb (Left) 0.225 0.5 1.00 25.00 2.81
Crash Barrier (Left) 0.392 1.00 25.00 9.80
Crash Barrier (Right) 0.392 1.00 25.00 9.80
Footpath Live load (Left) - - 1.00 - 6.00
Total = 19.60
Loading System for Deck Slab

1250 9.80
6.00 9.80
1750
500
9500
Surfacing = 1.63 KN/m
Self Wt = 5.63 KN/m

2000 3000 3000 3000 1500

12500

e. Live Load Analysis

Spacing of Girder= 3m
Width of web= 0.3 m
As the deck slab is continuous over support, effective span= clear span=l0= 2.7 m
Thickness of wearing course= 0.065 m
b/l0= 9.4/2.7= 3.481
α= 2.600
be= Dispersion width across the span of deck= α*a*[1-(a/l0)]+b1

Load Details:
Class-A Train vehicle:

Maximum Axle Load= 11.4 T= 114 KN

Maximum Wheel Load = 57 KN
Spacing between axles along the traffic direction = 1.2 m
Tyre dimension along the traffic direction =lw= = 0.25 m
Tyre dimension across the traffic direction =bw= = 0.5 m
C/C spacing of wheels across the traffic direction = 1.8 m
Edge to edge spacing of two vehicles across the traffic direction = 1.2 m
Edge clearence = 0.15 m
Impact Factor= 1+[4.5/(6+2.7)]= = 1.52 Ref-Cl-208, IRC-6:2010
le= Dispersion width along the span of deck= bw+2*(ts+twc)= = 1.08 m
b1=lw+2*twc = 0.38 m

Class 70R:
Tracked
Maximum Axle Load= 70 T= 700 KN
Maximum Wheel Load = 350 KN
Length along the traffic direction = 4.57 m
Tyre dimension along the traffic direction =lw= = 4.57 m
Tyre dimension across the traffic direction =bw= = 0.84 m
C/C spacing of wheels across the traffic direction = 2.06 m
Edge clearence = 1.2 m
Impact Factor= = 1.25 Ref-Cl-208, IRC-6:2010
le= Dispersion width along the span of deck= bw+2*(ts+twc)= = 1.42 m
b1=lw+2*twc = 4.7 m

56
Special Vehicle
Maximum Axle Load= 9 T= 90 KN
Maximum Wheel Load = 22.5 KN
Spacing between axles along the traffic direction = 1.5 m
Tyre dimension along the traffic direction =lw= = 0.274
Tyre dimension across the traffic direction =bw= = 0.156
le= Dispersion width along the span of deck= bw+2*(ts+twc)= = 0.736
b1=lw+2*twc = 0.404
Impact Factor = 1

156 300
1 2 3 4 5 6 7 8
225 825 525
525 225 225 225

3000
C/C spacing of wheels across the traffic direction between 1 & 2 = 0.225 m
C/C spacing of wheels across the traffic direction between 2 & 3 = 0.525 m
C/C spacing of wheels across the traffic direction between 3 & 4 = 0.225 m
C/C spacing of wheels across the traffic direction between 4 & 5 = 0.825 m
C/C spacing of wheels across the traffic direction between 5 & 6 = 0.225 m
C/C spacing of wheels across the traffic direction between 6 & 7 = 0.525 m
C/C spacing of wheels across the traffic direction between 7 & 8 = 0.225 m

Impact Factor = = 1 Ref-Amendment No.1/IRC:6-2014

le= Dispersion width along the span of deck= bw+2*(ts+twc)= 0.736

le1= Dispersion width for SV Load 1 = (0.225/2+0.404/2)= 0.315 m

le2= Dispersion width for SV Load 2 = (0.225/2+0.404/2)= 0.315 m
le3= Dispersion width for SV Load 3 = (0.404/2+0.225/2)= 0.315 m
le4= Dispersion width for SV Load 4 = (0.225/2+0.404/2)= 0.315 m
le5= Dispersion width for SV Load 5 = (0.404/2+0.225/2)= 0.315 m
le6= Dispersion width for SV Load 6 = (0.225/2+0.404/2)= 0.315 m
le7= Dispersion width for SV Load 7 = (0.404/2+0.225/2)= 0.315 m
le8= Dispersion width for SV Load 8 = (0.225/2+0.404/2)= 0.315 m

Class 40R :
Boggie
410 380

1 2 3 4
Traffic
Direction
205 795 790 795

2790
Wheel Plan

Maximum Axle Load= 20 T= 200 KN

Maximum Wheel Load = 50 KN
Spacing between axles along the traffic direction = 1.22 m
Tyre dimension along the traffic direction =lw= = 0.36 m
Tyre dimension across the traffic direction =bw= = 0.263 m
C/C spacing of wheels across the traffic direction between 1 & 2 = 0.795 m
C/C spacing of wheels across the traffic direction between 2 & 3 = 0.79 m
C/C spacing of wheels across the traffic direction between 3 & 4 = 0.795 m
Edge clearence = 1.2 m
Impact Factor= = 1.25 Ref-Cl-208, IRC-6:2010
le= Dispersion width along the span of deck= bw+2*(ts+twc)= = 0.843 m
As le is greater than the wheel distance, dispersion along the span will be as follows:
l e1= Dispersion length for load 1= (0.843/2+0.795/2)= = 0.819 m
l e2= Dispersion length for load 2= (0.79/2+0.795/2)= = 0.7925 m
l e3= Dispersion length for load 3= (0.79/2+0.795/2)= = 0.7925 m
l e4= Dispersion length for load 4= (0.843/2+0.795/2)= = 0.819 m
b1=lw+2*twc = 0.393 m

57
CASE-I: Place Class A load 3 Lane load minimum clearance from inner kerb at 1st
Centre of the first wheel of 1st lane load from left edge for first span= 2900 mm
Centre of the first wheel of 2nd lane load from left edge = 6400 mm
Centre of the first wheel of 3nd lane load from left edge = 9900 mm
9900
6400
2900 1800 1700 1800 1700 1800 800
57KN 57KN 57KN 57KN 57K 57K
1 2 3 4 3 4

Ra Rb Rc Rd

2000 3000 3000 3000 1500

Further the loads are distributed on certain areas

Thickness of Wearing Coat = 65 mm
α= 2.600
l 0= 2.7 m
b1= 0.38 m
le= Dispersion width along the span of deck= 1.08 m

For load 1
Distance from the support = a = 0.9 m
be = Dispersion width across the span of deck = α*a*[1-(a/l0)]+b1 = 1.94 m
Therefore, load on 1m span = 44.66 KN
For load 2
Distance from the support = b = 0.3 m
be= Dispersion width across the span of deck= α*a*[1-(a/l0)]+b1= 1.073 m
Therefore, load on 1m span = 80.75 KN
For load 3
Distance from the support = c = 1.4 m
be= Dispersion width across the span of deck= α*a*[1-(a/l0)]+b1= 2.133 m
Therefore, load on 3rd span = 40.62 KN
For load 4
Distance from the support= d = 0.2 m
be= Dispersion width across the span of deck= α*a*[1-(a/l0)]+b1= 0.861 m
Therefore, load on 3rd span = 100.63 KN
For load 5
Distance from the support = a = 1.10 m
be= Dispersion width across the span of deck= α*a*[1-(a/l0)]+b1= 2.075 m
Therefore, load on Span-4 = 41.75 KN
For load 6
Distance from the support= a = 0.70 m
be= Dispersion width across the span of deck= α*a*[1-(a/l0)]+b1= 1.728 m
Therefore, load on Span-5 = 50.14 KN

58
 CASE-II: Place Class A load at the middle of second span
Centre of the first wheel of 1st lane load from left edge for first span= 3500 mm
Centre of the first wheel of 2nd lane load from left edge = 7000 mm

7000
3500 1800 1700 1800 3700
57KN 57KN 57KN 57KN
1 2 3 4

Ra Rb Rc Rd

2000 3000 3000 3000 1500

For load 1
Distance from the support= a = 1.5 m
be= Dispersion width across the span of deck= α*a*[1-(a/l0)]+b1= 2.113 m
Therefore, load on 1m span = 41.00 KN
For load 2
Distance from the support= b= 0.3 m
be= Dispersion width across the span of deck= α*a*[1-(a/l0)]+b1= 1.073 m
Therefore, load on 1m span = 80.75 KN
For load 3
Distance from the support= c = 1m
be= Dispersion width across the span of deck= α*a*[1-(a/l0)]+b1= 2.017 m
Therefore, load on 3rd span = 42.95 KN
For load 4
Distance from the support= c = 0.8 m
be= Dispersion width across the span of deck= α*a*[1-(a/l0)]+b1= 1.844 m
Therefore, load on 3rd span = 46.98 KN

CASE-III: Place Class A load at support B

Centre of the first wheel of 1st lane load from left edge for first span= 5000 mm

5000 1800 1700 1800 5100

57KN 57KN 57KN 57KN

3 4 3 4

Ra Rb Rc Rd

2000 3000 3000 3000 1500

For load 1
Distance from the support= b = 0m
be= Dispersion width across the span of deck= α*a*[1-(a/l0)]+b1= 0.38 m
Therefore, load on 1m span = 228.00 KN

For load 2
Distance from the support= c = 1.2 m
be= Dispersion width across the span of deck= α*a*[1-(a/l0)]+b1= 2.113 m
Therefore, load on 1m span = 41.00 KN

For load 3
Distance from the support= b =
be= Dispersion width across the span of deck= α*a*[1-(a/l0)]+b1= 0.50 m
Therefore, load on 1m span 1.439 m
60.21 KN
For load 4
Distance from the support= c = 0.70 m
be= Dispersion width across the span of deck= α*a*[1-(a/l0)]+b1= 1.728 m
Therefore, load on 1m span 50.14 KN

59
 CASE-IV: Here Load 1 & Load 2 represents two wheels of Class 70R load. Place load 1 centrally at first span.
Centre of the first wheel of 1st lane load from left edge for first span= 4120 mm
Centre of the first wheel of 2nd lane load from left edge = 6180 mm

4120 2060 1870 1800

350KN 350KN 57KN 57KN
1 2 3 4

Ra Rb Rc Rd

2000 3000 3000 3000 1500

Further the loads are distributed on certain areas

Thickness of Wearing Coat = 65 mm
α= 2.600 m
l 0= 2.7 m
b1 for Class 70R= 4.7 m
le= Dispersion width along the span of deck for Class70R= 1.42 m

For load 1
Distance from the support=b= 0.88 m
be= Dispersion width across the span of deck= α*a*[1-(a/l0)]+b1= 6.242 m
Therefore, load on 1m span = 70.09 KN
For load 2
Distance from the support=b= 1.18 m
be= Dispersion width across the span of deck= α*a*[1-(a/l0)]+b1= 6.427 m
Therefore, load on 1m span = 68.07 KN

For load 3
Distance from the support= b = 0.05 m
be= Dispersion width across the span of deck= α*a*[1-(a/l0)]+b1= 0.508 m
Therefore, load on 1m span 170.55 KN

For load 4
Distance from the support= c = 1.15 m
be= Dispersion width across the span of deck= α*a*[1-(a/l0)]+b1= 2.096 m
Therefore, load on 1m span 41.34 KN

CASE-V: Here Load 1 & Load 2 represents two wheels of Class 70R load. Place load 1 centrally at first span.
Centre of the first wheel of 1st lane load from left edge for first span= 5000 mm
Centre of the first wheel of 2nd lane load from left edge = 7060 mm

5000 2060 1870 1800 1770

350KN 350KN 57KN 57KN
1 2 3 4

Ra Rb Rc Rd

2000 3000 3000 3000 1500

Further the loads are distributed on certain areas

Thickness of Wearing Coat = 65 mm
α= 2.600 m
l 0= 2.7 m
b1 for Class 70R= 4.7 m
le= Dispersion width along the span of deck for Class70R= 2.06 m

60
For load 1
Distance from the support=b= 0m
be= Dispersion width across the span of deck= α*a*[1-(a/l0)]+b1= 4.7 m
Therefore, load on 1m span = 93.09 KN
For load 2
Distance from the support=b= 0.94 m
be= Dispersion width across the span of deck= α*a*[1-(a/l0)]+b1= 6.293 m
Therefore, load on 1m span = 69.52 KN

For load 3
Distance from the support= b = 0.93 m
be= Dispersion width across the span of deck= α*a*[1-(a/l0)]+b1= 1.965 m
Therefore, load on 1m span 44.09 KN

For load 4
Distance from the support= c = 0.27 m
be= Dispersion width across the span of deck= α*a*[1-(a/l0)]+b1= 1.012 m
Therefore, load on 1m span 85.61 KN

Here Load 1 to 4 represents four wheels of 40T Bogie load. Place load 20T axle load at minimum distance from inner kerb of
CASE-VI:
1st span.
Centre of the first wheel of 1st lane load from left edge for first span= 3905 mm

3905 795 790

795
50KN 50KN 50KN
1 2 3 4

Ra Rb Rc Rd

2000 3000 3000 3000 1500

Further the loads are distributed on certain areas

Thickness of Wearing Coat = 65 mm
α= 2.600 m
l 0= 2.7 m
b1 for Class 40T= 0.393 m
le1= Dispersion width along the span of deck for Class40T 1st Load= 0.819 m
le2= Dispersion width along the span of deck for Class40T 2nd Load= 0.7925 m
le3= Dispersion width along the span of deck for Class 40T 3rd Load= 0.7925 m
le4= Dispersion width along the span of deck for Class40T 4th Load= 0.819 m

For load 1
Distance from the support=b= 1.095 m
Dispersion width across the span of deck= α*a*[1-(a/l0)]+b1= 2.085 m >1.22m. Dispersion will be restricted
be= = 1.6525 m
Therefore, load on 1m span = 37.82 KN
For load 2
Distance from the support=b= 0.3 m
Dispersion width across the span of deck= α*a*[1-(a/l0)]+b1= 1.086 m <1.22m. Dispersion will not be
be= = 1.086 m restricted
Therefore, load on 1m span = 57.55 KN
For load 3
Distance from the support=b= 0.49 m
Dispersion width across the span of deck= α*a*[1-(a/l0)]+b1= 1.436 m >1.22m. Dispersion will be restricted
be= = 1.328 m
Therefore, load on 1m span = 47.06 KN
For load 4
Distance from the support=c= 1.285 m
Dispersion width across the span of deck= α*a*[1-(a/l0)]+b1= 2.144 m >1.22m. Dispersion will be restricted
be= = 1.682 m
Therefore, load on 1m span = 37.16 KN

61
 CASE-VII: Here Load 1 to 4 represents four wheels of 40T load. Place load 40T load centrally at support.
Centre of the first wheel of 1st lane load from left edge for first span= 5000 mm

5000 795 790 795 5915

50KN 50KN 50KN 50KN

1 2 3 4

Ra Rb Rc Rd

2000 3000 3000 3000 1500

Further the loads are distributed on certain areas

Thickness of Wearing Coat = 65 mm
α= 2.600 m
l 0= 2.7 m
b1 for Class 40T= 0.393 m
le1= Dispersion width along the span of deck for Class40T 1st Load= 0.819 m
le2= Dispersion width along the span of deck for Class40T 2nd Load= 0.7925 m
le3= Dispersion width along the span of deck for Class 40T 3rd Load= 0.7925 m
le4= Dispersion width along the span of deck for Class40T 4th Load= 0.819 m

For load 1
Distance from the support=b= 0m
Dispersion width across the span of deck= α*a*[1-(a/l0)]+b1= 0.393 m <1.22m. Dispersion will not be
be= = 0.393 m restricted
Therefore, load on 1m span = 159.03 KN
For load 2
Distance from the support=b= 0.795 m
Dispersion width across the span of deck= α*a*[1-(a/l0)]+b1= 1.851 m >1.22m. Dispersion will be restricted
be= = 1.5355 m
Therefore, load on 1m span = 40.70 KN
For load 3
Distance from the support=c= 1.415 m
Dispersion width across the span of deck= α*a*[1-(a/l0)]+b1= 2.144 m >1.22m. Dispersion will be restricted
be= = 1.682 m
Therefore, load on 1m span = 37.16 KN
For load 4
Distance from the support=c= 0.79 m
Dispersion width across the span of deck= α*a*[1-(a/l0)]+b1= 1.846 m >1.22m. Dispersion will be restricted
be= = 1.533 m
Therefore, load on 1m span = 40.77 KN

CASE-VII: Here Load 1 & Load 2 represents two wheels of Special Vehicle , Placed at the centre of carriage way.

0.156 0.3
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

2000 3000 3000 3000 1500

Span-1 Span-2 Span-3 Span-4 Span-5

Further the loads are distributed on certain areas

62
Thickness of Wearing Coat = 65 mm
α= 2.60
l 0= 2.700 m
b1= 0.40 m
le= Dispersion width along the span of deck= 0.74 m
le1= Dispersion width along the span of deck for SV 1st Load= 0.315 m
le2= Dispersion width along the span of deck for SV 2nd Load= 0.315 m
le3= Dispersion width along the span of deck for SV 3rd Load= 0.315 m
le4= Dispersion width along the span of deck for SV 4th Load= 0.315 m
le5= Dispersion width along the span of deck for SV 5th Load= 0.315 m
le6= Dispersion width along the span of deck for SV 6th Load= 0.315 m
le7= Dispersion width along the span of deck for SV 7th Load= 0.315 m
le8= Dispersion width along the span of deck for SV 8th Load= 0.315 m

For load 1
Distance from the support=a= 1.313 m
Dispersion width across the span of deck= α*a*[1-(a/l0)]+b1= 2.16 m
be= = 1.22 m
Therefore, load on 3rd span 18.51 KN
For load 2
Distance from the support=a= 1.162 m
Dispersion width across the span of deck= α*a*[1-(a/l0)]+b1= = 2.12 m
be= 1.20 m
Therefore, load on 3rd span 18.76 KN
For load 3
Distance from the support=b= 0.6370 m
Dispersion width across the span of deck= α*a*[1-(a/l0)]+b1= 1.67 m
be= 0.97 m
Therefore, load on 3rd span 23.15 KN
For load 4
Distance from the support=b= 0.4120 m
Dispersion width across the span of deck= α*a*[1-(a/l0)]+b1= 1.31 m
be= 0.79 m
Therefore, load on 3rd span 28.38 KN
For load 5
Distance from the support=a= 0.4130 m
Dispersion width across the span of deck= α*a*[1-(a/l0)]+b1= 1.31 m
be= 0.79 m
Therefore, load on 4th span 28.35 KN
For load 6
Distance from the support=a= 0.6380 m
Dispersion width across the span of deck= α*a*[1-(a/l0)]+b1= 1.67 m
be= 0.97 m
Therefore, load on 4th span 23.14 KN
For load 7
Distance from the support=b= 1.1630 m
Dispersion width across the span of deck= α*a*[1-(a/l0)]+b1= 2.13 m
be= 1.20 m
Therefore, load on 4th span 18.76 KN
For load 8
Distance from the support=b= 1.3880 m
Dispersion width across the span of deck= α*a*[1-(a/l0)]+b1= 2.16 m
be= 1.22 m
Therefore, load on 4th span 18.51 KN

63
 f. Analysis Output

The analysis of deck slab has been carried by SAP 2000, considering the deck slab as a beam of unit width. The output at various location has
been tabulated below.

Exterior Interior Exterior Exterior Interior

Sl support Exterior support support Mid-span Support Support Support
Load Case
No. mts.(Left) mts(Right) (KN-m) Moment (KN- (KN-m) Reaction Reaction Reaction
(KN-m) m) (Left)_KN (Right)_KN (KN)
1 DL -11.650 -6.55 -4.270 3.870 11.760 9.5 9.290
2 FPLL -4.500 -0.1 1.180 3.100 6.000 0.1 0.490
3 Surfacing -0.810 -0.81 -1.460 1.040 1.210 2.3 2.870
4 SIDL -9.420 -6.84 -6.840 4.360 8.810 5.62 11.620
5 Case-I -35.100 -35.1 -27.390 26.840 30.206 50.14 95.000
6 Case-II 0.000 0.000 -25.510 17.890 29.000 4.71 87.680
7 Case-III 0.000 0.000 -30.800 9.550 0.000 38.31 33.970
10 Case-IV 0.000 0.000 -32.290 20.060 9.800 20.61 60.290
11 Case-V 0.000 0.000 -34.960 18.600 2.010 79.92 57.370
12 Case-VI 0.000 0.000 -35.970 17.150 7.570 2.14 87.800
Case-VII 0.000 0.000 -25.380 35.660 6.740 7.22 61.520
13 Case-VIII 0.000 0.000 -38.950 13.560 2.226 11.68 73.070
LOAD SUMMARY
1 DL -11.65 -6.55 -4.27 3.87 11.76 9.5 9.29

2 FPLL -4.5 -0.1 1.18 3.1 6 0.1 0.49

3 Surfacing -0.81 -0.81 -1.46 1.04 1.21 2.3 2.87

4 SIDL -9.42 -6.84 -6.84 4.36 8.810 5.62 11.62

LL Maximum
5 0.000 0.000 -25.380 35.660 6.740 7.220 61.520
Moment

g. Combination of Moments

Ultimate Limit State (Basic Combination) Ref.: Table 3.2, IRC-6:2010

Cantilever Cantilever Mid Exterior Exterior Interior

Mid Span
Sl. Support Mts. Support Support Support Support Support
Load Case PSF (+ve)
No. (Left) (-ve) Mts.(Right) (-ve) (KN- Reaction Reaction Reaction
(KN-m)
(KN-m) (-ve)KN-m m) (Left)(KN) (Right)(KN) (KN)
1 DL 1.350 -15.728 -8.843 -5.765 5.225 15.876 12.825 12.542
2 FPLL 1.500 -6.750 -0.150 1.770 4.650 9.000 0.150 0.735
3 Surfacing 1.750 -1.418 -1.418 -2.555 1.820 2.118 4.025 5.023
4 SIDL 1.350 -12.717 -9.234 -9.234 5.886 11.894 7.587 15.687
5 LL Maximum Moment 1.500 0.000 0.000 -38.070 53.490 10.110 10.830 92.280
6 Support Displacement 1.000 0.000 0 0.000 0.000 0.000 0.000 0.000
Total -36.6 -19.6 -53.9 71.1 49.0 35.4 126.3

Servicibilty Limit State (Rare Combination) Ref.: Table 3.3, IRC-6:2010

Cantilever Cantilever Mid Exterior Exterior Interior

Mid Span
Support Mts. Support Support Support Support Support
Sl. No. Load Case PSF (+ve) (KN-
(Left) (-ve) Mts.(Right) (-ve)_KN- Reaction Reaction Reaction
m)
(KN-m) (-ve)KN-m m (Left)(KN) (Right)(KN) (KN)
1 DL 1.000 -11.650 -6.550 -4.270 3.870 11.760 9.500 9.290
2 FPLL 1.000 -4.500 -0.100 1.180 3.100 6.000 0.100 0.490
3 Surfacing 1.000 -0.810 -0.810 -1.460 1.040 1.210 2.300 2.870
4 SIDL 1.000 -9.420 -6.840 -6.840 4.360 8.810 5.620 11.620
5 LL Maximum Moment 1.000 0.000 0.000 -25.380 35.660 6.740 7.220 61.520
6 Support Displacement 0.750 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Total -26.4 -14.3 -36.8 48.0 34.5 24.7 85.8

64
f. Check for effective depth
Section-1: At Mid span
Consider the section as balanced section.
Depth of NA=Xubal= 0.46 * d Ref.: Note, Cl-38,IS-456:2000
Mu= 0.36*fck*b*Xubal*(d-0.42*xubal)= 71.1 KN-m Ref.: Annexure-G,IS-456:2000

dbal= 115 mm
Clear cover= 40 mm
Provided dia of reinforcement= 12 mm
Required overall depth=Dreqd= 161 mm
Provided overall depth=Dprovided= 225 mm Hence OK

Section-2: At Mid support

Consider the section as balanced section.
Depth of NA=Xubal= 0.46 * d Ref.: Note, Cl-38,IS-456:2000
Mu= 0.36*fck*b*Xubal*(d-0.42*xubal)= 53.9 KN-m Ref.: Annexure-G,IS-456:2000

dbal= 100 mm
Clear cover= 40 mm
Provided dia of reinforcement= 12 mm
Required overall depth=Dreqd= 146 mm
Provided overall depth=Dprovided= 225 mm Hence OK

Section-3: At Cantilever part

Consider the section as balanced section.
Depth of NA=Xubal= 0.46 * d Ref.: Note, Cl-38,IS-456:2000
Mu= 0.36*fck*b*Xubal*(d-0.42*xubal)= 36.6 KN-m Ref.: Annexure-G,IS-456:2000

dbal= 83 mm
Clear cover= 40 mm
Provided dia of reinforcement= 16 mm
Required overall depth=Dreqd= 131 mm
Provided overall depth=Dprovided= 225 mm Hence OK

g. Calculation of Reinforcement
Section-1: At Mid span
Calculation of main steel

Effective depth of Slab Provided=deff= 179 mm Ref.: Annexure-G,IS-456:2000

2
Astreqd= 0.5* fck/fy*[1-sqrt{1-0.46*Mu/(fck*b*d )}]*b*d= 981 mm
2

Ref.: Cl-16.6.1.1.(4),
Maximum spacing allowed= 300 mm
IRC-112:2011
Provide 12 mm Tor bar @ 100 mm c/c spacing.
Astprovided= 1130 mm
2
Hence OK
Calculation of distribution steel
Distribution steel will be maximum of the followings.
Ref.: Cl-16.6.1.1.(3),
i) 20% of Astprovided= 226 mm2
IRC-112:2011
ii) 0.0013bt*deff=
2
233 mm Ref.: Cl-16.5.1.1, IRC-
iii) 0.26*fctm/fyk*bt*d= 279 mm
2 112:2011
Astreqd= 279 mm
2

Ref.: Cl-16.6.1.1.(4),
Maximum spacing allowed= 400 mm
IRC-112:2011
Provide 10 mm Tor bar @ 100 mm c/c spacing.
Astprovided= 785 mm
2
Hence OK

65
 Section-2: At Mid support
Calculation of main steel

Effective depth of Slab Provided=deff= 179 mm Ref.: Annexure-G,IS-456:2000

2
Astreqd= 0.5* fck/fy*[1-sqrt{1-0.46*Mu/(fck*b*d )}]*b*d= 730 mm
2

Ref.: Cl-16.6.1.1.(4),
Maximum spacing allowed= 300 mm
IRC-112:2011
Provide 12 mm Tor bar @ 100 mm c/c spacing.
2
Astprovided= 1130 mm Hence OK
Calculation of distribution steel
Distribution steel will be maximum of the followings.
Ref.: Cl-16.6.1.1.(3),
i) 20% of Astprovided= 226 mm2
IRC-112:2011
ii) 0.0013bt*deff= 233 mm2 Ref.: Cl-16.5.1.1, IRC-
iii) 0.26*fctm/fyk*bt*d= 279 mm2 112:2011
Astreqd= 233 mm
2

Ref.: Cl-16.6.1.1.(4),
Maximum spacing allowed= 400 mm
IRC-112:2011
Provide 10 mm Tor bar @ 100 mm c/c spacing.
2
Astprovided= 785 mm Hence OK

Section-3: At Cantilever part

Calculation of main steel

Effective depth of Slab Provided=deff= 177 mm Ref.: Annexure-G,IS-456:2000

2
Astreqd= 0.5* fck/fy*[1-sqrt{1-0.46*Mu/(fck*b*d )}]*b*d= 493 mm
2

Ref.: Cl-16.6.1.1.(4),
Maximum spacing allowed= 250 mm
IRC-112:2011
Provide 16 mm Tor bar @ 100 mm c/c spacing.
Astprovided= 2010 mm
2
Hence OK
Calculation of distribution steel
Distribution steel will be maximum of the followings.
Ref.: Cl-16.6.1.1.(3),
i) 20% of Astprovided= 402 mm2
IRC-112:2011
ii) 0.0013bt*deff= 230 mm2 Ref.: Cl-16.5.1.1, IRC-
iii) 0.26*fctm/fyk*bt*d= 276 mm2 112:2011
2
Astreqd= 402 mm
Ref.: Cl-16.6.1.1.(4),
Maximum spacing allowed= 400 mm
IRC-112:2011
Provide 10 mm Tor bar @ 100 mm c/c spacing.
Astprovided= 785 mm
2
Hence OK

h. Minimum Reinforcement for crack control: Ref.: Cl-12.3.3,IRC-112:2011

Required Minimum Reinforcement for crack control= As,min=kc*k*fct,eff*Act/σs

Act= Concrete area within the tensile zone= 179000 mm

2

σs= Maximum tensile stress permitted= 240 Mpa Ref.: Table-12.2,IRC-112:2011

fct,eff= Mean value of the tensile strength of concrete (fctm)= 3 Mpa
k=Coefficient which allows for the effect of non-uniform self for flange
equilibrating stresses, which lead to a reduction of restraint 1 less than
forces= 300mm
kc=Coefficient which takes account of the stress distribution
within the section just prior to cracking and of the change of
the lever arm= 0.40
=0.4 x [1-{σc/(k1 x (h/h*)*fct,eff}]=
σc= compressive stress in the concrete= 0 Mpa
k1= Coefficient considering the effects of axial force in the
1
stress distribution=
h= 179 mm
h*= 179 mm
2
Asmin= Minimum area of within the tensile zone = 895 mm Hence OK

66
i. Calculation of Crack Width Ref.: Cl-12.3.3,IRC-112:2011
Section-1: At Mid span

Moment= 48.00 KN-m

Neutral axis depth: Xu= (0.87*fy*Astprov)/(0.36*fck*b)= 34 mm
deff= 179 mm
Diameter of bar= 12 mm
Spacing of bar= 100 mm
2
Astprovided= 1130 mm
m (lomgterm)= 12.5
2
Equating the moments of areas about the centroidal axis, b*Yt =m*Astprov*(d-Yt)
2 0.5
Solving thae equation, Yt= [-(m*Astprov)±{(-m*Astprov) -4*(-m*Astprov)*deff*0.5*b} ]/(2*0.5*b)
= 58 mm
-87 (Negetive value is neglected)
Distance of CG from reinforcing steel, Ys= 121 mm
2 3
Inertia of the section, Icr=m*Atprov*Ys +b*Yt = 2.72E+08 mm
4

3
Section modulus=Zt= Icr/Yt= 4.66E+06 mm
σsc = stress in the tension reinforcement = 266 Mpa
Maximum permissible stress in tensile steel=0.8*fyk= 400 Mpa Ref.:-Cl- 12.2.2, IRC:112-2011
Hence OK
fc = stress in the concrete = 10.3 Mpa
Maximum allowable stress in concrete = 0.48fck = 19.2 Mpa Ref.:-Cl- 12.2.1(1), IRC:112-2011
Hence OK
Calculation of crack width

Crack width= Wk=Sr max*(εsm-εcm)

Where, Sr.max = Maximum crack spacing
sm = mean strain in the reinforcement under the relavant combination of loads
cm = mean strain in the concrete between cracks.
Now,

Ref.:- Eq-12.6, IRC:112-2011

αe = Es/Ecm = 12.5
fct.eff = mean value of tensile strength of concrete = 3 Mpa
ρρ.eff = As/Ac.eff= 0.0100
2
Ac.eff = Effective area of concrete in tension, surrounding the reinforcement= b*hceff= 112500 mm
hceff= 112.5 mm lesser of i) 2.5*(D-d)= 115 mm
ii) D-x/3= 214 mm
iii) D/2= 113 mm
kt = factor dependant on duration of the load may be taken as 0.5

Now in situations where spacing of bonded reinforcement within the tension zone is reasonably
close (i.e <=5(c+f/2)), the maximum crack spacing,

Ref;-. Eq-12.8, IRC:112-2011

f = diameter of bar = 12 mm The Equation is valid

c = clear cover = 40 mm
k1 = co-efficient taking acount of bond properties of reinforcement = 0.8
k2 = co- efficient taking account of distribution of strain = 0.5
So,Sr.max = 339 mm
And, sm-cm = 0.000491
Minimum value of sm - cm = 0.000798
So, governing value of  sm -  cm = 0.000798

So, crack width, Wk = Sr.max( sm-cm) = 0.271 mm

Maximum crack width = 0.3 mm Ref.:-Table 12.1, IRC:112-2011, page-122
Crack width within permissible limit

67
Section-3: At Cantilever part

Moment= 26.40 KN-m

Neutral axis depth: Xu= (0.87*fy*Astprov)/(0.36*fck*b)= 61 mm
deff= 177 mm
Diameter of bar= 16 mm
Spacing of bar= 100 mm
Astprovided= 2010 mm
2

m (lomgterm)= 12.5
2
Equating the moments of areas about the centroidal axis, b*Yt =m*Astprov*(d-Yt)
2 0.5
Solving thae equation, Yt= [-(m*Astprov)±{(-m*Astprov) -4*(-m*Astprov)*deff*0.5*b} ]/(2*0.5*b)
= 72 mm
-123 (Negetive value is neglected)
Distance of CG from reinforcing steel, Ys= 105 mm
2 3
Inertia of the section, Icr=m*Atprov*Ys +b*Yt = 4.01E+08 mm
4

Section modulus=Zt= Icr/Yt= 5.54E+06 mm

3

σsc = stress in the tension reinforcement = 86 Mpa

Maximum permissible stress in tensile steel=0.8*fyk= 400 Mpa Ref.:-Cl- 12.2.2, IRC:112-2011
Hence OK
fc = stress in the concrete = 4.8 Mpa
Maximum allowable stress in concrete = 0.48fck = 19.2 Mpa Ref.:-Cl- 12.2.1(1), IRC:112-2011
Hence OK
Calculation of crack width

Crack width= Wk=Sr max*(εsm-εcm)

Where, Sr.max = Maximum crack spacing
sm = mean strain in the reinforcement under the relavant combination of loads
cm = mean strain in the concrete between cracks.
Now,

Ref.:- Eq-12.6, IRC:112-2011

αe = Es/Ecm = 12.5
fct.eff = mean value of tensile strength of concrete = 0.8 Mpa
ρρ.eff = As/Ac.eff= 0.0179
2
Ac.eff = Effective area of concrete in tension, surrounding the reinforcement= b*hceff= 112500 mm
hceff= 112.5 mm lesser of i) 2.5*(D-d)= 120 mm
ii) D-x/3= 205 mm
iii) D/2= 113 mm
kt = factor dependant on duration of the load may be taken as 0.5

Now in situations where spacing of bonded reinforcement within the tension zone is reasonably
close (i.e <=5(c+f/2)), the maximum crack spacing,

Ref:-. Eq-12.8, IRC:112-2011

f = diameter of bar = 16 mm The Equation is valid

c = clear cover = 40 mm
k1 = co-efficient taking acount of bond properties of reinforcement = 0.8
k2 = co- efficient taking account of distribution of strain = 0.5
So,Sr.max = 288 mm
And, sm-cm = 0.000293
Minimum value of sm - cm = 0.000258
So, governing value of  sm -  cm = 0.000293

So, crack width, Wk = Sr.max( sm-cm) = 0.084 mm

Maximum crack width = 0.3 mm Ref.:-Table 12.1, IRC:112-2011
Crack width within permissible limit

68
j. Shear Check Ref.: Cl-10.3.2,IRC-112:2011

Section-3: At Cantilever part

Design Shear Force = 49.000 KN

The design shear resistance of the member without shear reinforcement, VRd.c =
0.33
=[0.12K(80ρ1.fck) +0.15σcp]bw.d Ref:-. Eq-10.1, IRC:112-2011

Where, K = 1+√(200/d)<=2.0
So, K = 2.000
ρ1 = Asl/bw.d
2
Where Asl = Area of steel provided = 2010 mm
bw = Width of section = 1000 mm
d= 177 mm
ρ1 = 0.0114
σcp = NEd/Ac < 0.2fcd, where, NEd = Axial compressive force = 0
Ac = Cross Sectional area of concrete
σcp = 0
So,VRd.c = 139.02 KN

Now, VRd.c minimum = (νmin+0.15σcp)bw.d

3/2 1/2
where νmin = 0.031K fck = 0.555
So, VRd.c minimum = 98.154 KN
So, governing shear resistance = 139.02 KN OK, Safe in shear

k. Summary of Reinforcement

Section-1: At Mid span

Main Steel
Provide 12 mm Tor bar @ 100 mm c/c spacing.
Distribution Steel
Provide 10 mm Tor bar @ 100 mm c/c spacing.

Section-2: At Mid support

Main Steel
Provide 12 mm Tor bar @ 100 mm c/c spacing.
Distribution Steel
Provide 10 mm Tor bar @ 100 mm c/c spacing.

Section-3: At Cantilever part

Main Steel
Provide 16 mm Tor bar @ 100 mm c/c spacing.
Distribution Steel
Provide 10 mm Tor bar @ 100 mm c/c spacing.

l. Deflection check:

Permissible deflection in cantilever part= span/300 6.67 mm

Permissible deflection in intermediate span= span/800 3.75 mm

Developed deflection in cantilever part= 0.693 mm Ok

Developed deflection in intermediate span= 1.7 mm Ok

69
 DESIGN OF PSC T-GIRDER WITH 38.8M SPAN (C/C OF BEARING ) [INNER GIRDER]
A. GEOMETRIC PROPERTIES OF THE GIRDER

500 12500 500

500 225
1500 1250 9500

180 100
2325
300 2775

450
850
2000 3000 3000 3000 1500
C/S AT MIDDLE

500 12500
500 225 500
1500 9500
1250

42

850
2325 2775

450
850

2000 3000 3000 3000 1500

C/S AT END
Thickness of web at end = 850 mm

9700

2000
1250

3000
400

300
850
300

630 450 1600 1600

SECTIONAL PLAN THROUGH WEB GIRDER

70
B. PROPERTIES OF GIRDER SECTION
Precast Section :

For middle portion 1250

180
Total girder depth D= 2775 mm
Web width of T-Girder bw = 300 mm
Flange width of T-Girder bf = 1250 mm 300

Flange depth of T-Girder Df = 180 mm 2775

Girder Bulb Width bgb = 850 mm

Girder Bulb Depth (Straight) Dgb = 250 mm
Haunch in Girder Bulb H:V= 275 mm : 200 mm
Haunch in Girder Flange to Web H:V= 475 mm : 150 mm 850
Area of Girder (inner portion) Ac = 1.267 m2
Pre Cast Girder Section at Mid Span

1250
For end portion of girder having length 1.6 m 180

Total girder depth D= 2775 mm

Web width of T-Girder bw = 850 mm
Flange width of T-Girder bf = 1250 mm 2775
Flange depth of T-Girder Df = 180 mm
Haunch in Girder Flange to Web H:V= 200 mm : 63.16 mm
Area of Girder (end thickened portion) Ac = 2.443 m2

For Precast Girder at mid span: 850

cg of section from bottom of girder will be as follows : Pre Cast Girder Section near Support

Ybp = [(0.18x1.25)x(2.685)+2x(0.5x0.475x0.15)x(2.55)+(2.345)x(1.6225)+(2x0.5x(0.275x0.2)x(66.92)+(0.85x0.25)x(0.13)] /1.267

1.444 m

cg of section from top of girder will be as follows :

Ytp = 2.775-1.444 = 1.331 m

Moment of Inertia of precast girder :

I precast = [{1.25x0.005832/12+0.225x1.68350625}+{(0.475x0.003375)/18}+{0.07125x1.34+(0.3x12.9)/12}+
{(0.275x0.008/18)+0.055x1.15}+{(0.85x0.015625/12)+0.2125x1.59}]

4
1.2 m

3 3
Ztp = 0.902 m Zbp = 0.831 m

For Composite Girder :

Edge Girder
Effective flange width = 1.5+1.75 = 3.25 m
2
Area of girder = [(3.25x0.233] +1.267= 2.024 m

cg from bottom of girder = [{(3.25x0.233)x(2.775+0.117)}+{1.267x1.444}]/2.024 = 1.986 m

Ybg = 1.986 m Ytg = 0.789 m Yts = 1.022 m

4
Icomposite = [(3.25x0.013/12)+(3.25x0.054)]+[1.2+1.267x(0.542^2)] = 2.278 m

3 3 3
Zts = 2.229 m Ztg = Zbs = 2.887 m Zbg = 1.147 m

71
 inner Girder
Effective flange width = 1.5+1.5 = 3m
2
Area of girder = [(3x0.233] +1.267= 1.966 m

cg from bottom of girder = [{(3x0.233)x(2.775+0.117)}+{1.267x1.444}]/1.966 = 1.959 m

Ybg = 1.959 m Ytg = 0.816 m Yts = 1.049 m

4
Icomposite = [(3x0.013/12)+(3x0.054)]+[1.2+1.267x(0.515^2)] = 2.209 m

3 3 3
Zts = 2.106 m Ztg = Zbs = 2.707 m Zbg = 1.128 m

C. DEAD LOAD

Calculation of loads and moments at different sections of girder :

Dead Load
1. Precast Girder
a Area of Girder (inner portion) Ac = 1.267 m2
Loading = 1.267x25 = 31.675 kN/m

b Area of Girder (end thickened portion) Ac = 2.443 m2

Loading = 2.443x25 = 61.075 kN/m

2. Self weight of diaphragms

i) Intermediate diaphragm 300 mm Thickness No in each girder = 3

a. Precast portion
Area of each diaphragm (per girder) = 0.5 x(1.25+0.85) x2.345- 0.5 x ( 1.25+0.3) x0.15- 0.5 x (0.3+0.85) x 0.2- (0.3x1.995)
= 2.83 m2
Loading = 2.83x25x0.3 = 21.225 kN (on each girder)

b. In Situ portion
Area of each diaphragm = 0.5 x(1.75+2.15) x 2.325 = 4.534 m2

Loading = 4.534x25x0.3 = 34.005 kN (at each location)

Hence , load on end girder = 8.501 kN (at each location)

Load on inner girder = 17.003 kN (at each location)

ii) Exterior diaphragm 400 mm Thickness No in each girder = 2

a. Precast portion
Area of each diaphragm (per girder) = (1.25x2.775) -2.443-{(1.25-0.85) x0.35} = 0.88575 m2

Loading = 0.88575x25x0.4 = 8.858 kN (on each girder)

b. In Situ portion
Area of each diaphragm = (3-1.25)x(2.775-0.35) = = 4.24375 m2

Loading = 4.24375x25x0.4 = 42.4375 kN (at each location)

Hence , load on end girder = 10.609 kN (at each location)

Load on inner girder = 21.219 kN (at each location)

72
 3. Self weight of deck slab

Total weight of deck slab = 12.5x0.225x25 = 70.3125 kN/m

Loading on each end girder = (1.5+1.5)x0.225x25 = 16.875 kN/m

Loading on each intermediate girder = (1.5+1.5)x0.225x25 = 16.875 kN/m

4. Superimposed dead load (crash barrier/safety kerb/wearing coat)

Superimposed dead load will be placed on deck slab after composite action starts.

i)Load of crash barrier

Wt. of each crash barrier = 0.329 x 25 = 0 kN/m
load for two sides = 0.000 kN/m

ii)Load of safety kerb & Foot path & Railing

Wt. of each safety kerb = 0.5 x 0.225 x 25 + 1.5 = 0.000 kN/m
load for one side = 0.000 kN/m

iii)Load of wearing coat

Wt. of wearing coat = 0.065 x 9.5 x 22 = 13.585 kN/m

Total superimposed dead load = 0+0+13.585 = 13.585 kN/m

Load per Longitudinal girder = 13.585/4 = 3.39625 kN/m

D. DESIGN MOMENTS & SHEARS :

1. DUE TO S/W OF PRECAST GIRDERS & PRECAST PORTION OF DIAPHRAGMS :

8.858 21.225 21.225 21.225 8.858

1.6 1.6 9.7 9.7 1.6 1.6
29.40 29.40
31.68

1.08 38.80 1.08

Reaction on each support = [(38.8+1.08+1.08)x31.675/2]+[29.4x1.6]+[29.4x1.6x0.5]+[8.858]+[21.225X3/2] =

= 648.704 + 47.04 + 23.52 + 8.858 + 31.838
= 759.960 kN

MOMENTS AT DIFFERENT SECTIONS OF T-GIRDER DUE TO DEAD LOAD:

At mid section: 19.4 m from support

BM= [759.9595X19.4]-[31.675X20.48^2/2]-[47.04X(19.4+1.08-1.6/2)]-[23.52X(19.4+1.08-1.6-0.533)]
-[8.858x19.4]-[21.225x(19.4-9.7)]
= 6365.5 kN-m
At 3/8th section: 14.55 m from support
BM= [759.9595X14.55]-[31.675X15.63^2/2]-[47.04X(14.55+1.08-1.6/2)]-[23.52X(14.55+1.08-1.6-0.533)]
-[8.858x14.55]-[21.225x(14.55-9.7)]
= 5941.49 kN-m
At 1/4th section: 9.7 m from support
BM= [759.9595X9.7]-[31.675X10.78^2/2]-[47.04X(9.7+1.08-1.6/2)]-[23.52X(9.7+1.08-1.6-0.533)]
-[8.858x9.7]
= 4772.41 kN-m
At 1/8th section: 4.85 m from support
BM= [759.9595X4.85]-[31.675X5.93^2/2]-[47.04X(4.85+1.08-1.6/2)]-[23.52X(4.85+1.08-1.6-0.533)]
-[8.858x4.85]
= 2755.31 kN-m
section: 2.120 m from support
BM= [759.9595X2.12]-[31.675X3.2^2/2]-[47.04X(2.12+1.08-1.6/2)]-[23.52X(2.12+1.08-1.6-0.533)]
-[8.858x2.12]
= 1292.18 kN-m

73
 SHEAR AT DIFFERENT SECTIONS OF T GIRDER DUE TO DEAD LOAD:

section: 2.120 m from support

SF= 759.9595-[31.675X(2.12+1.08)]-47.04-23.52-8.858
= 579.182 kN
At 1/8th section: 4.850 m from support
SF= 759.9595-[31.675X(4.85+1.08)]-47.04-23.52-8.858
= 492.709 kN
At 1/4th section: 9.700 m from support
SF= 759.9595-[31.675X(9.7+1.08)]-47.04-23.52-8.858
= 339.085 kN
At 3/8th section: 14.550 m from support
SF= 759.9595-[31.675X(14.55+1.08)]-47.04-23.52-8.858-21.225
= 164.236 kN
At mid section: 19.4 m from support
SF= 759.9595-[31.675X(19.4+1.08)]-47.04-23.52-8.858-21.225
= 10.613 kN

2. DUE TO S/W OF DECK SLAB & CAST IN SITU PORTION OF DIAPHRAGMS :

i)For Edge Girder

10.609 8.501 8.501 8.501 10.609

9.7 9.7 9.7 9.7
1.08 1.08
16.88

1.08 38.80 1.08

Reaction on each support = [(38.8+1.08+1.08)x16.875/2]+[10.609]+[8.50125X3/2] =

= 345.600 + 10.609 + 12.752
= 368.961 kN

MOMENTS AT DIFFERENT SECTIONS OF T-GIRDER DUE TO DEAD LOAD:

At mid section: 19.4 m from support

BM= [368.960875X19.4]-[16.875X20.48^2/2]-[10.609x19.4]-[8.50125x(19.4-9.7)]
= 3330.62 kN-m
At 3/8th section: 14.55 m from support
BM= [368.960875X14.55]-[16.875X15.63^2/2]-[10.609x14.55]-[8.50125x(14.55-9.7)]
= 3111.53 kN-m
At 1/4th section: 9.7 m from support
BM= [368.960875X9.7]-[16.875X10.78^2/2]-[10.609x9.7]
= 2495.5 kN-m
At 1/8th section: 4.85 m from support
BM= [368.960875X4.85]-[16.875X5.93^2/2]-[10.609x4.85]
= 1441.3 kN-m
section: 2.120 m from support
BM= [368.960875X2.12]-[16.875X3.2^2/2]-[10.609x2.12]
= 673.306 kN-m

SHEAR AT DIFFERENT SECTIONS OF T-GIRDER DUE TO DEAD LOAD:

section: 2.12 m from support

SF= 368.960875-[16.875X(2.12+1.08)]-10.609
= 304.352 kN
At 1/8th section: 4.85 m from support
SF= 368.960875-[16.875X(4.85+1.08)]-10.609
= 258.283 kN
At 1/4th section: 9.7 m from support
SF= 368.960875-[16.875X(9.7+1.08)]-10.609
= 176.439 kN
At 3/8th section: 14.55 m from support
SF= 368.960875-[16.875X(14.55+1.08)]-10.609-8.50125
= 86.0944 kN
At mid section: 19.4 m from support
SF= 368.960875-[16.875X(19.4+1.08)]-10.609-8.50125
= 4.251 kN

74
ii) For inner Girder

21.219 17.003 17.003 17.003 21.219

9.7 9.7 9.7 9.7
1.08 1.08
16.88

1.08 38.80 1.08

Reaction on each support = [(38.8+1.08+1.08)x16.875/2]+[21.219]+[17.0025X3/2] =

= 345.600 + 21.219 + 25.504
= 392.323 kN

MOMENTS AT DIFFERENT SECTIONS OF T-GIRDER DUE TO DEAD LOAD:

At mid section: 19.4 m from support

BM= [392.32275X19.4]-[16.875X20.48^2/2]-[21.219x19.4]-[17.0025x(19.4-9.7)]
= 3495.54 kN-m
At 3/8th section: 14.55 m from support
BM= [392.32275X14.55]-[16.875X15.63^2/2]-[21.219x14.55]-[17.0025x(14.55-9.7)]
= 3255.84 kN-m
At 1/4th section: 9.7 m from support
BM= [392.32275X9.7]-[16.875X10.78^2/2]-[21.219x9.7]
= 2619.2 kN-m
At 1/8th section: 4.85 m from support
BM= [392.32275X4.85]-[16.875X5.93^2/2]-[21.219x4.85]
= 1503.15 kN-m
section: 2.120 m from support
BM= [392.32275X2.12]-[16.875X3.2^2/2]-[21.219x2.12]
= 700.34 kN-m

SHEAR AT DIFFERENT SECTIONS OF T-GIRDER DUE TO DEAD LOAD:

section: 2.12 m from support

SF= 392.32275-[16.875X(2.12+1.08)]-21.219
= 317.104 kN
At 1/8th section: 4.85 m from support
SF= 392.32275-[16.875X(4.85+1.08)]-21.219
= 271.035 kN
At 1/4th section: 9.7 m from support
SF= 392.32275-[16.875X(9.7+1.08)]-21.219
= 189.191 kN
At 3/8th section: 14.55 m from support
SF= 392.32275-[16.875X(14.55+1.08)]-21.219-17.0025
= 90.345 kN
At mid section: 19.4 m from support
SF= 392.32275-[16.875X(19.4+1.08)]-21.219-17.0025
= 8.501 kN

75
3. DUE TO SUPERIMPOSED DEAD LOAD :

Intensity of load on each girder = 3.39625 kN/m

3.39625

1.08 38.800 1.08

Reaction on each support = [(38.8+1.08+1.08)x3.39625/2] = 69.555 kN

MOMENTS AT DIFFERENT SECTIONS OF T-GIRDER DUE TO DEAD LOAD:

At mid section: 19.4 m from support

BM= [69.555X19.4]-[3.39625X20.48^2/2]
= 637.122 kN-m
At 3/8th section: 14.550 m from support
BM= [69.555X14.55]-[3.39625X15.63^2/2]
= 597.179 kN-m
At 1/4th section: 9.700 m from support
BM= [69.555X9.7]-[3.39625X10.78^2/2]
= 477.347 kN-m
At 1/8th section: 4.850 m from support
BM= [69.555X4.85]-[3.39625X5.93^2/2]
= 277.627 kN-m
section: 2.120 m from support
BM= [69.555X2.12]-[3.39625X3.2^2/2]
= 130.068 kN-m

SHEAR AT DIFFERENT SECTIONS OF T-GIRDER DUE TO DEAD LOAD:

section: 2.120 m from support

SF= 69.555-[3.39625X(2.12+1.08)]
= 58.687 kN
At 1/8th section: 4.850 m from support
SF= 69.555-[3.39625X(4.85+1.08)]
= 49.4152 kN
At 1/4th section: 9.700 m from support
SF= 69.555-[3.39625X(9.7+1.08)]
= 32.9434 kN
At 3/8th section: 14.550 m from support
SF= 69.555-[3.39625X(14.55+1.08)]
= 16.4716 kN
At mid section: 19.400 m from support
SF= 69.555-[3.39625X(19.4+1.08)]
= 0.000 kN

76
E. LOAD TABLES

1. TABLE SHOWING MAX. BM AT DIFERENT SECTION AND CORRESPONDING SHEAR FORCE:

DUE TO SELF DUE TO SELF WT OF DECK DUE TO
DUE TO
WT OF SLAB & CAST IN SITU SUPER CROWD
LIVE LOAD
SECTION MOMENT /SHEAR PRECAST DIAPHRAGM IMPOSED LOAD
GIRDER & INNER CENTRAL DEAD LOAD INNER INNER
DIAPHRAGM GIRDER GIRDER GIRDER GIRDER
MOMENT(T-M) 636.55 349.55 349.55 63.71 441.38 0.00
MID
SHEAR(T) 1.06 0.85 0.85 0.00 25.74 0.00
MOMENT(T-M) 594.15 325.58 325.58 59.72 387.93 0.00
3/8 TH
SHEAR(T) 16.42 9.03 9.03 1.65 24.42 0.00
MOMENT(T-M) 477.24 261.92 261.92 47.73 340.62 0.00
1/4 TH
SHEAR(T) 33.91 18.92 18.92 3.29 36.38 0.00
MOMENT(T-M) 275.53 150.31 150.31 27.76 179.85 0.00
1/8 TH
SHEAR(T) 49.27 27.10 27.10 4.94 36.95 0.00
MOMENT(T-M) 129.22 70.03 70.03 13.01 152.43 0.00
WEB. TH
SHEAR(T) 57.92 31.71 31.71 5.87 37.54 0.00

2. TABLE SHOWING MAX. SHEAR FORCE AT DIFERENT SECTION AND CORRESPONDING BM:

DUE TO SELF DUE TO SELF WT OF DECK DUE TO

DUE TO
WT OF SLAB & CAST IN SITU SUPER CROWD
LIVE LOAD
SECTION MOMENT /SHEAR PRECAST DIAPHRAGM IMPOSED LOAD
GIRDER & INNER CENTRAL DEAD LOAD INNER INNER
DIAPHRAGM GIRDER GIRDER GIRDER GIRDER
SHEAR(T) 57.92 31.71 31.71 5.87 40.55 0.00
WEB. TH
MOMENT(T-M) 129.22 70.03 70.03 13.01 157.99 0.00
SHEAR(T) 49.27 27.10 27.10 4.94 38.27 0.00
1/8 TH
MOMENT(T-M) 275.53 150.31 150.31 27.76 184.04 0.00
SHEAR(T) 33.91 18.92 18.92 3.29 45.06 0.00
1/4 TH
MOMENT(T-M) 477.24 261.92 261.92 47.73 311.62 0.00
SHEAR(T) 16.42 9.03 9.03 1.65 28.85 0.00
3/8 TH
MOMENT(T-M) 594.15 325.58 325.58 59.72 354.42 0.00
SHEAR(T) 1.06 0.85 0.85 0.00 35.96 0.00
MID
MOMENT(T-M) 636.55 349.55 349.55 63.71 413.31 0.00

77
 3. TABLE SHOWING MAX. BENDING MOMENTS AND STRESSES AT DIFERENT SECTION

Properties of precast girder Properties of composite girder(Edge) Properties of composite girder(Central)

2 2 2
Area = 1.267 m Area = 2.024 m Area = 1.966 m
Ybg = 1.444 m Ybg = 1.986 m Ybg = 1.959 m
3 3 3
Ztg = 0.902 m Ztg = 2.887 m Ztg = 2.707 m
3 3 3
Zbg = 0.831 m Zbg = 1.147 m Zbg = 1.128 m
3 3
Zts = 2.229 m Zts = 2.106 m

DUE TO SELF WT OF DECK DUE TO

SUPER IMPOSED DEAD DUE TO
DUE TO SELF WT OF SLAB & CAST IN SITU CROWD
LOAD LIVE LOAD
SECTION LOCATION PRECAST GIRDER & DIAPHRAGM LOAD
DIAPHRAGM Central Central Inner Inner
Inner Girder Inner Girder
Girder Girder Girder Girder
MOMENT(T-M) 636.55 349.55 349.55 63.71 63.71 441.38 0.00

stress at top of
- - - 28.58 30.25 198.02 0
deck slab (T/m2)

stress at bottom
of deck slab - - - 22.07 23.54 152.89 0
MID (T/m2)
stress at top of
precast girder 705.71 387.53 387.53 70.63 70.63 152.89 0
(T/m2)
stress at bottom
of precast girder -766.00 -420.64 -420.64 -76.67 -76.67 -384.81 0.00
(T/m2)
MOMENT(T-M) 594.15 325.58 325.58 59.72 59.72 387.93 0.00
stress at top of
- - - 26.79 28.36 174.04 0
deck slab (T/m2)

stress at bottom
of deck slab - - - 20.69 22.06 134.37 0
3/8 TH (T/m2)
stress at top of
precast girder 658.70 360.96 360.96 66.21 66.21 134.37 0
(T/m2)
stress at bottom
of precast girder -714.98 -391.80 -391.80 -71.86 -71.86 -338.21 0.00
(T/m2)
MOMENT(T-M) 477.24 261.92 261.92 47.73 47.73 340.62 0.00
stress at top of
- - - 21.42 22.67 152.81 0
deck slab (T/m2)

stress at bottom
of deck slab - - - 16.53 17.63 117.98 0
1/4 TH (T/m2)
stress at top of
precast girder 529.09 290.38 290.38 52.92 52.92 117.98 0
(T/m2)
stress at bottom
of precast girder -574.30 -315.19 -315.19 -57.44 -57.44 -296.97 0.00
(T/m2)
MOMENT(T-M) 275.53 150.31 150.31 27.76 27.76 179.85 0.00
stress at top of
- - - 12.46 13.18 80.69 0
deck slab (T/m2)
stress at bottom
of deck slab - - - 9.62 10.26 62.30 0
1/8 TH (T/m2)
stress at top of
precast girder 305.47 166.65 166.65 30.78 30.78 62.30 0
(T/m2)
stress at bottom
of precast girder -331.57 -180.88 -180.88 -33.41 -33.41 -156.80 0.00
(T/m2)

78
 MOMENT(T-M) 129.22 70.03 70.03 13.01 13.01 152.43 0.00
stress at top of
- - - 5.84 6.18 68.38 0
deck slab (T/m2)
stress at bottom
of deck slab - - - 4.51 4.80 52.80 0
(T/m2)
WEB. TH
stress at top of
precast girder 143.26 77.64 77.64 14.42 14.42 52.80 0
(T/m2)
stress at bottom
of precast girder -155.50 -84.28 -84.28 -15.65 -15.65 -132.89 0.00
(T/m2)

79
F. PRESTRESSING

Prestressing cables shall be 19 strand cables conforming to IS 14268-1995 class II with minimum breaking load = 18.371 Ton
for 12.7 mm dia ,7 ply strand.

Duct dia shall be= 90 mm.

Nominal steel area of each strand is 98.8 mm2
2
Area of each cable= 18.772 cm
Ultimate force in one cable(U.T.S) = 349.000 t
Taking maximum jack pull to be applied at jack end = 70% of U.T.S = 244.3 t

No of cable on each side for each girder= 6 nos

1. CABLE AT MID SECTION

No of rows of cable= 3
Vertical distance between two rows of cable (1st row to 2nd row) = 180 mm
Vertical distance between two rows of cable (2nd row to 3rd row) = 180 mm
Vertical distance between two rows of cable (3rdd row to 4th row) = 180 mm
Horizontal distance between two cable= 180 mm
Distance between cable centre & edges of T-Girder= 245 mm

2. CABLE AT END SECTION

Vertical distance between two rows of cable (1st row to 2nd row) = 350 mm
Vertical distance between two rows of cable (2nd row to 3rd row) = 350 mm
Vertical distance between two rows of cable (3rd row to 4th row) = 350 mm
Vertical distance between two rows of cable (4th row to 5th row) = 350 mm
Distance of lowest cable centre from bottom of T-Girder= 350 mm

Half length of cable = 19720 mm

80
 675 200
7
350

7 6
180 350

6 5
180 350
425
5 4
180 350 2775

4 200 3
180 350
250
130 2 3 1 1 2
245 180 180
350
850 245 360 245

POSITION OF CABLE AT MID SECTION POSITION OF CABLE AT END SECTION

3. Typical arrangement of cables:
Typical profile of cable in elevation & plan will be as follows:

R(Min)= 12 m
H C/L
θv
Vc

A B C D E
Vertical Curve
C1 C2 C3 C4

Horizontal curve

θh R(Min)= 10.6 m

HS

θh

Horizontal curve
81
 -1
Horrizontal splay to be given in cables 1 in 10, i.e. θH= tan 1/10= 5.71 °
LHc= 10.6X0.0997= 1.056 m
C3= 10xH s+2xLHcX0.5

C1+C2= 19.72 -(C3+C4) Eqn-1 Vc= (C2/2)xtanθv

tanθv= H/(C1+C2x0.5) LVc= C2xθv/(2xCosθvxTan(0.5xθv)
=>C1+0.5xC2=H/tanθv Eqn-2

Eqn-1-Eqn-2
=>C2= [{19.72 -(C3+C4)}-H/tanθv]x2 Eqn-3
Substitute the value of C2 in Eqn-1,
=>C1= 19.72 -(C3+C4+C2) Eqn-4

Height of Length of Length of

Length Vertical Horizontal Horizontal
Length (C2) in Length Length (C4) Lift height vertical vertical horizontal Length 'AB'
Cable No. (C1) in angle (θv) in sway (Hs) in angle (θh)
m. (C3) in m. in m. (H) in m curve (Vc) in curve (LVc) curve (LHc) (m)
m. deg. m in deg.
m in m in m
1 1.767 2.758 0.000 15.195 0.220 0.096 4.000 2.764 0.000 0.000 0.000 1.771
2 1.767 2.758 0.000 15.195 0.220 0.096 4.000 2.764 0.000 0.000 0.000 1.771
3 1.960 5.365 0.000 12.395 0.570 0.329 7.000 5.399 0.000 0.000 0.000 1.975
4 3.834 4.386 0.000 11.500 0.740 0.269 7.000 4.413 0.000 0.000 0.000 3.863
5 2.271 6.949 0.000 10.500 0.910 0.550 9.000 7.021 0.000 0.000 0.000 2.299
6 3.918 5.802 0.000 10.000 1.080 0.459 9.000 5.862 0.000 0.000 0.000 3.967
7 4.458 5.262 0.000 10.000 1.250 0.464 10.000 5.330 0.000 0.000 0.000 4.527

4. Force diagram of each cable after anchorage slip will be as shown follow:

According to IRC-112,2011,
The steel stress at jacking end= σpo=σpx.e(kx+µθ)
σpo= Applied force
σpo(x)= Force at any place in cable
µ= Friction co-efficient = 0.25 for bright metal stress
k= Wooble co-efficient = 0.0046 relieved strand
Say slip loss= 6 mm
Modulus of elasticity of material of cable= 1.95E+06 Kg/sqcm

82
 For cable 1&2:
Web Thickening 1/8th section 1/4th section 3/8th section Mid-Section

3520
1410 4930 4930 4930
244.3 t
242.32 t

235.13 t 232.464 t

219.254 t
2550 211.964
209.49 t
201.62 t
203.27 t
Cable Horizontal
length distance

1767 2758 15195

1771 2764

Area of the diagram

=0.5x(42.683+39.056)x1.771+0.5x(39.056+25.636)x2.764+0.5x(25.636+20.5)x2.55= 220.606 t-m

Slip of anchorage= (220.606x100000/((1950000)x18.772))x10= 6.0 OK

For cable 3:
Web Thickening 1/8th section 1/4th section 3/8th section Mid-Section

3520
1410 4930 4930 4930
244.3 t
242.11 t

229.10 t

216.403 t
214.100
t
200.73 t 214.10 t
202.57 t
Cable Horizontal
length distance

1960 5365 12395

1975 5399

83
Area of the diagram
=0.5x(43.566+39.542)x1.975+0.5x(39.542+15)x5.399+0.5x(15+-214.1)x0= 229.304 t-m

Slip of anchorage= (229.304x100000/((1950000)x18.772))x10= 6.0 OK

For cable 4:
Web Thickening 1/8th section 1/4th section 3/8th section Mid-Section

3520
1410 4930 4930 4930
244.3 t
240.03 228.16 t
228.16 t

219.16 t 216.403 t

204.63 t
208.29 t Check
Cable Horizontal
length distance

3834 4386 11500

3863 4413

Area of the diagram

=0.5x(39.674+31.735)x3.863+0.5x(31.735+9)x4.413+0.5x(9+228.159)x0)= 227.807 t-m

Slip of anchorage= (227.807x100000/((1950000)x18.772))x10= 6.0 OK

84
 For cable 5:
Web Thickening 1/8th section 1/4th section 3/8th section Mid-Section

3520
1410 4930 4930 4930
244.3 t
241.76 t
225.14 t `

220.94 214.523 t

203.52 t 205.68 t
Cable Horizontal
length distance

2271 6949 10500

2299 7021

Area of the diagram

227.242 t-m

Slip of anchorage= (227.24220467294x100000/((1950000)x18.772))x10= 6.0 OK

85
 For cable 6:

Web Thickening 1/8th section 1/4th section 3/8th section Mid-Section

3520
1410 4930 4930 4930
244.3 t
239.94 t
224.62 t `

223.62 t 214.523 t

205.5 t 209.29 t
Cable Horizontal
length distance

3918 5802 10000

3967 5862

Area of the diagram = 227.845 t-m

Slip of anchorage= (227.845257798206x100000/((1950000)x18.772))x10= 6.0 OK

5. Stages of Prestressing
First Stage: 4 cables in each girder at 14 days or the
First stage prestressing will be on precast girder when the girder concrete attains a strength at least equal to 0.9
of its 28 days compressive strength or the concrete is 14 days old whichever is later. Using
grade of girder and deck concrete as M45, strength of girder concrete at the time of stressing will be at least
40.5 Mpa. Cable no. 1,2,3 & 6 will be stressed during the first stage.
Second tag: 2 cables in each girder at 28 days after casting of deck.
Second stage stressing will be done after casting of deck slab and after the deck concrete have attained its 28 days
strength. The deck will be cast after 7 days from the date of first stage prestress, i.e. when the girder concrete
is 21 days old. Hence girder concrete will be 49 days old at the time of second stage
presress and full composite action is obtained. Cable no. 4 & 5 will be stressed at this stage
Kerb, crash barrier, wearing course will be laid, when the girders are 60 days old.

86
6. PROPERTIES OF GIRDER SECTION:
PREACAST GIRDER COMPOSITE GIRDER
Section Section Section
CG from Section Section
CG from modulus modulus of modulus of
Location Area (Ap) Area (Ac) in bottom of modulus of modulus of
bottom of of top of bottom of bottom of
in m
2
m
2 girder Ybg top of girder top of slab
girder Ybp (m) girder Ztp girder Zbp 3 girder Zbgc 3
3 3 (m) Z tgc (m ) 3
Zts (m )
(m ) (m ) (m )
End Girder 1.267 1.444 0.902 0.831 2.024 1.986 2.887 1.147 2.229

Central Girder 1.267 1.444 0.902 0.831 1.966 1.959 2.707 1.128 2.106

7. PROPERTIES OF CONCRETE WITH AGE:

For the purpose of calculation of loss, maturity of concrete at different days and their properties are taken as follows:
Age of concrete (days) 14 21 49 60
βcc(t)=exp{.25*[1-(28/(t/1))^.5]} 0.9016279 0.9620632 1.0629178 1.08243971
fcm(t)=βcc(t).fcm (T/m2) 4057.3255 4329.2844 4783.1301 4870.97871
Ecm= 100*5000*fcm^0.5, fcm in Mpa
3295999.3 3360779.33 3462811.3 3481769.63
( T/m2)

Shrinkage co-efficient,εs= 0.0003285 0.00034737 0.0003545 0.00035675

Creep co-efficient,εc= 0 0.97306564 1.5583585 1.6838354

Permissible Temporary Tensile 298 317 234 -

2
Stress (T/m ) Compressive 2160 2160 2160 -

Permissible Stress Tensile - - - 0

2
during service (T/m ) Compressive - - - 1754

87
8. INITIAL PRESTRESS AT DIFFERENT SECTIONS
i). END GIRDER:
a).MID SECTION: 19.72 M

Stress at Stress at
Top of Bottom of Stress at
Horizontal Eccentricity girder girder top of slab
Vertical Horizontal Pull in Vertical pull [σptg= {∑ [σpbg= {∑ [σpts= {∑
Stage of CG form soffit pull from CG of M=(P. Cosθv)
Cable No. angle angle Cable(P) ( P. Sinθv)
Prestressing of Girder (ŷ) (m) ( P. Cosθv) section xe P.Cosθv/A-∑ P.Cosθv/A+ P.Cosθv/A+
(θv)(rad) (θh)(rad) (ton) (ton)
(ton) (Yb-ŷ) (m) P.Cosθv. ∑P.Cosθv. ∑P.Cosθv.
2
e/Ztp} e/Zbp} e/Zts} (t/m )
2 2
(t/m ) (t/m )
(869.434/1 (869.434/
0.13 0 0 219.25 0 219.254 1.314 288.100
1 .267)- 1.267)+(10
-
(1026.594/ 26.594/0.
0.13 0 0 219.25 0 219.254 1.314 288.100
2 0.902)= 831)=
1st Stage at
0.13 0 0 216.40 0 216.403 1.314 284.353
14 Days 3

0.67 0 0 214.52 0 214.523 0.774 166.040 -451.916 1921.586 -

6

1.06 0 869.434 1026.594

Total
(430.925/2 (430.925/ (430.925/2
0.31 0 0 216.40 0 216.403 1.676 362.691
4 .024)- 2.024)+(68 .024)-
2nd Stage at (683.617/2 3.617/1.1 (683.617/2
0.49 0 0 214.52 0 214.523 1.496 320.926
28 Days 5 .887)= 47)= .229)=

0.8 0 430.925 683.617 -23.884 808.912 -93.784

Total

CG of the first stage cable from soffit of girder= 0.265 m

CG of the second stage cable from soffit of girder= 0.400 m
CG of the all cables from soffit of girder= 0.310 m

88
b).3/8TH SECTION: 14.79 M

Stress at Stress at
Top of Bottom of Stress at
Horizontal Eccentricity girder girder top of slab
Vertical Horizontal Pull in Vertical pull [σptg= {∑ [σpbg= {∑ [σpts= {∑
Stage of CG form soffit pull from CG of M=(P. Cosθv)
Cable No. angle angle Cable(P) ( P. Sinθv)
Prestressing of Girder (ŷ) (m) ( P. Cosθv) section xe P.Cosθv/A-∑ P.Cosθv/A+ P.Cosθv/A+
(θv)(rad) (θh)(rad) (ton) (ton)
(ton) (Yb-ŷ) (m) P.Cosθv. ∑P.Cosθv. ∑P.Cosθv.
2
e/Ztp} e/Zbp} e/Zts} (t/m )
2 2
(t/m ) (t/m )
(867.319/1 (867.319/
0.13 0 0 216.41 0 216.412 1.314 284.365
1 .267)- 1.267)+(10
-
(1021.392/ 21.392/0.
0.13 0 0 216.41 0 216.412 1.314 284.365
2 0.902)= 831)=
1st Stage at
0.13 0 0 215.49 0 215.487 1.314 283.150
14 Days 3

0.67 0 0 219.01 0 219.008 0.774 169.512 -447.819 1913.658 -

6

1.06 0 867.319 1021.392

Total
(435.119/2 (435.119/ (435.119/2
0.31 0 0 217.58 0 217.584 1.676 364.671
4 .024)- 2.024)+(69 .024)-
2nd Stage at (690.104/2 0.104/1.1 (690.104/2
0.49 0 0 217.53 0 217.535 1.496 325.432
28 Days 5 .887)= 47)= .229)=

0.8 0 435.119 690.104 -24.058 816.639 -94.622

Total

CG of the first stage cable from soffit of girder= 0.265 m

CG of the second stage cable from soffit of girder= 0.400 m
CG of the all cables from soffit of girder= 0.310 m

89
c).1/4TH SECTION: 9.86 M

Stress at Stress at
Top of Bottom of Stress at
Horizontal Eccentricity girder girder top of slab
Vertical Horizontal Pull in Vertical pull [σptg= {∑ [σpbg= {∑ [σpts= {∑
Stage of CG form soffit pull from CG of M=(P. Cosθv)
Cable No. angle angle Cable(P) ( P. Sinθv)
Prestressing of Girder (ŷ) (m) ( P. Cosθv) section xe P.Cosθv/A-∑ P.Cosθv/A+ P.Cosθv/A+
(θv)(rad) (θh)(rad) (ton) (ton)
(ton) (Yb-ŷ) (m) P.Cosθv. ∑P.Cosθv. ∑P.Cosθv.
2
e/Ztp} e/Zbp} e/Zts} (t/m )
2 2
(t/m ) (t/m )
(865.204/1 (865.204/
0.13 0 0 213.57 0 213.569 1.314 280.630
1 .267)- 1.267)+(10
-
(1016.191/ 16.191/0.
0.13 0 0 213.57 0 213.569 1.314 280.630
2 0.902)= 831)=
1st Stage at
0.13 0 0 214.57 0 214.571 1.314 281.946
14 Days 3

0.67 0 0 223.49 0 223.494 0.774 172.984 -443.722 1905.729 -

6

1.06 0 865.204 1016.191

Total
(439.313/2 (439.313/ (439.313/2
0.31 0 0 218.77 0 218.766 1.676 366.651
4 .024)- 2.024)+(69 .024)-
2nd Stage at (696.59/2. 6.59/1.14 (696.59/2.
0.49 0 0 220.55 0 220.547 1.496 329.939
28 Days 5 887)= 7)= 229)=

0.8 0 439.313 696.590 -24.233 824.367 -95.461

Total

CG of the first stage cable from soffit of girder= 0.265 m

CG of the second stage cable from soffit of girder= 0.400 m
CG of the all cables from soffit of girder= 0.310 m

90
d).1/8TH SECTION: 4.93 M

Stress at Stress at
Top of Bottom of Stress at
Horizontal Eccentricity girder girder top of slab
Vertical Horizontal Pull in Vertical pull [σptg= {∑ [σpbg= {∑ [σpts= {∑
Stage of CG form soffit pull from CG of M=(P. Cosθv)
Cable No. angle angle Cable(P) ( P. Sinθv)
Prestressing of Girder (ŷ) (m) ( P. Cosθv) section xe P.Cosθv/A-∑ P.Cosθv/A+ P.Cosθv/A+
(θv)(rad) (θh)(rad) (ton) (ton)
(ton) (Yb-ŷ) (m) P.Cosθv. ∑P.Cosθv. ∑P.Cosθv.
2
e/Ztp} e/Zbp} e/Zts} (t/m )
2 2
(t/m ) (t/m )
(837.373/1 (837.373/
0.130 0.000 0 209.88 0 209.885 1.314 275.788
1 .267)- 1.267)+(96
-
(969.948/0 9.948/0.8
0.130 0.000 0 209.88 0 209.885 1.314 275.788
2 .902)= 31)=
1st Stage at
0.130 0.122 0 208.95 25.465 207.394 1.314 272.515
14 Days 3

0.750 0.122 0 211.79 25.811 210.211 0.694 145.856 -414.420 1828.116 -

6

1.140 51.275 837.373 969.948

Total
(418.35/2. (418.35/2. (418.35/2.
0.377 0.122 0 211.01 25.716 209.437 1.609 336.924
4 024)- 024)+(605. 024)-
2nd Stage at (605.467/2 467/1.147 (605.467/2
0.701 0.157 0 211.52 33.089 208.914 1.285 268.544
28 Days 5 .887)= )= .229)=

1.078 58.804 418.350 605.467 -3.027 734.565 -64.937

Total

CG of the first stage cable from soffit of girder= 0.285 m

CG of the second stage cable from soffit of girder= 0.539 m
CG of the all cables from soffit of girder= 0.370 m

91
e).WEB-THICKENING SECTION: 3.52 M

Stress at Stress at
Top of Bottom of Stress at
Horizontal Eccentricity girder girder top of slab
Vertical Horizontal Pull in Vertical pull [σptg= {∑ [σpbg= {∑ [σpts= {∑
Stage of CG form soffit pull from CG of M=(P. Cosθv)
Cable No. angle angle Cable(P) ( P. Sinθv)
Prestressing of Girder (ŷ) (m) ( P. Cosθv) section xe P.Cosθv/A-∑ P.Cosθv/A+ P.Cosθv/A+
(θv)(rad) (θh)(rad) (ton) (ton)
(ton) (Yb-ŷ) (m) P.Cosθv. ∑P.Cosθv. ∑P.Cosθv.
2
e/Ztp} e/Zbp} e/Zts} (t/m )
2 2
(t/m ) (t/m )
(825.17/1. (825.17/1.
0.130 0.070 0 207.22 14.455178 206.719 1.314 271.628
1 267)- 267)+(837.
-
(837.134/0 134/0.831
0.130 0.070 0 207.22 14.455178 206.719 1.314 271.628
2 .902)= )=
1st Stage at
0.226 0.122 0 205.92 25.095 204.385 1.218 248.987
14 Days 3

1.228 0.122 0 208.90 25.459 207.348 0.216 44.891 -276.808 1658.661 -

6

1.713 79.465 825.170 837.134

Total
(412.3/2.0 (412.3/2.0 (412.3/2.0
0.742 0.122 0 207.99 25.348 206.444 1.244 256.777
4 24)- 24)+(544.3 24)-
2nd Stage at (544.376/2 76/1.147) (544.376/2
0.589 0.157 0 208.42 32.604 205.856 1.397 287.599
28 Days 5 .887)= = .229)=

1.331 57.952 412.300 544.376 15.144 678.314 -40.519

Total

CG of the first stage cable from soffit of girder= 0.428 m

CG of the second stage cable from soffit of girder= 0.666 m
CG of the all cables from soffit of girder= 0.507 m

92
G. ELONGATION CALCULATION

Area of each cable= 1877.2 sq.mm

Modulus of elasticity 1.95E+05 Mpa
Total
Cable Length Force at Force at Elongation elongation
Segment
No. (mm) Start (T) End (T) (mm) in each side
(mm)
L1 1767 201.62 203.27 10
L2 2758 203.3 209.49 16
1&2 114
L3 2550 209.5 211.96 15
L4 12645 211.96 219.254 74
L1 1960 200.73 202.57 11
L2 5365 202.6 214.10 31
3 114
L3 0 214.1 214.10 0
L4 12395 214.10 216.403 73
L1 3834 204.63 208.29 22
L2 4386 208.3 219.16 26
4 116
L3 0 219.2 219.16 0
L4 11500 219.16 216.403 68
L1 2271 203.52 205.68 13
L2 6949 205.7 220.94 40
5 116
L3 0 220.9 225.14 0
L4 10500 225.14 214.523 63
L1 3918 205.50 209.29 22
L2 5802 209.3 223.62 34
6 116
L3 0 223.6 223.62 0
L4 10000 223.62 214.523 60

The elongation length calculated only for the cable between the midspan and end faces.
Additional length for attaching the jack may be added in consultation with the system manufacturer.
Extra elongation may be added @ 7mm/m for portion between end face and gripping point of jack.

93
H. LOSSES IN PRESTRESS
1. END GIRDER:
i). Stage-1: Between 14 days to 21 days

Average stress at CG of 1st stage cable= ( Ref.: Stress tables)

=(2x(1250.539+1331.641+1212.439+1104.347)+1069.465)/9
2
1207.488 T/m

Elastic shortening:

Loss in Prestressing force due to elastic shortening=

(0.5x1207.488x19500000x0.0018772x(4-1)/3295999)=
= 20.116 t

Percentage of loss in prestress in different sections will be as follows:

i) At mid-section= 20.116x 100/(869.434)= 2.31 %
ii) At 3/8 th section= 20.116x 100/(867.319)= 2.32 %
iii) At 1/4 th section= 20.116x 100/(865.204)= 2.33 %
iv) At 1/8 th section= 20.116x 100/(837.373)= 2.40 %
v) At web thickening section= 20.116x 100/(825.17)= 2.44 %

Relaxation loss in 1st stage cable:

Average stresses in 1st stage cables at differen sections, just after seating of anchorage will be as follows :
2
i) At mid-section= (1000x(869.434x0.977))/(4x18.772)= 11310.97 Kg/cm
2
ii) At 3/8 th section= (1000x(867.319x0.977))/(4x18.772)= 11282.80 Kg/cm
2
iii) At 1/4 th section= (1000x(865.204x0.977))/(4x18.772)= 11254.63 Kg/cm
2
iv) At 1/8 th section= (1000x(837.373x0.976))/(4x18.772)= 10883.99 Kg/cm
2
v) At web thickening section= (1000x(825.17x0.976))/(4x18.772)= 10721.47 Kg/cm

Average stress in 1st stage cables:

=(2x(10721.472+10883.993+11254.631+11282.798)+11310.966)/9
2
= 11066.306 Kg/cm
= 0.595 of Ultimate tensile stress
2
Ultimate tensile stress= (349x1000)/18.772= 18592 Kg/cm

Ref: Table- 6.2, IRC-112:2011

1000 hour relaxation loss in 1 st stage cables= 1.190 %
Final (0.5x10^6 hours) relaxation loss in 1 st stage cables= 3.571 %

Loss due to shrinkage and creep in 1st stage cable:

Shrinkage strain= (0.000347365891535569-0.000328469167354467)= 1.89E-05

Creep strain between 14 days and 21 days = 3.28E-04

Average stress at CG of 1st stage cables at 14 days just after seating of anchorages is: [Ref: stress Tables]
=(2x(1217.387+1293.258+1173.347+1065.193)+1030.25)/9
2
1169.847 T/m = 11.698 Mpa

94
 Assumed loss in different sections due to creep and shrinkage as follows:
i) At mid-section= 5.85 %
ii) At 3/8 th section= 5.86 %
iii) At 1/4 th section= 5.88 %
iv) At 1/8 th section= 6.07 %
v) At web thickening section= 6.16 %
Average stress at CG of 1st stage cables at 21 days with 1000 hour relaxation loss will be as follows:
[Ref: stress Tables]
=(2x(1116.383+1176.206+1053.513+945.113)+909.925)/9
2
1054.706 T/m = 10.547 Mpa
Average stress along CG of 1st stage cables during 14 days and 21 days will be
(0.5x(10.547+11.69847)= 11.123 Mpa
Creep strain during this period= 3.28E-04
Loss due to creep and shrinkage=
(0.0000188967241811016+0.000328)x(1950000x4x18.772)/1000= 50.849 T
Percentage loss:
i) At mid-section= (50.849X100)/(869.434)= 5.85 % Hence OK
ii) At 3/8 th section= (50.849X100)/(867.319)= 5.86 % Hence OK
iii) At 1/4 th section= (50.849X100)/(865.204)= 5.88 % Hence OK
iv) At 1/8 th section= (50.849X100)/(837.373)= 6.07 % Hence OK
v) At web thickening section= (50.849X100)/(825.17)= 6.16 % Hence OK

ii). Stage-2: Between 21 days to 49 days

Loss due to shrinkage and creep :

Shrinkage strain= (0.000354499693215269-0.000347365891535569)= 7.13E-06

Creep strain between 21 days and 49 days = 1.43E-04

Average stress at CG of 1st stage cables at 14 days just after seating of anchorages is: [Ref: stress Tables]
=(2x(1057.099+1031.019+796.155+625.2)+566.459)/9
2
842.823 T/m = 8.428 Mpa

Assumed loss in different sections due to creep and shrinkage betweeen 21 days to 49 as follows:
i) At mid-section= 2.53 %
ii) At 3/8 th section= 2.54 %
iii) At 1/4 th section= 2.54 %
iv) At 1/8 th section= 2.63 %
v) At web thickening section= 2.67 %
Average stress at CG of 1st stage cables at 21 days with 1000 hour relaxation loss will be as follows:
[Ref: stress Tables]
=(2x(1020.822+989.019+753.381+582.357)+523.549)/9
2
801.634 T/m = 8.016 Mpa
Average stress along CG of 1st stage cables during 14 days and 21 days will be
(0.5x(8.016+8.42823)= 8.222 Mpa
Creep strain during this period= 1.43E-04
Loss due to creep and shrinkage=
(0.0000071338016796995+0.000143)x(1950000x4x18.772)/1000= 22.011 T
Percentage loss:
i) At mid-section= (22.011X100)/(869.434)= 2.53 % Hence OK
ii) At 3/8 th section= (22.011X100)/(867.319)= 2.54 % Hence OK
iii) At 1/4 th section= (22.011X100)/(865.204)= 2.54 % Hence OK
iv) At 1/8 th section= (22.011X100)/(837.373)= 2.63 % Hence OK
v) At web thickening section= (22.011X100)/(825.17)= 2.67 % Hence OK

95
iii). Stage-3: Between 49 days to 60 days

Additional stress at CG of 1st & 2nd stage cables due to 2nd stage prestressing are as follows:
Total depth of precast girder: 2.775 m
a) At mid section:
2
Stress at top=ftg= -23.884 T/m
2
Stress at bottom=fbg= 808.912 T/m
CG of 1st stage cables= 0.265 m
CG of 2nd stage cables= 0.400 m
2
Stress at CG of 1st stage cables= (808.912-(808.912--23.884)x0.265/2.775)= 729.384 T/m
2
Stress at CG of 2nd stage cables= (808.912-(808.912--23.884)x0.4/2.775)= 688.869 T/m
b) At 3/8 th section:
2
Stress at top=ftg= -24.058 T/m
2
Stress at bottom=fbg= 816.639 T/m
CG of 1st stage cables= 0.265 m
CG of 2nd stage cables= 0.400 m
2
Stress at CG of 1st stage cables= (816.639-(816.639--24.058)x0.265/2.775)= 736.356 T/m
2
Stress at CG of 2nd stage cables= (816.639-(816.639--24.058)x0.4/2.775)= 695.457 T/m
c) At 1/4 th section:
2
Stress at top=ftg= -24.233 T/m
2
Stress at bottom=fbg= 824.367 T/m
CG of 1st stage cables= 0.265 m
CG of 2nd stage cables= 0.400 m
2
Stress at CG of 1st stage cables= (824.367-(824.367--24.233)x0.265/2.775)= 743.33 T/m
2
Stress at CG of 2nd stage cables= (824.367-(824.367--24.233)x0.4/2.775)= 702.046 T/m
d) At 1/8 th section:
2
Stress at top=ftg= -3.027 T/m
2
Stress at bottom=fbg= 734.565 T/m
CG of 1st stage cables= 0.285 m
CG of 2nd stage cables= 0.539 m
2
Stress at CG of 1st stage cables= (734.565-(734.565--3.027)x0.285035631701054/2.775)= 658.803 T/m
2
Stress at CG of 2nd stage cables= (734.565-(734.565--3.027)x0.538929026393131/2.775)= 591.318 T/m

96
 e) Web thickening section:
2
Stress at top=ftg= 15.144 T/m
2
Stress at bottom=fbg= 678.314 T/m
CG of 1st stage cables= 0.428 m
CG of 2nd stage cables= 0.666 m
2
Stress at CG of 1st stage cables= (678.314-(678.314-15.144)x0.42831826434307/2.775)= 575.954 T/m
2
Stress at CG of 2nd stage cables= (678.314-(678.314-15.144)x0.665549784066415/2.775)= 519.261 T/m

Average stress at CG of 1st stage cables=

2
(2x(575.954+658.803+743.33+736.356)+729.384)/9= 684.252 T/m
Average stress at CG of 2nd stage cables=
2
(2x(519.261+591.318+702.046+695.457)+688.869)/9= 633.893 T/m
Elastic shortening:
No. of cable stressed= 2 in each web

Loss in 1st stage cables due to second stage prestressing=

(2x684.252x19500000x0.0018772/3462811)= 14.466 T

Percentage of loss in prestress in different sections will be as follows:

i) At mid-section= 14.466x 100/(869.434)= 1.66 %
ii) At 3/8 th section= 14.466x 100/(867.319)= 1.67 %
iii) At 1/4 th section= 14.466x 100/(439.313)= 1.67 %
iv) At 1/8 th section= 14.466x 100/(837.373)= 1.73 %
v) At web thickening section= 14.466x 100/(825.17)= 1.75 %

Loss in 2nd stage cables due to second stage prestressing=

(1x633.893x19500000x0.0018772/(2x3462811))= 3.35 T

Percentage of loss in prestress in different sections will be as follows:

i) At mid-section= 3.35x 100/(430.925)= 0.78 %
ii) At 3/8 th section= 3.35x 100/(435.119)= 0.77 %
iii) At 1/4 th section= 3.35x 100/(439.313)= 0.76 %
iv) At 1/8 th section= 3.35x 100/(418.35)= 0.80 %
v) At web thickening section= 3.35x 100/(412.3)= 0.81 %

Relaxation loss in 2nd stage cable:

Average stresses in 1st stage cables at differen sections, just after seating of anchorage will be as follows :
2
i) At mid-section= (1000x(430.925x0.992))/(2x18.772)= 11388.65 Kg/cm
2
ii) At 3/8 th section= (1000x(435.119x0.992))/(2x18.772)= 11500.35 Kg/cm
2
iii) At 1/4 th section= (1000x(439.313x0.992))/(2x18.772)= 11612.06 Kg/cm
2
iv) At 1/8 th section= (1000x(418.35x0.992))/(2x18.772)= 11053.71 Kg/cm
2
v) At web thickening section= (1000x(412.3x0.992))/(2x18.772)= 10892.54 Kg/cm

Average stress in 1st stage cables:

=(2x(10892.54+11053.707+11612.056+11500.353)+11388.649)/9
2
= 11278.44 Kg/cm
= 0.607 of Ultimate tensile stress
2
Ultimate tensile stress= (349x1000)/18.772= 18592 Kg/cm

Ref: Table- 6.2, IRC-112:2011

1000 hour relaxation loss in 1 st stage cables= 1.333 %
Final (0.5x10^6 hours) relaxation loss in 1 st stage cables= 3.999 %

97
Loss due to shrinkage and creep in 2nd stage cable:

Shrinkage strain= (0.000356751507507038-0.000354499693215269)= 0.000002

Creep strain between 28 days and 40 days = 5.22E-05

Average stress at CG of all cables at 49 days , just after seating of 2nd stage anchorage will be as follows:
[Ref: stress Tables]
=(2x(1549.941+1603.754+1485.706+1314.446)+1251.119)/9
2
1462.09 T/m = 14.621 Mpa

Assumed loss in different sections at 1st stage cables after 2nd stage prestressing due to creep and shrinkage as follows:
i) At mid-section= 0.91 %
ii) At 3/8 th section= 0.91 %
iii) At 1/4 th section= 0.92 %
iv) At 1/8 th section= 0.95 %
v) At web thickening section= 0.96 %
Assumed loss in different sections at 2nd stage cables after 2nd stage prestressing due to creep and shrinkage as follows:
i) At mid-section= 0.92 %
ii) At 3/8 th section= 0.91 %
iii) At 1/4 th section= 0.90 %
iv) At 1/8 th section= 0.95 %
v) At web thickening section= 0.96 %
Average stress at CG of all cables at 60 days before completion of W.C., Railing, Crash Barrier: [Ref: stress Tables]
=(2x(1524.619+1574.758+1454.334+1283.141)+1219.881)/9
2
1432.62 T/m = 14.326 Mpa
Average stress along CG of 1st stage cables during 49 days and 60 days will be
(0.5x(14.6209+14.3262)= 14.474 Mpa
Creep strain during this period= (0.0000521601619669419X1.447355)= 0.000052
Loss due to creep and shrinkage in first stage cables=
(0.000002+0.000052)x(1950000x4x18.772)/1000= 7.930 T
Loss due to creep and shrinkage in second stage cables=
(0.000002+0.000052)x(1950000x4x18.772)/1000= 3.965 T
Percentage loss in different sections will be as follows:
a) For first stage prestress:
i) At mid-section= (7.93X100)/(869.434)= 0.91 % Hence OK
ii) At 3/8 th section= (7.93X100)/(867.319)= 0.91 % Hence OK
iii) At 1/4 th section= (7.93X100)/(865.204)= 0.92 % Hence OK
iv) At 1/8 th section= (7.93X100)/(837.373)= 0.95 % Hence OK
v) At web thickening section= (7.93X100)/(825.17)= 0.96 % Hence OK
a) For second stage prestress:
i) At mid-section= (3.965X100)/(430.925)= 0.92 % Hence OK
ii) At 3/8 th section= (3.965X100)/(435.119)= 0.91 % Hence OK
iii) At 1/4 th section= (3.965X100)/(439.313)= 0.90 % Hence OK
iv) At 1/8 th section= (3.965X100)/(418.35)= 0.95 % Hence OK
v) At web thickening section= (3.965X100)/(412.3)= 0.96 % Hence OK

98
iv). Stage-4: Between 60 days to end
Loss due to shrinkage and creep in 2nd stage cable:

Shrinkage strain= 1.32E-05

Creep strain between 60 days to infinity = 7.80E-04

Average stress at CG of all cables at 60 days , after completion of WC, Railing, Crash barrier:
[Ref: stress Tables]
=(2x(1514.465+1549.9+1409.221+1226.702)+1159.668)/9
2
1395.583 T/m = 13.956 Mpa

Assumed loss in different sections at 1st stage cables after 3rd stage casting due to creep and shrinkage as follows:
i) At mid-section= 13.36 %
ii) At 3/8 th section= 13.39 %
iii) At 1/4 th section= 13.42 %
iv) At 1/8 th section= 13.87 %
v) At web thickening section= 14.07 %
Assumed loss in different sections at 2nd stage cables after 3rd stage casting due to creep and shrinkage as follows:
i) At mid-section= 13.48 %
ii) At 3/8 th section= 13.35 %
iii) At 1/4 th section= 13.22 %
iv) At 1/8 th section= 13.88 %
v) At web thickening section= 14.08 %
Average stress at CG of all cables after final loss: [Ref: stress Tables]
=(2x(1252.36+1249.452+1092.195+933.029)+841.924)/9
2
1099.555 T/m = 10.996 Mpa
Average stress along CG of 1st stage cables during 7 days and 21 days will be
(0.5x(13.95583+10.99555)= 12.476 Mpa
Creep strain during this period= 7.80E-04
Loss due to creep and shrinkage in first stage cables=
(0.0000132+0.00078)x(1950000x4x18.772)/1000= 116.142 T
Loss due to creep and shrinkage in second stage cables=
(0.0000132+0.00078)x(1950000x2x18.772)/1000= 58.071 T
Percentage loss in different sections will be as follows:
a) For first stage prestress:
i) At mid-section= (116.142X100)/(869.434)= 13.36 % Hence OK
ii) At 3/8 th section= (116.142X100)/(867.319)= 13.39 % Hence OK
iii) At 1/4 th section= (116.142X100)/(865.204)= 13.42 % Hence OK
iv) At 1/8 th section= (116.142X100)/(837.373)= 13.87 % Hence OK
v) At web thickening section= (116.142X100)/(825.17)= 14.07 % Hence OK
a) For second stage prestress:
i) At mid-section= (58.071X100)/(430.925)= 13.48 % Hence OK
ii) At 3/8 th section= (58.071X100)/(435.119)= 13.35 % Hence OK
iii) At 1/4 th section= (58.071X100)/(439.313)= 13.22 % Hence OK
iv) At 1/8 th section= (58.071X100)/(418.35)= 13.88 % Hence OK
v) At web thickening section= (58.071X100)/(412.3)= 14.08 % Hence OK

99
 v). Total percentage loss in each different section will be as follows:
20% Higher
Stages of Prestressing

% LOSS Creep & Creep & time

Final Creep and
Elastic shrinkage shrinkage Elasting Relaxation Final creep dependent
Relaxation shrinkage 49
shortening between 10 between 21 shortening 2nd stage and Total loss (creep,
in 1st stage days to 60
1st stage days & 21 days & 49 2nd stage cables shrinkage shrinkage
cables days
SECTIONS days days and
relaxation)
mid
2.314 3.571 5.849 2.532 1.664 0.912 13.358 30.199 5.244
section
3/8 th
2.319 3.571 5.863 2.538 1.668 0.914 13.391 30.264 5.255
1st stage cables

section
1/4 th
2.325 3.571 5.877 2.544 1.672 0.917 13.424 30.330 5.267
section
1/8 th
2.402 3.571 6.072 2.629 1.728 0.947 13.870 31.219 5.418
section
Web thk
2.438 3.571 6.162 2.667 1.753 0.961 14.075 31.628 5.487
section
mid
0.777 3.999 0.920 13.476 19.173 3.679
section
3/8 th
0.770 3.999 0.911 13.346 19.026 3.651
2nd stage cables

section
1/4 th
0.763 3.999 0.903 13.219 18.883 3.624
section
1/8 th
0.801 3.999 0.948 13.881 19.629 3.766
section
Web thk
0.813 3.999 0.962 14.085 19.858 3.809
section

100
I. STRESS TABLES
1. END GIRDER:

i). SECTION AT 0.5 L

Stress at top Of Stress at bottom of Stress at top of Deck Stress at bottom of Stress at
2 2 2 2
Girder (T/m ) Girder(T/m ) Slab (T/m ) Deck Slab(T/m ) Stress at C.G C.G of all
Description of load and
Due to Due to Due to Due to of 1st stage stage
prestress Cumulati Cumulati Cumulati Cumulati 2
load load load load cables (T/m ) cables
ve ve ve ve 2
described described described described (T/m )
1st stage prestress -451.916 -451.916 1921.586 1921.586
Self weight of Precast
705.709 253.793 -766.004 1155.582 1069.465
girder
Loss due to elastic
shortenings during 1st 10.456 264.249 -44.460 1111.122 1030.250
stage cables
Relaxation loss of 1st
5.380 258.869 -22.875 1088.247
stage cables
Final Relaxation loss for
16.139 -68.625
1st stage cables
Creep and shrinkage loss
between 10 days & 21 26.428 285.298 -112.375 975.872 909.925
days
Weight of Deck slab, cast-
387.533 672.830 -420.643 555.228 566.459
in-situ diaphragms
Creep & Shrinkage loss
11.441 684.271 -48.648 506.581 523.549
between 21 days & 49
2nd stagedays
prestress -23.884 648.947 808.912 1364.141 -93.784 -93.784 -23.884 -23.884
Loss due to elastic
shortenings during 1st 7.519 656.466 -31.972 1332.168
stage cables
Loss due to elastic
shortenings during 2nd 0.186 656.651 -6.288 1325.880 0.729 -93.055 0.186 -23.698 1251.119
stage cables
Relaxation loss of 2nd
0.318 656.970 -10.783 1315.097 1.250 -91.805 0.318 -24.016
stage cables
Final Relaxation loss for
0.955 -32.350 3.751 0.955
2nd stage cables
Creep and shrinkage loss
between 49 days & 60 4.342 661.311 -24.969 1290.127 0.863 -90.942 0.220 -23.797 1219.881
days
Self weight of hand rail
70.634 731.946 -76.669 1213.458 28.583 -62.359 22.069 -1.728 1159.668
and wearing course

Creep and shrinkage loss

63.587 795.533 -365.700 847.758 12.638 -49.721 3.219 1.491 841.924
from 60 days to infinity

Additional loss due to full

11.396 806.929 -67.317 780.441 2.500 -47.220 0.637 2.127
relaxation
Carriage way live load
152.885 959.814 -384.813 395.629 198.017 150.797 152.885 155.013
and footpath live load
20 % higher time
24.5789 984.393 -130.5353 265.093 3.4504 154.247 0.8787 155.891
dependent loss
2
Compressive Stress on 14 days = 1155.582 T/m Hence OK
2
Tensile Stress on 14 days = 0.000 T/m Hence OK
2
Compressive Stress on 21 days = 684.271 T/m Hence OK
2
Tensile Stress on 21 days = 0.000 T/m Hence OK
2
Compressive Stress on 49 days = 1364.141 T/m Hence OK
2
Tensile Stress on 49 days = -93.784 T/m Hence OK
2
Compressive Stress on 60 days = 959.814 T/m Hence OK
2
Tensile Stress on 60 days = 0.000 T/m Hence OK
2
Compressive Stress on infinity = 984.393 T/m Hence OK
2
Tensile stress on infinity = 0.000 T/m Hence OK

101
ii). SECTION AT 3/8TH L

Stress at top Of Stress at bottom of Stress at top of Deck Stress at bottom of

2
Girder (T/m )
2
Girder(T/m )
2
Slab (T/m )
2
Deck Slab(T/m ) Stress at
Stress at C.G C.G of all
Description of load and
Due to Due to Due to Due to of 1st stage stage
prestress Cumulati Cumulati Cumulati Cumulati cables (T/m2)
load load load load cables
ve ve ve ve 2
(T/m )
described described described described

1st stage prestress -447.819 -447.819 1913.658 1913.658

Self weight of Precast
658.702 210.883 -714.981 1198.677 1104.347
girder
Loss due to elastic
shortenings during 1st 10.386 221.269 -44.384 1154.293 1065.193
stage cables
Relaxation loss of 1st
5.331 215.938 -22.781 1131.512
stage cables
Final Relaxation loss for
15.993 -68.342
1st stage cables
Creep and shrinkage loss
between 10 days & 21 26.253 242.191 -112.187 1019.326 945.113
days
Weight of Deck slab, cast-
360.958 603.149 -391.798 627.528 625.200
in-situ diaphragms
Creep & Shrinkage loss
11.365 614.514 -48.565 578.962 582.357
between 21 days & 49
days
2nd stage prestress -24.058 579.091 816.639 1444.167 -94.622 -94.622 -24.058 -24.058
Loss due to elastic
shortenings during 1st 7.469 586.560 -31.918 1412.249
stage cables
Loss due to elastic
shortenings during 2nd 0.185 586.745 -6.287 1405.962 0.729 -93.894 0.185 -23.873 1314.446
stage cables
Relaxation loss of 2nd
0.321 587.066 -10.886 1395.076 1.261 -92.633 0.321 -24.194
stage cables
Final Relaxation loss for
0.962 -32.659 3.784 0.962
2nd stage cables
Creep and shrinkage loss
between 49 days & 60 4.314 591.380 -24.938 1370.137 0.862 -91.770 0.219 -23.975 1283.141
days
Self weight of hand rail
66.206 657.586 -71.863 1298.274 26.791 -64.979 20.685 -3.290 1226.702
and wearing course

Creep and shrinkage loss

63.178 720.764 -365.245 933.029 12.628 -52.351 3.211 -0.079 933.029
from 60 days to infinity

Additional loss due to full

11.303 732.067 -67.334 865.696 2.523 -49.828 0.641 0.563
relaxation
Carriage way live load
134.371 866.438 -338.213 527.483 174.038 124.210 134.371 134.934
and footpath live load
20 % higher time
24.4132 890.852 -130.3886 397.094 3.4549 127.665 0.8784 135.812
dependent loss
2
Compressive Stress on 14 days = 1198.677 T/m Hence OK
2
Tensile Stress on 14 days = 0.000 T/m Hence OK
2
Compressive Stress on 21 days = 614.514 T/m Hence OK
2
Tensile Stress on 21 days = 0.000 T/m Hence OK
2
Compressive Stress on 49 days = 1444.167 T/m Hence OK
2
Tensile Stress on 49 days = -94.622 T/m Hence OK
2
Compressive Stress on 60 days = 866.438 T/m Hence OK
2
Tensile Stress on 60 days = 0.000 T/m Hence OK
2
Compressive Stress on infinity = 890.852 T/m Hence OK
2
Tensile stress on infinity = 0.000 T/m Hence OK

102
iii). SECTION AT 1/4TH L

Stress at top Of Stress at bottom of Stress at top of Deck Stress at bottom of

2
Girder (T/m )
2
Girder(T/m )
2
Slab (T/m )
2
Deck Slab(T/m ) Stress at
Stress at C.G C.G of all
Description of load and
Due to Due to Due to Due to of 1st stage stage
prestress Cumulati Cumulati Cumulati Cumulati cables (T/m2)
load load load load cables
ve ve ve ve 2
(T/m )
described described described described

1st stage prestress -443.722 -443.722 1905.729 1905.729

Self weight of Precast
529.091 85.370 -574.297 1331.432 1212.439
girder
Loss due to elastic
shortenings during 1st 10.317 95.686 -44.308 1287.124 1173.347
stage cables
Relaxation loss of 1st
5.282 90.404 -22.686 1264.438
stage cables
Final Relaxation loss for
15.847 -68.059
1st stage cables
Creep and shrinkage loss
between 10 days & 21 26.076 116.481 -111.995 1152.443 1053.513
days
Weight of Deck slab, cast-
290.377 406.857 -315.186 837.257 796.155
in-situ diaphragms
Creep & Shrinkage loss
11.288 418.146 -48.482 788.774 753.381
between 21 days & 49
days
2nd stage prestress -24.233 382.624 824.367 1661.623 -95.461 -95.461 -24.233 -24.233
Loss due to elastic
shortenings during 1st 7.419 390.043 -31.863 1629.760
stage cables
Loss due to elastic
shortenings during 2nd 0.185 390.228 -6.286 1623.474 0.728 -94.733 0.185 -24.048 1485.706
stage cables
Relaxation loss of 2nd
0.323 390.551 -10.989 1612.485 1.273 -93.460 0.323 -24.371
stage cables
Final Relaxation loss for
0.969 -32.968 3.818 0.969
2nd stage cables
Creep and shrinkage loss
between 49 days & 60 4.286 394.836 -24.907 1587.577 0.862 -92.598 0.219 -24.153 1454.334
days
Self weight of hand rail
52.921 447.757 -57.442 1530.135 21.415 -71.183 16.534 -7.618 1409.221
and wearing course

Creep and shrinkage loss

62.767 510.524 -364.788 1165.347 12.619 -58.565 3.203 -4.415 1092.195
from 60 days to infinity

Additional loss due to full

11.210 521.735 -67.351 1097.996 2.545 -56.020 0.646 -3.769
relaxation
Carriage way live load
117.984 639.719 -296.966 801.030 152.813 96.793 117.984 114.215
and footpath live load
20 % higher time
24.2469 663.966 -130.2412 670.788 3.4595 100.253 0.8782 115.093
dependent loss
2
Compressive Stress on 14 days = 1331.432 T/m Hence OK
2
Tensile Stress on 14 days = 0.000 T/m Hence OK
2
Compressive Stress on 21 days = 788.774 T/m Hence OK
2
Tensile Stress on 21 days = 0.000 T/m Hence OK
2
Compressive Stress on 49 days = 1661.623 T/m Hence OK
2
Tensile Stress on 49 days = -95.461 T/m Hence OK
2
Compressive Stress on 60 days = 801.030 T/m Hence OK
2
Tensile Stress on 60 days = 0.000 T/m Hence OK
2
Compressive Stress on infinity = 670.788 T/m Hence OK
2
Tensile stress on infinity = 0.000 T/m Hence OK

103
iv). SECTION AT 1/8TH L

Stress at top Of Stress at bottom of Stress at top of Deck Stress at bottom of

2
Girder (T/m )
2
Girder(T/m )
2
Slab (T/m )
2
Deck Slab(T/m ) Stress at
Stress at C.G C.G of all
Description of load and
Due to Due to Due to Due to of 1st stage stage
prestress Cumulati Cumulati Cumulati Cumulati cables (T/m2)
load load load load cables
ve ve ve ve 2
(T/m )
described described described described

1st stage prestress -414.420 -414.420 1828.116 1828.116

Self weight of Precast
305.466 -108.954 -331.565 1496.551 1331.641
girder
Loss due to elastic
shortenings during 1st 9.956 -98.998 -43.916 1452.635 1293.258
stage cables
Relaxation loss of 1st
4.933 -103.932 -21.762 1430.872
stage cables
Final Relaxation loss for
14.800 -65.287
1st stage cables
Creep and shrinkage loss
between 10 days & 28 25.164 -78.768 -111.004 1319.868 1176.206
days
Weight of Deck slab, cast-
166.646 87.878 -180.884 1138.983 1031.019
in-situ diaphragms
Creep & Shrinkage loss
10.894 98.772 -48.055 1090.929 989.019
between 21 days & 49
days
2nd stage prestress -3.027 84.851 734.565 1873.548 -64.937 -64.937 -3.027 -3.027
Loss due to elastic
shortenings during 1st 7.159 92.011 -31.582 1841.967
stage cables
Loss due to elastic
shortenings during 2nd 0.024 92.035 -5.882 1836.085 0.520 -64.417 0.024 -3.003 1603.754
stage cables
Relaxation loss of 2nd
0.040 92.075 -9.792 1826.293 0.866 -63.551 0.040 -3.043
stage cables
Final Relaxation loss for
0.121 -29.376 2.597 0.121
2nd stage cables
Creep and shrinkage loss
between 49 days & 60 3.953 96.029 -24.274 1802.018 0.615 -62.936 0.029 -3.014 1574.758
days
Self weight of hand rail
30.779 126.808 -33.409 1768.609 12.455 -50.481 9.616 6.602 1549.900
and wearing course

Creep and shrinkage loss

57.899 184.707 -355.521 1413.089 9.014 -41.467 0.420 7.022 1249.452
from 60 days to infinity

Additional loss due to full

9.947 194.654 -63.109 1349.980 1.731 -39.735 0.081 7.103
relaxation
Carriage way live load
62.297 256.951 -156.800 1193.179 80.686 40.951 62.297 69.399
and footpath live load
20 % higher time
22.5665 279.517 -126.7047 1066.475 2.4452 43.396 0.1140 69.513
dependent loss
2
Compressive Stress on 14 days = 1496.551 T/m Hence OK
2
Tensile Stress on 14 days = -108.954 T/m Hence OK
2
Compressive Stress on 21 days = 1090.929 T/m Hence OK
2
Tensile Stress on 21 days = 0.000 T/m Hence OK
2
Compressive Stress on 49 days = 1873.548 T/m Hence OK
2
Tensile Stress on 49 days = -64.937 T/m Hence OK
2
Compressive Stress on 60 days = 1193.179 T/m Hence OK
2
Tensile Stress on 60 days = 0.000 T/m Hence OK
2
Compressive Stress on infinity = 1066.475 T/m Hence OK
2
Tensile stress on infinity = 0.000 T/m Hence OK

104
v). SECTION AT WEB THICKENING

Stress at top Of Stress at bottom of Stress at top of Deck Stress at bottom of

2
Girder (T/m )
2
Girder(T/m )
2
Slab (T/m )
2
Deck Slab(T/m ) Stress at
Stress at C.G C.G of all
Description of load and
Due to Due to Due to Due to of 1st stage stage
prestress Cumulati Cumulati Cumulati Cumulati cables (T/m2)
load load load load cables
ve ve ve ve 2
(T/m )
described described described described

1st stage prestress -276.808 -276.808 1658.661 1658.661

Self weight of Precast
143.257 -133.552 -155.496 1503.164 1250.539
girder
Loss due to elastic
shortenings during 1st 6.748 -126.804 -40.435 1462.729 1217.387
stage cables
Relaxation loss of 1st
3.295 -130.099 -19.745 1442.984
stage cables
Final Relaxation loss for
9.886 -59.235
1st stage cables
Creep and shrinkage loss
between 10 days & 21 17.057 -113.042 -102.205 1340.779 1116.383
days
Weight of Deck slab, cast-
77.643 -35.399 -84.277 1256.502 1057.099
in-situ diaphragms
Creep & Shrinkage loss
between 21 days & 49 7.384 -28.015 -44.246 1212.257 1020.822
days
2nd stage prestress 15.144 -20.255 678.314 1934.816 -40.519 -40.519 15.144 15.144
Loss due to elastic
shortenings during 1st 4.853 -15.402 -29.078 1905.738
stage cables
Loss due to elastic
shortenings during 2nd -0.123 -15.525 -5.511 1900.227 0.329 -40.190 -0.123 15.021 1549.941
stage cables
Relaxation loss of 2nd
-0.202 -15.727 -9.042 1891.184 0.540 -39.650 -0.202 15.223
stage cables
Final Relaxation loss for
-0.606 -27.127 1.620 -0.606
2nd stage cables
Creep and shrinkage loss
between 49 days & 60 2.515 -13.213 -22.463 1868.721 0.390 -39.260 -0.146 15.077 1524.619
days
Self weight of hand rail
14.420 1.207 -15.652 1853.069 5.835 -33.425 4.505 19.583 1514.465
and wearing course

Creep and shrinkage loss

36.828 38.035 -328.993 1524.076 5.707 -27.718 -2.133 17.450 1252.360
from 60 days to infinity

Additional loss due to full

6.187 44.221 -57.575 1466.501 1.080 -26.637 -0.404 17.046
relaxation
Carriage way live load
52.799 97.020 -132.895 1333.607 68.385 41.747 52.799 69.845
and footpath live load
20 % higher time
14.6127 111.633 -116.8547 1216.752 1.5434 43.291 -0.5769 69.268
dependent loss
2
Compressive Stress on 14 days = 1503.164 T/m Hence OK
2
Tensile Stress on 14 days = -133.552 T/m Hence OK
2
Compressive Stress on 21 days = 1212.257 T/m Hence OK
2
Tensile Stress on 21 days = -28.015 T/m Hence OK
2
Compressive Stress on 49 days = 1934.816 T/m Hence OK
2
Tensile Stress on 49 days = -40.519 T/m Hence OK
2
Compressive Stress on 60 days = 1333.607 T/m Hence OK
2
Tensile Stress on 60 days = 0.000 T/m Hence OK
2
Compressive Stress on infinity = 1216.752 T/m Hence OK
2
Tensile stress on infinity = 0.000 T/m Hence OK

105
I. A) STRESS TABLES (Servicibility checking with 1.1 times prestressing force) cl-7.9.5(6), IRC-112:2011
1. END GIRDER:

i). SECTION AT 0.5 L

Stress at top Of Stress at bottom of Stress at top of Deck Stress at bottom of Stress at
2 2 2 2
Girder (T/m ) Girder(T/m ) Slab (T/m ) Deck Slab(T/m ) Stress at C.G C.G of all
Description of load and
Due to Due to Due to Due to of 1st stage stage
prestress Cumulati Cumulati Cumulati Cumulati 2
load load load load cables (T/m ) cables
ve ve ve ve 2
described described described described (T/m )
1st stage prestress -497.108 -497.108 2113.745 2113.745
Self weight of Precast
705.709 208.601 -766.004 1347.740 1238.958
girder
Loss due to elastic
shortenings during 1st 11.502 220.103 -48.905 1298.835 1195.821
stage cables
Relaxation loss of 1st
5.918 214.185 -25.163 1273.672
stage cables
Final Relaxation loss for
17.753 -75.488
1st stage cables
Creep and shrinkage loss
between 10 days & 21 29.071 243.256 -123.613 1150.059 1063.464
days
Weight of Deck slab, cast-
387.533 630.789 -420.643 729.416 719.998
in-situ diaphragms
Creep & Shrinkage loss
12.585 643.374 -53.513 675.904 672.797
between 21 days & 49
2nd stagedays
prestress -26.272 604.517 889.803 1619.219 -103.163 -103.163 -26.272 -26.272
Loss due to elastic
shortenings during 1st 8.271 612.788 -35.169 1584.050
stage cables
Loss due to elastic
shortenings during 2nd 0.204 612.992 -6.917 1577.133 0.802 -102.361 0.204 -26.068 1469.427
stage cables
Relaxation loss of 2nd
0.350 613.343 -11.862 1565.271 1.375 -100.986 0.350 -26.418
stage cables
Final Relaxation loss for
1.051 -35.585 4.126 1.051
2nd stage cables
Creep and shrinkage loss
between 49 days & 60 4.776 618.118 -27.466 1537.805 0.949 -100.036 0.242 -26.176 1435.065
days
Self weight of hand rail
70.634 688.753 -76.669 1461.136 28.583 -71.453 22.069 -4.108 1374.851
and wearing course

Creep and shrinkage loss

69.946 758.699 -402.270 1058.865 13.902 -57.551 3.540 -0.567 1025.333
from 60 days to infinity

Additional loss due to full

12.536 771.234 -74.048 984.817 2.750 -54.801 0.700 0.133
relaxation
Carriage way live load
152.885 924.120 -384.813 600.004 198.017 143.216 152.885 153.019
and footpath live load
20 % higher time
27.0368 951.156 -143.5889 456.416 3.7954 147.012 0.9666 153.985
dependent loss
2
Compressive Stress on 14 days = 1347.740 T/m Hence OK
2
Tensile Stress on 14 days = 0.000 T/m Hence OK
2
Compressive Stress on 21 days = 675.904 T/m Hence OK
2
Tensile Stress on 21 days = 0.000 T/m Hence OK
2
Compressive Stress on 49 days = 1619.219 T/m Hence OK
2
Tensile Stress on 49 days = -103.163 T/m Hence OK
2
Compressive Stress on 60 days = 924.120 T/m Hence OK
2
Tensile Stress on 60 days = 0.000 T/m Hence OK
2
Compressive Stress on infinity = 951.156 T/m Hence OK
2
Tensile stress on infinity = 0.000 T/m Hence OK

106
ii). SECTION AT 3/8TH L

Stress at top Of Stress at bottom of Stress at top of Deck Stress at bottom of

2
Girder (T/m )
2
Girder(T/m )
2
Slab (T/m )
2
Deck Slab(T/m ) Stress at
Stress at C.G C.G of all
Description of load and
Due to Due to Due to Due to of 1st stage stage
prestress Cumulati Cumulati Cumulati Cumulati cables (T/m2)
load load load load cables
ve ve ve ve 2
(T/m )
described described described described

1st stage prestress -492.601 -492.601 2105.023 2105.023

Self weight of Precast
658.702 166.101 -714.981 1390.043 1273.162
girder
Loss due to elastic
shortenings during 1st 11.425 177.526 -48.822 1341.220 1230.093
stage cables
Relaxation loss of 1st
5.864 171.662 -25.059 1316.162
stage cables
Final Relaxation loss for
17.592 -75.176
1st stage cables
Creep and shrinkage loss
between 10 days & 21 28.878 200.540 -123.405 1192.756 1098.004
days
Weight of Deck slab, cast-
360.958 561.498 -391.798 800.958 778.091
in-situ diaphragms
Creep & Shrinkage loss
12.501 574.000 -53.422 747.536 730.964
between 21 days & 49
days
2nd stage prestress -26.464 535.034 898.303 1699.262 -104.085 -104.085 -26.464 -26.464
Loss due to elastic
shortenings during 1st 8.216 543.250 -35.110 1664.152
stage cables
Loss due to elastic
shortenings during 2nd 0.204 543.454 -6.916 1657.236 0.801 -103.283 0.204 -26.261 1532.813
stage cables
Relaxation loss of 2nd
0.353 543.807 -11.975 1645.261 1.388 -101.896 0.353 -26.613
stage cables
Final Relaxation loss for
1.058 -35.925 4.163 1.058
2nd stage cables
Creep and shrinkage loss
between 49 days & 60 4.745 548.552 -27.432 1617.829 0.948 -100.947 0.241 -26.372 1498.378
days
Self weight of hand rail
66.206 614.758 -71.863 1545.966 26.791 -74.156 20.685 -5.687 1441.939
and wearing course

Creep and shrinkage loss

69.496 684.253 -401.770 1144.196 13.891 -60.265 3.532 -2.155 1144.196
from 60 days to infinity

Additional loss due to full

12.434 696.687 -74.067 1070.129 2.775 -57.490 0.706 -1.450
relaxation
Carriage way live load
134.371 831.058 -338.213 731.916 174.038 116.548 134.371 132.922
and footpath live load
20 % higher time
26.8545 857.913 -143.4275 588.489 3.8004 120.348 0.9663 133.888
dependent loss
2
Compressive Stress on 14 days = 1390.043 T/m Hence OK
2
Tensile Stress on 14 days = 0.000 T/m Hence OK
2
Compressive Stress on 21 days = 747.536 T/m Hence OK
2
Tensile Stress on 21 days = 0.000 T/m Hence OK
2
Compressive Stress on 49 days = 1699.262 T/m Hence OK
2
Tensile Stress on 49 days = -104.085 T/m Hence OK
2
Compressive Stress on 60 days = 831.058 T/m Hence OK
2
Tensile Stress on 60 days = 0.000 T/m Hence OK
2
Compressive Stress on infinity = 857.913 T/m Hence OK
2
Tensile stress on infinity = 0.000 T/m Hence OK

107
iii). SECTION AT 1/4TH L

Stress at top Of Stress at bottom of Stress at top of Deck Stress at bottom of

2
Girder (T/m )
2
Girder(T/m )
2
Slab (T/m )
2
Deck Slab(T/m ) Stress at
Stress at C.G C.G of all
Description of load and
Due to Due to Due to Due to of 1st stage stage
prestress Cumulati Cumulati Cumulati Cumulati cables (T/m2)
load load load load cables
ve ve ve ve 2
(T/m )
described described described described

1st stage prestress -488.094 -488.094 2096.302 2096.302

Self weight of Precast
529.091 40.998 -574.297 1522.005 1380.576
girder
Loss due to elastic
shortenings during 1st 11.348 52.346 -48.739 1473.266 1337.575
stage cables
Relaxation loss of 1st
5.810 46.535 -24.955 1448.311
stage cables
Final Relaxation loss for
17.431 -74.865
1st stage cables
Creep and shrinkage loss
between 10 days & 21 28.684 75.219 -123.194 1325.117 1205.757
days
Weight of Deck slab, cast-
290.377 365.596 -315.186 1009.931 948.400
in-situ diaphragms
Creep & Shrinkage loss
12.417 378.013 -53.330 956.600 901.348
between 21 days & 49
days
2nd stage prestress -26.657 338.940 906.803 1916.734 -105.007 -105.007 -26.657 -26.657
Loss due to elastic
shortenings during 1st 8.161 347.100 -35.050 1881.684
stage cables
Loss due to elastic
shortenings during 2nd 0.203 347.304 -6.915 1874.770 0.801 -104.206 0.203 -26.453 1704.134
stage cables
Relaxation loss of 2nd
0.355 347.659 -12.088 1862.681 1.400 -102.806 0.355 -26.809
stage cables
Final Relaxation loss for
1.066 -36.265 4.199 1.066
2nd stage cables
Creep and shrinkage loss
between 49 days & 60 4.714 352.373 -27.398 1835.283 0.948 -101.858 0.241 -26.568 1669.625
days
Self weight of hand rail
52.921 405.294 -57.442 1777.841 21.415 -80.443 16.534 -10.034 1624.511
and wearing course

Creep and shrinkage loss

69.044 474.338 -401.267 1376.574 13.880 -66.563 3.524 -6.510 1275.784
from 60 days to infinity

Additional loss due to full

12.331 486.669 -74.086 1302.488 2.800 -63.763 0.711 -5.799
relaxation
Carriage way live load
117.984 604.653 -296.966 1005.522 152.813 89.050 117.984 112.185
and footpath live load
20 % higher time
26.6716 631.325 -143.2654 862.256 3.8055 92.855 0.9660 113.151
dependent loss
2
Compressive Stress on 14 days = 1522.005 T/m Hence OK
2
Tensile Stress on 14 days = 0.000 T/m Hence OK
2
Compressive Stress on 21 days = 956.600 T/m Hence OK
2
Tensile Stress on 21 days = 0.000 T/m Hence OK
2
Compressive Stress on 49 days = 1916.734 T/m Hence OK
2
Tensile Stress on 49 days = -105.007 T/m Hence OK
2
Compressive Stress on 60 days = 1005.522 T/m Hence OK
2
Tensile Stress on 60 days = 0.000 T/m Hence OK
2
Compressive Stress on infinity = 862.256 T/m Hence OK
2
Tensile stress on infinity = 0.000 T/m Hence OK

108
iv). SECTION AT 1/8TH L

Stress at top Of Stress at bottom of Stress at top of Deck Stress at bottom of

2
Girder (T/m )
2
Girder(T/m )
2
Slab (T/m )
2
Deck Slab(T/m ) Stress at
Stress at C.G C.G of all
Description of load and
Due to Due to Due to Due to of 1st stage stage
prestress Cumulati Cumulati Cumulati Cumulati cables (T/m2)
load load load load cables
ve ve ve ve 2
(T/m )
described described described described

1st stage prestress -455.862 -455.862 2010.927 2010.927

Self weight of Precast
305.466 -150.396 -331.565 1679.362 1491.418
girder
Loss due to elastic
shortenings during 1st 10.951 -139.445 -48.308 1631.054 1449.197
stage cables
Relaxation loss of 1st
5.427 -144.872 -23.939 1607.116
stage cables
Final Relaxation loss for
16.280 -71.816
1st stage cables
Creep and shrinkage loss
between 10 days & 28 27.680 -117.191 -122.105 1485.011 1320.440
days
Weight of Deck slab, cast-
166.646 49.455 -180.884 1304.127 1175.252
in-situ diaphragms
Creep & Shrinkage loss
11.983 61.438 -52.860 1251.266 1129.052
between 21 days & 49
days
2nd stage prestress -3.330 46.125 808.022 2112.148 -71.431 -71.431 -3.330 -3.330
Loss due to elastic
shortenings during 1st 7.875 54.000 -34.740 2077.409
stage cables
Loss due to elastic
shortenings during 2nd 0.027 54.027 -6.470 2070.938 0.572 -70.859 0.027 -3.303 1802.259
stage cables
Relaxation loss of 2nd
0.044 54.072 -10.771 2060.167 0.952 -69.906 0.044 -3.348
stage cables
Final Relaxation loss for
0.133 -32.314 2.857 0.133
2nd stage cables
Creep and shrinkage loss
between 49 days & 60 4.349 58.420 -26.702 2033.465 0.677 -69.229 0.032 -3.316 1770.363
days
Self weight of hand rail
30.779 89.199 -33.409 2000.056 12.455 -56.774 9.616 6.301 1745.505
and wearing course

Creep and shrinkage loss

63.689 152.889 -391.073 1608.983 9.915 -46.859 0.462 6.763 1415.012
from 60 days to infinity

Additional loss due to full

10.942 163.831 -69.420 1539.564 1.904 -44.954 0.089 6.852
relaxation
Carriage way live load
62.297 226.127 -156.800 1382.763 80.686 35.732 62.297 69.148
and footpath live load
20 % higher time
24.8232 250.950 -139.3751 1243.388 2.6898 38.422 0.1254 69.273
dependent loss
2
Compressive Stress on 14 days = 1679.362 T/m Hence OK
2
Tensile Stress on 14 days = -150.396 T/m Hence OK
2
Compressive Stress on 21 days = 1251.266 T/m Hence OK
2
Tensile Stress on 21 days = 0.000 T/m Hence OK
2
Compressive Stress on 49 days = 2112.148 T/m Hence OK
2
Tensile Stress on 49 days = -71.431 T/m Hence OK
2
Compressive Stress on 60 days = 1382.763 T/m Hence OK
2
Tensile Stress on 60 days = 0.000 T/m Hence OK
2
Compressive Stress on infinity = 1243.388 T/m Hence OK
2
Tensile stress on infinity = 0.000 T/m Hence OK

109
v). SECTION AT WEB THICKENING

Stress at top Of Stress at bottom of Stress at top of Deck Stress at bottom of

2
Girder (T/m )
2
Girder(T/m )
2
Slab (T/m )
2
Deck Slab(T/m ) Stress at
Stress at C.G C.G of all
Description of load and
Due to Due to Due to Due to of 1st stage stage
prestress Cumulati Cumulati Cumulati Cumulati cables (T/m2)
load load load load cables
ve ve ve ve 2
(T/m )
described described described described

1st stage prestress -304.489 -304.489 1824.527 1824.527

Self weight of Precast
143.257 -161.233 -155.496 1669.030 1386.531
girder
Loss due to elastic
shortenings during 1st 7.423 -153.810 -44.478 1624.552 1350.064
stage cables
Relaxation loss of 1st
3.625 -157.435 -21.720 1602.832
stage cables
Final Relaxation loss for
10.874 -65.159
1st stage cables
Creep and shrinkage loss
between 10 days & 21 18.762 -138.672 -112.426 1490.407 1238.960
days
Weight of Deck slab, cast-
77.643 -61.029 -84.277 1406.130 1179.675
in-situ diaphragms
Creep & Shrinkage loss
between 21 days & 49 8.122 -52.907 -48.670 1357.460 1139.771
days
2nd stage prestress 16.659 -44.371 746.145 2152.275 -44.571 -44.571 16.659 16.659
Loss due to elastic
shortenings during 1st 5.338 -39.033 -31.986 2120.289
stage cables
Loss due to elastic
shortenings during 2nd -0.135 -39.168 -6.063 2114.227 0.362 -44.209 -0.135 16.523 1720.489
stage cables
Relaxation loss of 2nd
-0.222 -39.390 -9.947 2104.280 0.594 -43.615 -0.222 16.745
stage cables
Final Relaxation loss for
-0.666 -29.840 1.782 -0.666
2nd stage cables
Creep and shrinkage loss
between 49 days & 60 2.766 -36.624 -24.709 2079.571 0.429 -43.186 -0.160 16.585 1692.635
days
Self weight of hand rail
14.420 -22.204 -15.652 2063.919 5.835 -37.351 4.505 21.090 1682.481
and wearing course

Creep and shrinkage loss

40.510 18.306 -361.893 1702.026 6.278 -31.073 -2.346 18.744 1394.166
from 60 days to infinity

Additional loss due to full

6.805 25.112 -63.332 1638.694 1.188 -29.885 -0.444 18.300
relaxation
Carriage way live load
52.799 77.910 -132.895 1505.799 68.385 38.500 52.799 71.099
and footpath live load
20 % higher time
16.0739 93.984 -128.5402 1377.259 1.6978 40.198 -0.6345 70.464
dependent loss
2
Compressive Stress on 14 days = 1669.030 T/m Hence OK
2
Tensile Stress on 14 days = -161.233 T/m Hence OK
2
Compressive Stress on 21 days = 1357.460 T/m Hence OK
2
Tensile Stress on 21 days = -52.907 T/m Hence OK
2
Compressive Stress on 49 days = 2152.275 T/m Hence OK
2
Tensile Stress on 49 days = -44.571 T/m Hence OK
2
Compressive Stress on 60 days = 1505.799 T/m Hence OK
2
Tensile Stress on 60 days = 0.000 T/m Hence OK
2
Compressive Stress on infinity = 1377.259 T/m Hence OK
2
Tensile stress on infinity = 0.000 T/m Hence OK

110
I. B) STRESS TABLES (Servicibility checking with 0.9 times prestressing force) cl-7.9.5(6), IRC-112:2011
1. END GIRDER:

i). SECTION AT 0.5 L

Stress at top Of Stress at bottom of Stress at top of Deck Stress at bottom of Stress at
2 2 2 2
Girder (T/m ) Girder(T/m ) Slab (T/m ) Deck Slab(T/m ) Stress at C.G C.G of all
Description of load and
Due to Due to Due to Due to of 1st stage stage
prestress Cumulati Cumulati Cumulati Cumulati 2
load load load load cables (T/m ) cables
ve ve ve ve 2
described described described described (T/m )
1st stage prestress -406.724 -406.724 1729.428 1729.428
Self weight of Precast
705.709 298.985 -766.004 963.423 899.972
girder
Loss due to elastic
shortenings during 1st 9.410 308.395 -40.014 923.410 864.678
stage cables
Relaxation loss of 1st
4.842 303.553 -20.588 902.822
stage cables
Final Relaxation loss for
14.525 -61.763
1st stage cables
Creep and shrinkage loss
between 10 days & 21 23.785 327.339 -101.138 801.684 756.386
days
Weight of Deck slab, cast-
387.533 714.871 -420.643 381.041 412.920
in-situ diaphragms
Creep & Shrinkage loss
10.297 725.168 -43.783 337.258 374.302
between 21 days & 49
2nd stagedays
prestress -21.495 693.376 728.021 1109.062 -84.406 -84.406 -21.495 -21.495
Loss due to elastic
shortenings during 1st 6.767 700.143 -28.775 1080.287
stage cables
Loss due to elastic
shortenings during 2nd 0.167 700.311 -5.660 1074.627 0.656 -83.750 0.167 -21.328 1032.812
stage cables
Relaxation loss of 2nd
0.287 700.597 -9.705 1064.922 1.125 -82.625 0.287 -21.615
stage cables
Final Relaxation loss for
0.860 -29.115 3.376 0.860
2nd stage cables
Creep and shrinkage loss
between 49 days & 60 3.907 704.505 -22.473 1042.450 0.777 -81.848 0.198 -21.417 1004.697
days
Self weight of hand rail
70.634 775.139 -76.669 965.781 28.583 -53.265 22.069 0.652 944.484
and wearing course

Creep and shrinkage loss

57.228 832.367 -329.130 636.650 11.374 -41.890 2.897 3.548 658.514
from 60 days to infinity

Additional loss due to full

10.257 842.624 -60.585 576.065 2.250 -39.640 0.573 4.121
relaxation
Carriage way live load
152.885 995.509 -384.813 191.253 198.017 158.377 152.885 157.007
and footpath live load
20 % higher time
22.1210 1017.630 -117.4818 73.771 3.1053 161.482 0.7908 157.798
dependent loss
2
Compressive Stress on 14 days = 963.423 T/m Hence OK
2
Tensile Stress on 14 days = 0.000 T/m Hence OK
2
Compressive Stress on 21 days = 725.168 T/m Hence OK
2
Tensile Stress on 21 days = 0.000 T/m Hence OK
2
Compressive Stress on 49 days = 1109.062 T/m Hence OK
2
Tensile Stress on 49 days = -84.406 T/m Hence OK
2
Compressive Stress on 60 days = 995.509 T/m Hence OK
2
Tensile Stress on 60 days = 0.000 T/m Hence OK
2
Compressive Stress on infinity = 1017.630 T/m Hence OK
2
Tensile stress on infinity = 0.000 T/m Hence OK

111
ii). SECTION AT 3/8TH L

Stress at top Of Stress at bottom of Stress at top of Deck Stress at bottom of

2
Girder (T/m )
2
Girder(T/m )
2
Slab (T/m )
2
Deck Slab(T/m ) Stress at
Stress at C.G C.G of all
Description of load and
Due to Due to Due to Due to of 1st stage stage
prestress Cumulati Cumulati Cumulati Cumulati cables (T/m2)
load load load load cables
ve ve ve ve 2
(T/m )
described described described described

1st stage prestress -403.037 -403.037 1722.292 1722.292

Self weight of Precast
658.702 255.665 -714.981 1007.311 935.532
girder
Loss due to elastic
shortenings during 1st 9.348 265.012 -39.946 967.366 900.294
stage cables
Relaxation loss of 1st
4.798 260.214 -20.503 946.863
stage cables
Final Relaxation loss for
14.394 -61.508
1st stage cables
Creep and shrinkage loss
between 10 days & 21 23.628 283.842 -100.968 845.895 792.222
days
Weight of Deck slab, cast-
360.958 644.800 -391.798 454.097 472.308
in-situ diaphragms
Creep & Shrinkage loss
10.228 655.029 -43.709 410.388 433.750
between 21 days & 49
days
2nd stage prestress -21.653 623.148 734.976 1189.072 -85.160 -85.160 -21.653 -21.653
Loss due to elastic
shortenings during 1st 6.722 629.870 -28.726 1160.346
stage cables
Loss due to elastic
shortenings during 2nd 0.167 630.037 -5.659 1154.688 0.656 -84.505 0.167 -21.486 1096.078
stage cables
Relaxation loss of 2nd
0.289 630.325 -9.798 1144.890 1.135 -83.369 0.289 -21.775
stage cables
Final Relaxation loss for
0.866 -29.393 3.406 0.866
2nd stage cables
Creep and shrinkage loss
between 49 days & 60 3.882 634.208 -22.445 1122.446 0.776 -82.593 0.197 -21.577 1067.904
days
Self weight of hand rail
66.206 700.414 -71.863 1050.583 26.791 -55.802 20.685 -0.892 1011.465
and wearing course

Creep and shrinkage loss

56.860 757.274 -328.721 721.862 11.365 -44.437 2.890 1.998 721.862
from 60 days to infinity

Additional loss due to full

10.173 767.447 -60.600 661.262 2.270 -42.166 0.577 2.575
relaxation
Carriage way live load
134.371 901.818 -338.213 323.049 174.038 131.872 134.371 136.946
and footpath live load
20 % higher time
21.9719 923.790 -117.3498 205.699 3.1094 134.981 0.7906 137.737
dependent loss
2
Compressive Stress on 14 days = 1007.311 T/m Hence OK
2
Tensile Stress on 14 days = 0.000 T/m Hence OK
2
Compressive Stress on 21 days = 655.029 T/m Hence OK
2
Tensile Stress on 21 days = 0.000 T/m Hence OK
2
Compressive Stress on 49 days = 1189.072 T/m Hence OK
2
Tensile Stress on 49 days = -85.160 T/m Hence OK
2
Compressive Stress on 60 days = 901.818 T/m Hence OK
2
Tensile Stress on 60 days = 0.000 T/m Hence OK
2
Compressive Stress on infinity = 923.790 T/m Hence OK
2
Tensile stress on infinity = 0.000 T/m Hence OK

112
iii). SECTION AT 1/4TH L

Stress at top Of Stress at bottom of Stress at top of Deck Stress at bottom of

2
Girder (T/m )
2
Girder(T/m )
2
Slab (T/m )
2
Deck Slab(T/m ) Stress at
Stress at C.G C.G of all
Description of load and
Due to Due to Due to Due to of 1st stage stage
prestress Cumulati Cumulati Cumulati Cumulati cables (T/m2)
load load load load cables
ve ve ve ve 2
(T/m )
described described described described

1st stage prestress -399.350 -399.350 1715.156 1715.156

Self weight of Precast
529.091 129.742 -574.297 1140.860 1044.302
girder
Loss due to elastic
shortenings during 1st 9.285 139.027 -39.877 1100.982 1009.120
stage cables
Relaxation loss of 1st
4.754 134.273 -20.418 1080.564
stage cables
Final Relaxation loss for
14.262 -61.253
1st stage cables
Creep and shrinkage loss
between 10 days & 21 23.469 157.742 -100.795 979.769 901.269
days
Weight of Deck slab, cast-
290.377 448.118 -315.186 664.583 643.911
in-situ diaphragms
Creep & Shrinkage loss
10.160 458.278 -43.634 620.949 605.414
between 21 days & 49
days
2nd stage prestress -21.810 426.308 741.930 1406.513 -85.914 -85.914 -21.810 -21.810
Loss due to elastic
shortenings during 1st 6.677 432.985 -28.677 1377.836
stage cables
Loss due to elastic
shortenings during 2nd 0.166 433.152 -5.658 1372.178 0.655 -85.259 0.166 -21.644 1267.278
stage cables
Relaxation loss of 2nd
0.291 433.443 -9.890 1362.288 1.145 -84.114 0.291 -21.934
stage cables
Final Relaxation loss for
0.872 -29.671 3.436 0.872
2nd stage cables
Creep and shrinkage loss
between 49 days & 60 3.857 437.300 -22.416 1339.871 0.775 -83.339 0.197 -21.737 1239.044
days
Self weight of hand rail
52.921 490.221 -57.442 1282.429 21.415 -61.923 16.534 -5.203 1193.930
and wearing course

Creep and shrinkage loss

56.490 546.711 -328.309 954.119 11.357 -50.567 2.883 -2.320 908.607
from 60 days to infinity

Additional loss due to full

10.089 556.800 -60.616 893.503 2.291 -48.276 0.581 -1.739
relaxation
Carriage way live load
117.984 674.784 -296.966 596.537 152.813 104.537 117.984 116.245
and footpath live load
20 % higher time
21.8222 696.607 -117.2171 479.320 3.1136 107.650 0.7904 117.036
dependent loss
2
Compressive Stress on 14 days = 1140.860 T/m Hence OK
2
Tensile Stress on 14 days = 0.000 T/m Hence OK
2
Compressive Stress on 21 days = 620.949 T/m Hence OK
2
Tensile Stress on 21 days = 0.000 T/m Hence OK
2
Compressive Stress on 49 days = 1406.513 T/m Hence OK
2
Tensile Stress on 49 days = -85.914 T/m Hence OK
2
Compressive Stress on 60 days = 674.784 T/m Hence OK
2
Tensile Stress on 60 days = 0.000 T/m Hence OK
2
Compressive Stress on infinity = 696.607 T/m Hence OK
2
Tensile stress on infinity = 0.000 T/m Hence OK

113
iv). SECTION AT 1/8TH L

Stress at top Of Stress at bottom of Stress at top of Deck Stress at bottom of

2
Girder (T/m )
2
Girder(T/m )
2
Slab (T/m )
2
Deck Slab(T/m ) Stress at
Stress at C.G C.G of all
Description of load and
Due to Due to Due to Due to of 1st stage stage
prestress Cumulati Cumulati Cumulati Cumulati cables (T/m2)
load load load load cables
ve ve ve ve 2
(T/m )
described described described described

1st stage prestress -372.978 -372.978 1645.304 1645.304

Self weight of Precast
305.466 -67.512 -331.565 1313.739 1171.863
girder
Loss due to elastic
shortenings during 1st 8.960 -58.552 -39.525 1274.215 1137.319
stage cables
Relaxation loss of 1st
4.440 -62.992 -19.586 1254.628
stage cables
Final Relaxation loss for
13.320 -58.758
1st stage cables
Creep and shrinkage loss
between 10 days & 28 22.647 -40.344 -99.904 1154.724 1031.972
days
Weight of Deck slab, cast-
166.646 126.302 -180.884 973.840 886.785
in-situ diaphragms
Creep & Shrinkage loss
9.804 136.106 -43.249 930.591 848.985
between 21 days & 49
days
2nd stage prestress -2.724 123.577 661.109 1634.949 -58.443 -58.443 -2.724 -2.724
Loss due to elastic
shortenings during 1st 6.443 130.021 -28.423 1606.525
stage cables
Loss due to elastic
shortenings during 2nd 0.022 130.043 -5.294 1601.231 0.468 -57.975 0.022 -2.703 1405.250
stage cables
Relaxation loss of 2nd
0.036 130.079 -8.813 1592.418 0.779 -57.196 0.036 -2.739
stage cables
Final Relaxation loss for
0.109 -26.439 2.337 0.109
2nd stage cables
Creep and shrinkage loss
between 49 days & 60 3.558 133.637 -21.847 1570.571 0.554 -56.642 0.026 -2.713 1379.153
days
Self weight of hand rail
30.779 164.416 -33.409 1537.163 12.455 -44.187 9.616 6.903 1354.295
and wearing course

Creep and shrinkage loss

52.109 216.525 -319.969 1217.194 8.112 -36.075 0.378 7.282 1083.892
from 60 days to infinity

Additional loss due to full

8.953 225.478 -56.798 1160.396 1.558 -34.516 0.073 7.354
relaxation
Carriage way live load
62.297 287.775 -156.800 1003.596 80.686 46.170 62.297 69.651
and footpath live load
20 % higher time
20.3099 308.085 -114.0342 889.561 2.2007 48.371 0.1026 69.753
dependent loss
2
Compressive Stress on 14 days = 1313.739 T/m Hence OK
2
Tensile Stress on 14 days = -67.512 T/m Hence OK
2
Compressive Stress on 21 days = 930.591 T/m Hence OK
2
Tensile Stress on 21 days = 0.000 T/m Hence OK
2
Compressive Stress on 49 days = 1634.949 T/m Hence OK
2
Tensile Stress on 49 days = -58.443 T/m Hence OK
2
Compressive Stress on 60 days = 1003.596 T/m Hence OK
2
Tensile Stress on 60 days = 0.000 T/m Hence OK
2
Compressive Stress on infinity = 889.561 T/m Hence OK
2
Tensile stress on infinity = 0.000 T/m Hence OK

114
v). SECTION AT WEB THICKENING

Stress at top Of Stress at bottom of Stress at top of Deck Stress at bottom of

2
Girder (T/m )
2
Girder(T/m )
2
Slab (T/m )
2
Deck Slab(T/m ) Stress at
Stress at C.G C.G of all
Description of load and
Due to Due to Due to Due to of 1st stage stage
prestress Cumulati Cumulati Cumulati Cumulati cables (T/m2)
load load load load cables
ve ve ve ve 2
(T/m )
described described described described

1st stage prestress -249.128 -249.128 1492.795 1492.795

Self weight of Precast
143.257 -105.871 -155.496 1337.298 1114.547
girder
Loss due to elastic
shortenings during 1st 6.073 -99.798 -36.391 1300.907 1084.710
stage cables
Relaxation loss of 1st
2.966 -102.763 -17.771 1283.136
stage cables
Final Relaxation loss for
8.897 -53.312
1st stage cables
Creep and shrinkage loss
between 10 days & 21 15.351 -87.412 -91.985 1191.151 993.807
days
Weight of Deck slab, cast-
77.643 -9.769 -84.277 1106.875 934.522
in-situ diaphragms
Creep & Shrinkage loss
between 21 days & 49 6.646 -3.124 -39.821 1067.054 901.873
days
2nd stage prestress 13.630 3.860 610.482 1717.357 -36.467 -36.467 13.630 13.630
Loss due to elastic
shortenings during 1st 4.367 8.228 -26.170 1691.187
stage cables
Loss due to elastic
shortenings during 2nd -0.111 8.117 -4.960 1686.227 0.296 -36.171 -0.111 13.519 1379.392
stage cables
Relaxation loss of 2nd
-0.182 7.935 -8.138 1678.089 0.486 -35.685 -0.182 13.701
stage cables
Final Relaxation loss for
-0.545 -24.414 1.458 -0.545
2nd stage cables
Creep and shrinkage loss
between 49 days & 60 2.263 10.198 -20.217 1657.872 0.351 -35.334 -0.131 13.570 1356.603
days
Self weight of hand rail
14.420 24.618 -15.652 1642.220 5.835 -29.499 4.505 18.075 1346.449
and wearing course

Creep and shrinkage loss

33.145 57.763 -296.094 1346.126 5.136 -24.362 -1.920 16.155 1110.555
from 60 days to infinity

Additional loss due to full

5.568 63.331 -51.817 1294.309 0.972 -23.390 -0.363 15.792
relaxation
Carriage way live load
52.799 116.130 -132.895 1161.414 68.385 44.995 52.799 68.591
and footpath live load
20 % higher time
13.1514 129.281 -105.1692 1056.245 1.3891 46.384 -0.5192 68.071
dependent loss
2
Compressive Stress on 14 days = 1337.298 T/m Hence OK
2
Tensile Stress on 14 days = -105.871 T/m Hence OK
2
Compressive Stress on 21 days = 1067.054 T/m Hence OK
2
Tensile Stress on 21 days = -3.124 T/m Hence OK
2
Compressive Stress on 49 days = 1717.357 T/m Hence OK
2
Tensile Stress on 49 days = -36.467 T/m Hence OK
2
Compressive Stress on 60 days = 1161.414 T/m Hence OK
2
Tensile Stress on 60 days = 0.000 T/m Hence OK
2
Compressive Stress on infinity = 1056.245 T/m Hence OK
2
Tensile stress on infinity = 0.000 T/m Hence OK

115
 J. CHECK FOR ULTIMATE STRENGTH:

Minimum Area of longitudinal reinforcement 0.18%

2
Area at mid section= 1.267 m
Required area of steel 2280.6 sqmm
Provide 12 mm dia 35 no. bar. OK
2
Area at end section= 2.443 m
Required area of steel 4397.4 sqmm
Provide 12 mm dia 59 no. bar. OK

Checking as Non-Prestressed high tensile reinforcement

Mu=M1+M2 1.35DL+1.75 SIDL+1.5LL+1.15FPLL

Mu=Design Moment= 2104.81 T-m
M1=.9*fp*Asp*db1 5632.86 T-m
2
fp= Ultimate tensile strength of steel= 185915 t/m
No. of cables at mid section = 6
2 2
Total area of cable=Asp= 112.632 cm = 1.13E-02 m
db = the depth of beam from the maximum compression edge to the centre of gravity of tendons
= 2.69 m for composite section

No extra reinforcement is required.

Checking as Crushing of Concrete

2
Mult= .176*b*d *fck+(2/3)*.8*(Bf-b)*(db-t/2)*t*fck
= 3808.6 T-m
b=Width of web= 300 mm
d= Total depth= 3000 mm
fck= 45 Mpa
Bf= 1500 mm
t= 225 mm
No extra reinforcement is required.

N. DESIGN OF SHEAR :

Concrete strength = 45 Mpa

Strength of HYSD bar = 500 Mpa
i) At Support Section
Design shear force, VED= = 1.35DL+1.75 SIDL+1.5LL+1.15FPLL
= 3080.28 KN
VRds=VNs = 3080.28 KN
fcp= Stress at composite centroid due to prestress
= 0.6837X[651.279-(928.087X0.542/1.331)]+0.0801X203.705
2
= 203.206 t/m
= 2.032 Mpa 0.10 fcd
fcd= .67*fck/1.5= = 20.1 Mpa PN-87,IRC-112:2011
Maximum allowable shear force, taking,θ=45° Eq-10.8,IRC-112:2011
VRdmax= αcw*bw*z*v1*(fcd/(cotθ+tanθ)) = 10159 The section is safe in shear
αcw= = 1.10
bw= = 850 mm
z=lever arm = 0.6 d
= 1800 mm
v1= strength reduction factor for concrete cracked in shear 0.6
θ= 45 °

116
Allowable shear force without shear reinforcement Cl-10.3.2(2),IRC-112:2011
VRdc= [0.12*K*(80*ρ1*fck)0.33+ 0.15*σcp]*bw*d = 1724 Shear Reinforcement is required.
Vrd.c min = (Vmin+0.15σcp )bw*d = 1513 KN
3/2 1/2
Vmin = 0.031*K fck = 0.293
K= = 1.26
ρ1 = = 0.0044
σcp = = 2.000 Mpa

Calculation of Reinforcement Eq-10.7,IRC-112:2011

VRds=Asw/s*z*fywd*cotθ
Provide 4 L 16 mm dia stp@ 150 mm c/c.

Asw= = 804 sqmm

fywd=.8*fyk/γm= = 347.83 Mpa
θ= = 21.8 °
S= = 408.49288 mm Hence OK
Reinforcement Ratio= = 0.0021015 Hence OK
Minimum shear reinforcement ratio = 0.000966 Eq-10.20,IRC-112:2011

117
N. DESIGN OF INTERFACE SHEAR : (Cl-10.3.4, IRC-112:2011)

Web-
Section Formula Support L/8 L/4 3L/8 Mid-Section
Thickening
VEDi=Interface Shear
stress, Mpa β*VED/z*bi 1.71 1.07 0.94 0.80 0.45 0.31
β= Conservatively 1 1 1 1 1 1
VED=in KN 3080 1921 1692 1447 805 565
z=in mm =.6d for PSC 1800 1800 1800 1800 1800 1800
bi= 1000 1000 1000 1000 1000 1000
Resistance capacity 3.36 2.66 2.02 1.87 1.49 1.34
μ*σn+ρ*fyd*[μ*sin
VRdi=in KN
α+cosα]= 3.355 2.660 2.020 1.873 1.488 1.344
0.5*v*fcd 6.03 6.03 6.03 6.03 6.03 6.03
μ= 0.6 0.6 0.6 0.6 0.6 0.6
σn= <.6*fcd 3.08 1.92 1.69 1.45 0.81 0.57
fyd=in Mpa .8*fyd 400 400 400 400 400 400
α 90 90 90 90 90 90
No. of leg 2 2 2 2 2 2
Dia 16 16 16 16 16 16
Spacing 100 100 150 150 150 150
Area of steel 4019 4019 2679 2679 2679 2679
No. of leg 2 2 2 2 2 2
Dia 12 12 12 12 12 12
Spacing 100 100 150 150 150 150
Area of steel 2261 2261 1507 1507 1507 1507
As= 6280 6280 4187 4187 4187 4187
Asmin= =.15% of Aj= 1500 1500 1500 1500 1500 1500
Check for minimum OK OK OK OK OK OK
reinforcement
ρ= As/Aj 0.0063 0.0063 0.0042 0.0042 0.0042 0.0042
v 0.6 0.6 0.6 0.6 0.6 0.6
Check for shear
OK OK OK OK OK OK
capacity

O. DESIGN OF END BLOCK FOR BURSTING TENSILE FORCE: (Cl-13.5.1, IRC-112:2011)

Prestressing force applied at cable-1=Pk= 317.59 T

Load Factor= 1.3 1025
Side of equivalent square of bearing plate,2Yp0= 177 mm
Side of loaded area,2Y0= 350 mm 350
Yp0/Y0= 0.5
Fbst/Pk= 0.16
Bursting tensile force=Fbst= 508.14 KN 350

Tensile strength for mild steel, Fe250= 217.5 Mpa 350

2
Reinforcement required= 2336 mm 2775

Provide 1 no 20 dia spiral @ 40 mm pitch. 350

2
Steel provided= 2747.5 mm

Hence Ok 350
245 245
360

118
K. DEFLECTION CHECK:
Deflection Calculation: Long term

Properties of composite girder(Edge) CGG

2
Area = 2.024 m Δ CGS
Ybg = 1.986 m e
3
Ztg = 2.887 m
3
Zbg = 1.147 m a a
3
Zts = 2.229 m
Ig = 2.278 m4 L= 38.80 m

2 2 2
Deflection due to prestress=δps=P.L /8EI [e+Δ-4Δa /3L ]
E= 3481769.63 T/m2

Prestressi
ng force Effective Upward
% loss at
Location after prestressin a (m) Δ (in m) e (m) Deflection
service
anchorage g force (T) (in m)
slip(T)
Cable-1 219.25 30.20 153.0 4.525 0.220 1.636 6.72
Cable-2 219.25 30.20 153.0 4.525 0.220 1.636 6.72
Cable-3 216.4 30.20 151.1 7.325 0.570 1.286 6.55
Cable-4 216.4 30.20 151.1 8.22 0.740 0.936 5.85
Cable-5 214.5 19.17 173.4 9.22 0.910 0.586 5.87
Cable-6 214.5 19.17 173.4 9.72 1.080 0.236 5.04
Total upward deflection= 36.77 mm

Downward deflection:

Dead load deflection 2.53 mm From SAP

SIDL 5.97 mm 2000
Live load deflection 15.5 mm output
Total 24 mm

Net deflection= -12.77 mm Upward

Allowable deflection=L/600 64.67 mm

(Cl-12.4.1, IRC-112:2011) Hence OK

119
 DESIGN OF PSC T-GIRDER WITH 38.8M SPAN (C/C OF BEARING ) [OUTER GIRDER]
A. GEOMETRIC PROPERTIES OF THE GIRDER

500 12500 500

500 225
1500 1250 9500

180 100
2325
300 2775

450
850
2000 3000 3000 3000 1500
C/S AT MIDDLE

500 12500
500 225 500
1500 9500
1250

42

850
2325 2775

450
850

2000 3000 3000 3000 1500

C/S AT END
Thickness of web at end = 850 mm

9700

2000
1250

3000
400

300
850
300

630 450 1600 1600

SECTIONAL PLAN THROUGH WEB GIRDER

120
B. PROPERTIES OF GIRDER SECTION
Precast Section :

For middle portion 1250

180
Total girder depth D= 2775 mm
Web width of T-Girder bw = 300 mm
Flange width of T-Girder bf = 1250 mm 300

Flange depth of T-Girder Df = 180 mm 2775

Girder Bulb Width bgb = 850 mm

Girder Bulb Depth (Straight) Dgb = 250 mm
Haunch in Girder Bulb H:V= 275 mm : 200 mm
Haunch in Girder Flange to Web H:V= 475 mm : 150 mm 850
Area of Girder (central portion) Ac = 1.267 m2
Pre Cast Girder Section at Mid Span

1250
For end portion of girder having length 1.6 m 180

Total girder depth D= 2775 mm

Web width of T-Girder bw = 850 mm
Flange width of T-Girder bf = 1250 mm 2775
Flange depth of T-Girder Df = 180 mm
Haunch in Girder Flange to Web H:V= 200 mm : 63.16 mm
Area of Girder (end thickened portion) Ac = 2.443 m2

For Precast Girder at mid span: 850

cg of section from bottom of girder will be as follows : Pre Cast Girder Section near Support

Ybp = [(0.18x1.25)x(2.685)+2x(0.5x0.475x0.15)x(2.55)+(2.345)x(1.6225)+(2x0.5x(0.275x0.2)x(66.92)+(0.85x0.25)x(0.13)] /1.267

1.444 m

cg of section from top of girder will be as follows :

Ytp = 2.775-1.444 = 1.331 m

Moment of Inertia of precast girder :

I precast = [{1.25x0.005832/12+0.225x1.68350625}+{(0.475x0.003375)/18}+{0.07125x1.34+(0.3x12.9)/12}+
{(0.275x0.008/18)+0.055x1.15}+{(0.85x0.015625/12)+0.2125x1.59}]

4
1.2 m

3 3
Ztp = 0.902 m Zbp = 0.831 m

For Composite Girder :

Edge Girder
Effective flange width = 1.5+1.75 = 3.25 m
2
Area of girder = [(3.25x0.233] +1.267= 2.024 m

cg from bottom of girder = [{(3.25x0.233)x(2.775+0.117)}+{1.267x1.444}]/2.024 = 1.986 m

Ybg = 1.986 m Ytg = 0.789 m Yts = 1.022 m

4
Icomposite = [(3.25x0.013/12)+(3.25x0.054)]+[1.2+1.267x(0.542^2)] = 2.278 m

3 3 3
Zts = 2.229 m Ztg = Zbs = 2.887 m Zbg = 1.147 m

121
 Central Girder
Effective flange width = 1.5+1.5 = 3m
2
Area of girder = [(3x0.233] +1.267= 1.966 m

cg from bottom of girder = [{(3x0.233)x(2.775+0.117)}+{1.267x1.444}]/1.966 = 1.959 m

Ybg = 1.959 m Ytg = 0.816 m Yts = 1.049 m

4
Icomposite = [(3x0.013/12)+(3x0.054)]+[1.2+1.267x(0.515^2)] = 2.209 m

3 3 3
Zts = 2.106 m Ztg = Zbs = 2.707 m Zbg = 1.128 m

C. DEAD LOAD

Calculation of loads and moments at different sections of girder :

Dead Load
1. Precast Girder
a Area of Girder (central portion) Ac = 1.267 m2
Loading = 1.267x25 = 31.675 kN/m

b Area of Girder (end thickened portion) Ac = 2.443 m2

Loading = 2.443x25 = 61.075 kN/m

2. Self weight of diaphragms

i) Intermediate diaphragm 300 mm Thickness No in each girder = 3

a. Precast portion
Area of each diaphragm (per girder) = 0.5 x(1.25+0.85) x2.345- 0.5 x ( 1.25+0.3) x0.15- 0.5 x (0.3+0.85) x 0.2- (0.3x1.995)
= 2.83 m2
Loading = 2.83x25x0.3 = 21.225 kN (on each girder)

b. In Situ portion
Area of each diaphragm = 0.5 x(1.75+2.15) x 2.325 = 4.534 m2

Loading = 4.534x25x0.3 = 34.005 kN (at each location)

Hence , load on end girder = 8.501 kN (at each location)

Load on central girder = 17.003 kN (at each location)

ii) Exterior diaphragm 400 mm Thickness No in each girder = 2

a. Precast portion
Area of each diaphragm (per girder) = (1.25x2.775) -2.443-{(1.25-0.85) x0.35} = 0.88575 m2

Loading = 0.88575x25x0.4 = 8.858 kN (on each girder)

b. In Situ portion
Area of each diaphragm = (3-1.25)x(2.775-0.35) = = 4.24375 m2

Loading = 4.24375x25x0.4 = 42.4375 kN (at each location)

Hence , load on end girder = 10.609375 kN (at each location)

Load on central girder = 21.21875 kN (at each location)

122
 3. Self weight of deck slab

Total weight of deck slab = 12.5x0.225x25 = 70.3125 kN/m

Loading on each end girder = (1.5+1.5)x0.225x25 = 16.875 kN/m

Loading on each intermediate girder = (1.5+1.5)x0.225x25 = 16.875 kN/m

4. Superimposed dead load (crash barrier/safety kerb/wearing coat)

Superimposed dead load will be placed on deck slab after composite action starts.

i)Load of crash barrier

Wt. of each crash barrier = 0.329 x 25 = 8.225 kN/m
load for two sides = 16.450 kN/m

ii)Load of safety kerb & Foot path & Railing

Wt. of each safety kerb = 0.5 x 0.225 x 25 + 1.5 = 0.000 kN/m
load for one side = 0.000 kN/m

iii)Load of wearing coat

Wt. of wearing coat = 0.065 x 9.5 x 22 = 13.585 kN/m

Total superimposed dead load = 16.45+0+13.585 = 30.035 kN/m

Load per Longitudinal girder = 9.074 kN/m

D. DESIGN MOMENTS & SHEARS :

1. DUE TO S/W OF PRECAST GIRDERS & PRECAST PORTION OF DIAPHRAGMS :

8.858 21.225 21.225 21.225 8.858

1.6 1.6 9.7 9.7 1.6 1.6
29.40 29.40
31.68

1.08 38.80 1.08

Reaction on each support = [(38.8+1.08+1.08)x31.675/2]+[29.4x1.6]+[29.4x1.6x0.5]+[8.858]+[21.225X3/2] =

= 648.704 + 47.04 + 23.52 + 8.858 + 31.838
= 759.960 kN

MOMENTS AT DIFFERENT SECTIONS OF T-GIRDER DUE TO DEAD LOAD:

At mid section: 19.4 m from support

BM= [759.9595X19.4]-[31.675X20.48^2/2]-[47.04X(19.4+1.08-1.6/2)]-[23.52X(19.4+1.08-1.6-0.533)]
-[8.858x19.4]-[21.225x(19.4-9.7)]
= 6365.5 kN-m
At 3/8th section: 14.55 m from support
BM= [759.9595X14.55]-[31.675X15.63^2/2]-[47.04X(14.55+1.08-1.6/2)]-[23.52X(14.55+1.08-1.6-0.533)]
-[8.858x14.55]-[21.225x(14.55-9.7)]
= 5941.49 kN-m
At 1/4th section: 9.7 m from support
BM= [759.9595X9.7]-[31.675X10.78^2/2]-[47.04X(9.7+1.08-1.6/2)]-[23.52X(9.7+1.08-1.6-0.533)]
-[8.858x9.7]
= 4772.41 kN-m
At 1/8th section: 4.85 m from support
BM= [759.9595X4.85]-[31.675X5.93^2/2]-[47.04X(4.85+1.08-1.6/2)]-[23.52X(4.85+1.08-1.6-0.533)]
-[8.858x4.85]
= 2755.31 kN-m
section: 2.120 m from support
BM= [759.9595X2.12]-[31.675X3.2^2/2]-[47.04X(2.12+1.08-1.6/2)]-[23.52X(2.12+1.08-1.6-0.533)]
-[8.858x2.12]
= 1292.18 kN-m

123
 SHEAR AT DIFFERENT SECTIONS OF T GIRDER DUE TO DEAD LOAD:

section: 2.120 m from support

SF= 759.9595-[31.675X(2.12+1.08)]-47.04-23.52-8.858
= 579.182 kN
At 1/8th section: 4.850 m from support
SF= 759.9595-[31.675X(4.85+1.08)]-47.04-23.52-8.858
= 492.709 kN
At 1/4th section: 9.700 m from support
SF= 759.9595-[31.675X(9.7+1.08)]-47.04-23.52-8.858
= 339.085 kN
At 3/8th section: 14.550 m from support
SF= 759.9595-[31.675X(14.55+1.08)]-47.04-23.52-8.858-21.225
= 164.236 kN
At mid section: 19.4 m from support
SF= 759.9595-[31.675X(19.4+1.08)]-47.04-23.52-8.858-21.225
= 10.613 kN

2. DUE TO S/W OF DECK SLAB & CAST IN SITU PORTION OF DIAPHRAGMS :

i)For Edge Girder

10.609 8.501 8.501 8.501 10.609

9.7 9.7 9.7 9.7
1.08 1.08
16.88

1.08 38.80 1.08

Reaction on each support = [(38.8+1.08+1.08)x16.875/2]+[10.609]+[8.50125X3/2] =

= 345.600 + 10.609 + 12.752
= 368.961 kN

MOMENTS AT DIFFERENT SECTIONS OF T-GIRDER DUE TO DEAD LOAD:

At mid section: 19.4 m from support

BM= [368.960875X19.4]-[16.875X20.48^2/2]-[10.609x19.4]-[8.50125x(19.4-9.7)]
= 3330.62 kN-m
At 3/8th section: 14.55 m from support
BM= [368.960875X14.55]-[16.875X15.63^2/2]-[10.609x14.55]-[8.50125x(14.55-9.7)]
= 3111.53 kN-m
At 1/4th section: 9.7 m from support
BM= [368.960875X9.7]-[16.875X10.78^2/2]-[10.609x9.7]
= 2495.5 kN-m
At 1/8th section: 4.85 m from support
BM= [368.960875X4.85]-[16.875X5.93^2/2]-[10.609x4.85]
= 1441.3 kN-m
section: 2.120 m from support
BM= [368.960875X2.12]-[16.875X3.2^2/2]-[10.609x2.12]
= 673.306 kN-m

SHEAR AT DIFFERENT SECTIONS OF T-GIRDER DUE TO DEAD LOAD:

section: 2.12 m from support

SF= 368.960875-[16.875X(2.12+1.08)]-10.609
= 304.352 kN
At 1/8th section: 4.85 m from support
SF= 368.960875-[16.875X(4.85+1.08)]-10.609
= 258.283 kN
At 1/4th section: 9.7 m from support
SF= 368.960875-[16.875X(9.7+1.08)]-10.609
= 176.439 kN
At 3/8th section: 14.55 m from support
SF= 368.960875-[16.875X(14.55+1.08)]-10.609-8.50125
= 86.0944 kN
At mid section: 19.4 m from support
SF= 368.960875-[16.875X(19.4+1.08)]-10.609-8.50125
= 4.251 kN

124
ii) For Central Girder

21.219 17.003 17.003 17.003 21.219

9.7 9.7 9.7 9.7
1.08 1.08
16.88

1.08 38.80 1.08

Reaction on each support = [(38.8+1.08+1.08)x16.875/2]+[21.219]+[17.0025X3/2] =

= 345.600 + 21.219 + 25.504
= 392.323 kN

MOMENTS AT DIFFERENT SECTIONS OF T-GIRDER DUE TO DEAD LOAD:

At mid section: 19.4 m from support

BM= [392.32275X19.4]-[16.875X20.48^2/2]-[21.219x19.4]-[17.0025x(19.4-9.7)]
= 3495.54 kN-m
At 3/8th section: 14.55 m from support
BM= [392.32275X14.55]-[16.875X15.63^2/2]-[21.219x14.55]-[17.0025x(14.55-9.7)]
= 3255.84 kN-m
At 1/4th section: 9.7 m from support
BM= [392.32275X9.7]-[16.875X10.78^2/2]-[21.219x9.7]
= 2619.2 kN-m
At 1/8th section: 4.85 m from support
BM= [392.32275X4.85]-[16.875X5.93^2/2]-[21.219x4.85]
= 1503.15 kN-m
section: 2.120 m from support
BM= [392.32275X2.12]-[16.875X3.2^2/2]-[21.219x2.12]
= 700.34 kN-m

SHEAR AT DIFFERENT SECTIONS OF T-GIRDER DUE TO DEAD LOAD:

section: 2.12 m from support

SF= 392.32275-[16.875X(2.12+1.08)]-21.219
= 317.104 kN
At 1/8th section: 4.85 m from support
SF= 392.32275-[16.875X(4.85+1.08)]-21.219
= 271.035 kN
At 1/4th section: 9.7 m from support
SF= 392.32275-[16.875X(9.7+1.08)]-21.219
= 189.191 kN
At 3/8th section: 14.55 m from support
SF= 392.32275-[16.875X(14.55+1.08)]-21.219-17.0025
= 90.345 kN
At mid section: 19.4 m from support
SF= 392.32275-[16.875X(19.4+1.08)]-21.219-17.0025
= 8.501 kN

125
3. DUE TO SUPERIMPOSED DEAD LOAD :

Intensity of load on each girder = 9.0740625 kN/m

9.0740625

1.08 38.800 1.08

Reaction on each support = [(38.8+1.08+1.08)x9.0740625/2] = 185.837 kN

MOMENTS AT DIFFERENT SECTIONS OF T-GIRDER DUE TO DEAD LOAD:

At mid section: 19.4 m from support

BM= [185.837X19.4]-[9.0740625X20.48^2/2]
= 1702.27 kN-m
At 3/8th section: 14.550 m from support
BM= [185.837X14.55]-[9.0740625X15.63^2/2]
= 1595.55 kN-m
At 1/4th section: 9.700 m from support
BM= [185.837X9.7]-[9.0740625X10.78^2/2]
= 1275.38 kN-m
At 1/8th section: 4.850 m from support
BM= [185.837X4.85]-[9.0740625X5.93^2/2]
= 741.765 kN-m
section: 2.120 m from support
BM= [185.837X2.12]-[9.0740625X3.2^2/2]
= 347.515 kN-m

SHEAR AT DIFFERENT SECTIONS OF T-GIRDER DUE TO DEAD LOAD:

section: 2.120 m from support

SF= 185.837-[9.0740625X(2.12+1.08)]
= 156.8 kN
At 1/8th section: 4.850 m from support
SF= 185.837-[9.0740625X(4.85+1.08)]
= 132.028 kN
At 1/4th section: 9.700 m from support
SF= 185.837-[9.0740625X(9.7+1.08)]
= 88.0186 kN
At 3/8th section: 14.550 m from support
SF= 185.837-[9.0740625X(14.55+1.08)]
= 44.0094 kN
At mid section: 19.400 m from support
SF= 185.837-[9.0740625X(19.4+1.08)]
= 0.000 kN

126
 F. CROWD LOAD:

Crowd Load on safety kerb

Width of footpath = 0 mm
2
Live Load for foot way area (P') = 400.00 Kg/m
Intensity of Live Load = ((P'-260+(4800/L))x(16.5-W)/15) = 290.082 kg/m2

Load per m run for one sides = 2.901 x 0 = 0.000 kN/m

0.000 kN/m

1.08 38.8 1.08

Ra = Rb = 0.000 kN

Max. Bending Moment at different locations of girder :

At mid section: 0.00 kN-m
At 3/8th section: 0.00 kN-m
At 1/4th section: 0.00 kN-m
At 1/8th section: 0.00 kN-m
At web thickening section: 0.00 kN-m

Calculation of shear force at different locations for maximum Bending Moment

At mid section: 0 kN
At 3/8th section: 0.000 kN
At 1/4th section: 0.000 kN
At 1/8th section: 0.000 kN
At web thickening section: 0.000 kN

0 kN/m

1.08 38.8 1.08

Ra = Rb = 0.000 kN

Max. Shear Force at different locations of girder :

At mid section: 0.000 kN
At 3/8th section: 0.000 kN
At 1/4th section: 0.000 kN
At 1/8th section: 0.000 kN
At web thickening section: 0.000 kN

Calculation of Bending Moment at different locations for maximum shear force

At mid section: Reaction= 0.000 kN

Moment= 0.000 kN-m
At 3/8th section: Reaction= 0.000 kN
Moment= 0.000 kN-m

At 1/4th section: Reaction= 0.000 kN

Moment= 0.000 kN-m
At 1/8th section: Reaction= 0.000 kN
Moment= 0.000 kN-m
At web thickening section: Reaction= 0.000 kN
Moment= 0.000 kN-m

127
E. LOAD TABLES

1. TABLE SHOWING MAX. BM AT DIFERENT SECTION AND CORRESPONDING SHEAR FORCE:

DUE TO SELF DUE TO SELF WT OF DECK DUE TO
DUE TO
WT OF SLAB & CAST IN SITU SUPER CROWD
LIVE LOAD
SECTION MOMENT /SHEAR PRECAST DIAPHRAGM IMPOSED LOAD
GIRDER & CENTRAL DEAD LOAD END END
END GIRDER
DIAPHRAGM GIRDER GIRDER GIRDER
MOMENT(T-M) 636.55 333.06 349.55 170.23 629.70 0.00
MID
SHEAR(T) 1.06 0.43 0.85 0.00 36.92 0.00
MOMENT(T-M) 594.15 311.15 325.58 159.55 605.70 0.00
3/8 TH
SHEAR(T) 16.42 8.61 9.03 4.40 39.26 0.00
MOMENT(T-M) 477.24 249.55 261.92 127.54 476.68 0.00
1/4 TH
SHEAR(T) 33.91 17.64 18.92 8.80 52.86 0.00
MOMENT(T-M) 275.53 144.13 150.31 74.18 304.18 0.00
1/8 TH
SHEAR(T) 49.27 25.83 27.10 13.20 58.38 0.00
MOMENT(T-M) 129.22 67.33 70.03 34.75 256.85 0.00
WEB. TH
SHEAR(T) 57.92 30.44 31.71 15.68 60.67 0.00

2. TABLE SHOWING MAX. SHEAR FORCE AT DIFERENT SECTION AND CORRESPONDING BM:

DUE TO SELF DUE TO SELF WT OF DECK DUE TO

DUE TO
WT OF SLAB & CAST IN SITU SUPER CROWD
LIVE LOAD
SECTION MOMENT /SHEAR PRECAST DIAPHRAGM IMPOSED LOAD
GIRDER & CENTRAL DEAD LOAD END END
END GIRDER
DIAPHRAGM GIRDER GIRDER GIRDER
SHEAR(T) 57.92 30.44 31.71 15.68 65.95 0.00
WEB. TH
MOMENT(T-M) 129.22 67.33 70.03 34.75 250.60 0.00
SHEAR(T) 49.27 25.83 27.10 13.20 62.59 0.00
1/8 TH
MOMENT(T-M) 275.53 144.13 150.31 74.18 297.19 0.00
SHEAR(T) 33.91 17.64 18.92 8.80 63.00 0.00
1/4 TH
MOMENT(T-M) 477.24 249.55 261.92 127.54 433.00 0.00
SHEAR(T) 16.42 8.61 9.03 4.40 42.96 0.00
3/8 TH
MOMENT(T-M) 594.15 311.15 325.58 159.55 589.77 0.00
SHEAR(T) 1.06 0.43 0.85 0.00 47.76 0.00
MID
MOMENT(T-M) 636.55 333.06 349.55 170.23 622.90 0.00

128
 3. TABLE SHOWING MAX. BENDING MOMENTS AND STRESSES AT DIFERENT SECTION

Properties of precast girder Properties of composite girder(Edge) Properties of composite girder(Central)

2 2 2
Area = 1.267 m Area = 2.024 m Area = 1.966 m
Ybg = 1.444 m Ybg = 1.986 m Ybg = 1.959 m
3 3 3
Ztg = 0.902 m Ztg = 2.887 m Ztg = 2.707 m
3 3 3
Zbg = 0.831 m Zbg = 1.147 m Zbg = 1.128 m
3 3
Zts = 2.229 m Zts = 2.106 m

DUE TO SELF WT OF DECK DUE TO

SUPER IMPOSED DEAD DUE TO
DUE TO SELF WT OF SLAB & CAST IN SITU CROWD
LOAD LIVE LOAD
SECTION LOCATION PRECAST GIRDER & DIAPHRAGM LOAD
DIAPHRAGM Central Central Edge Edge
Edge Girder Edge Girder
Girder Girder Girder Girder
MOMENT(T-M) 636.55 333.06 349.55 170.23 170.23 629.70 0.00

stress at top of
- - - 76.37 80.83 282.50 0
deck slab (T/m2)

stress at bottom
of deck slab - - - 58.96 62.88 218.12 0
MID (T/m2)
stress at top of
precast girder 705.71 369.25 387.53 188.72 188.72 218.12 0
(T/m2)
stress at bottom
of precast girder -766.00 -400.80 -420.64 -204.85 -204.85 -549.00 0.00
(T/m2)
MOMENT(T-M) 594.15 311.15 325.58 159.55 159.55 605.70 0.00
stress at top of
- - - 71.58 75.76 271.74 0
deck slab (T/m2)

stress at bottom
of deck slab - - - 55.27 58.94 209.80 0
3/8 TH (T/m2)
stress at top of
precast girder 658.70 344.96 360.96 176.89 176.89 209.80 0
(T/m2)
stress at bottom
of precast girder -714.98 -374.43 -391.80 -192.00 -192.00 -528.07 0.00
(T/m2)
MOMENT(T-M) 477.24 249.55 261.92 127.54 127.54 476.68 0.00
stress at top of
- - - 57.22 60.56 213.85 0
deck slab (T/m2)

stress at bottom
of deck slab - - - 44.18 47.11 165.11 0
1/4 TH (T/m2)
stress at top of
precast girder 529.09 276.66 290.38 141.39 141.39 165.11 0
(T/m2)
stress at bottom
of precast girder -574.30 -300.30 -315.19 -153.48 -153.48 -415.59 0.00
(T/m2)
MOMENT(T-M) 275.53 144.13 150.31 74.18 74.18 304.18 0.00
stress at top of
- - - 33.28 35.22 136.46 0
deck slab (T/m2)
stress at bottom
of deck slab - - - 25.69 27.40 105.36 0
1/8 TH (T/m2)
stress at top of
precast girder 305.47 159.79 166.65 82.24 82.24 105.36 0
(T/m2)
stress at bottom
of precast girder -331.57 -173.44 -180.88 -89.26 -89.26 -265.20 0.00
(T/m2)

129
 MOMENT(T-M) 129.22 67.33 70.03 34.75 34.75 256.85 0.00
stress at top of
- - - 15.59 16.50 115.23 0
deck slab (T/m2)
stress at bottom
of deck slab - - - 12.04 12.84 88.97 0
(T/m2)
WEB. TH
stress at top of
precast girder 143.26 74.65 77.64 38.53 38.53 88.97 0
(T/m2)
stress at bottom
of precast girder -155.50 -81.02 -84.28 -41.82 -41.82 -223.93 0.00
(T/m2)

130
F. PRESTRESSING

Prestressing cables shall be 19 strand cables conforming to IS 14268-1995 class II with minimum breaking load = 18.371 Ton
for 12.7 mm dia ,7 ply strand.

Duct dia shall be= 90 mm.

Nominal steel area of each strand is 98.8 mm2
2
Area of each cable= 18.772 cm
Ultimate force in one cable(U.T.S) = 349.000 t
Taking maximum jack pull to be applied at jack end = 70% of U.T.S = 244.3 t

No of cable on each side for each girder= 6 nos

1. CABLE AT MID SECTION

No of rows of cable= 3
Vertical distance between two rows of cable (1st row to 2nd row) = 180 mm
Vertical distance between two rows of cable (2nd row to 3rd row) = 180 mm
Vertical distance between two rows of cable (3rdd row to 4th row) = 180 mm
Horizontal distance between two cable= 180 mm
Distance between cable centre & edges of T-Girder= 245 mm

2. CABLE AT END SECTION

Vertical distance between two rows of cable (1st row to 2nd row) = 350 mm
Vertical distance between two rows of cable (2nd row to 3rd row) = 350 mm
Vertical distance between two rows of cable (3rd row to 4th row) = 350 mm
Vertical distance between two rows of cable (4th row to 5th row) = 350 mm
Distance of lowest cable centre from bottom of T-Girder= 350 mm

Half length of cable = 19720 mm

131
 675 200
7
350

7 6
180 350

6 5
180 350
425
5 4
180 350 2775

4 200 3
180 350
250
130 2 3 1 1 2
245 180 180
350
850 245 360 245

POSITION OF CABLE AT MID SECTION POSITION OF CABLE AT END SECTION

3. Typical arrangement of cables:
Typical profile of cable in elevation & plan will be as follows:

R(Min)= 12 m
H C/L
θv
Vc

A B C D E
Vertical Curve
C1 C2 C3 C4

Horizontal curve

θh R(Min)= 10.6 m

HS

θh

Horizontal curve
132
 -1
Horrizontal splay to be given in cables 1 in 10, i.e. θH= tan 1/10= 5.71 °
LHc= 10.6X0.0997= 1.056 m
C3= 10xH s+2xLHcX0.5

C1+C2= 19.72 -(C3+C4) Eqn-1 Vc= (C2/2)xtanθv

tanθv= H/(C1+C2x0.5) LVc= C2xθv/(2xCosθvxTan(0.5xθv)
=>C1+0.5xC2=H/tanθv Eqn-2

Eqn-1-Eqn-2
=>C2= [{19.72 -(C3+C4)}-H/tanθv]x2 Eqn-3
Substitute the value of C2 in Eqn-1,
=>C1= 19.72 -(C3+C4+C2) Eqn-4

Height of Length of Length of

Length Vertical Horizontal Horizontal
Length (C2) in Length Length (C4) Lift height vertical vertical horizontal Length 'AB'
Cable No. (C1) in angle (θv) in sway (Hs) in angle (θh)
m. (C3) in m. in m. (H) in m curve (Vc) in curve (LVc) curve (LHc) (m)
m. deg. m in deg.
m in m in m
1 1.767 2.758 0.000 15.195 0.220 0.096 4.000 2.764 0.000 0.000 0.000 1.771
2 1.767 2.758 0.000 15.195 0.220 0.096 4.000 2.764 0.000 0.000 0.000 1.771
3 1.960 5.365 0.000 12.395 0.570 0.329 7.000 5.399 0.000 0.000 0.000 1.975
4 3.834 4.386 0.000 11.500 0.740 0.269 7.000 4.413 0.000 0.000 0.000 3.863
5 2.271 6.949 0.000 10.500 0.910 0.550 9.000 7.021 0.000 0.000 0.000 2.299
6 3.918 5.802 0.000 10.000 1.080 0.459 9.000 5.862 0.000 0.000 0.000 3.967
7 4.458 5.262 0.000 10.000 1.250 0.464 10.000 5.330 0.000 0.000 0.000 4.527

4. Force diagram of each cable after anchorage slip will be as shown follow:

According to IRC-112,2011,
The steel stress at jacking end= σpo=σpx.e(kx+µθ)
σpo= Applied force
σpo(x)= Force at any place in cable
µ= Friction co-efficient = 0.25 for bright metal stress
k= Wooble co-efficient = 0.0046 relieved strand
Say slip loss= 6 mm
Modulus of elasticity of material of cable= 1.95E+06 Kg/sqcm

133
 For cable 1&2:
Web Thickening 1/8th section 1/4th section 3/8th section Mid-Section

3520
1410 4930 4930 4930
244.3 t
242.32 t

235.13 t 232.464 t

219.254 t
2550 211.964
209.49 t
201.62 t
203.27 t
Cable Horizontal
length distance

1767 2758 15195

1771 2764

Area of the diagram

=0.5x(42.683+39.056)x1.771+0.5x(39.056+25.636)x2.764+0.5x(25.636+20.5)x2.55= 220.606 t-m

Slip of anchorage= (220.606x100000/((1950000)x18.772))x10= 6.0 OK

For cable 3:
Web Thickening 1/8th section 1/4th section 3/8th section Mid-Section

3520
1410 4930 4930 4930
244.3 t
242.11 t

229.10 t

216.403 t
214.100
t
200.73 t 214.10 t
202.57 t
Cable Horizontal
length distance

1960 5365 12395

1975 5399

134
Area of the diagram
=0.5x(43.566+39.542)x1.975+0.5x(39.542+15)x5.399+0.5x(15+-214.1)x0= 229.304 t-m

Slip of anchorage= (229.304x100000/((1950000)x18.772))x10= 6.0 OK

For cable 4:
Web Thickening 1/8th section 1/4th section 3/8th section Mid-Section

3520
1410 4930 4930 4930
244.3 t
240.03 228.16 t
228.16 t

219.16 t 216.403 t

204.63 t
208.29 t Check
Cable Horizontal
length distance

3834 4386 11500

3863 4413

Area of the diagram

=0.5x(39.674+31.735)x3.863+0.5x(31.735+9)x4.413+0.5x(9+228.159)x0)= 227.807 t-m

Slip of anchorage= (227.807x100000/((1950000)x18.772))x10= 6.0 OK

135
 For cable 5:
Web Thickening 1/8th section 1/4th section 3/8th section Mid-Section

3520
1410 4930 4930 4930
244.3 t
241.76 t
225.14 t `

220.94 214.523 t

203.52 t 205.68 t
Cable Horizontal
length distance

2271 6949 10500

2299 7021

Area of the diagram

227.242 t-m

Slip of anchorage= (227.24220467294x100000/((1950000)x18.772))x10= 6.0 OK

136
 For cable 6:

Web Thickening 1/8th section 1/4th section 3/8th section Mid-Section

3520
1410 4930 4930 4930
244.3 t
239.94 t
224.62 t `

223.62 t 214.523 t

205.5 t 209.29 t
Cable Horizontal
length distance

3918 5802 10000

3967 5862

Area of the diagram = 227.845 t-m

Slip of anchorage= (227.845257798206x100000/((1950000)x18.772))x10= 6.0 OK

5. Stages of Prestressing
First Stage: 4 cables in each girder at 14 days or the
First stage prestressing will be on precast girder when the girder concrete attains a strength at least equal to 0.9
of its 28 days compressive strength or the concrete is 14 days old whichever is later. Using
grade of girder and deck concrete as M45, strength of girder concrete at the time of stressing will be at least
40.5 Mpa. Cable no. 1,2,3 & 6 will be stressed during the first stage.
Second tag: 2 cables in each girder at 28 days after casting of deck.
Second stage stressing will be done after casting of deck slab and after the deck concrete have attained its 28 days
strength. The deck will be cast after 7 days from the date of first stage prestress, i.e. when the girder concrete
is 21 days old. Hence girder concrete will be 49 days old at the time of second stage
presress and full composite action is obtained. Cable no. 4 & 5 will be stressed at this stage
Kerb, crash barrier, wearing course will be laid, when the girders are 60 days old.

137
6. PROPERTIES OF GIRDER SECTION:
PREACAST GIRDER COMPOSITE GIRDER
Section Section Section
CG from Section Section
CG from modulus modulus of modulus of
Location Area (Ap) Area (Ac) in bottom of modulus of modulus of
bottom of of top of bottom of bottom of
in m
2
m
2 girder Ybg top of girder top of slab
girder Ybp (m) girder Ztp girder Zbp 3 girder Zbgc 3
3 3 (m) Z tgc (m ) 3
Zts (m )
(m ) (m ) (m )
End Girder 1.267 1.444 0.902 0.831 2.024 1.986 2.887 1.147 2.229

Central Girder 1.267 1.444 0.902 0.831 1.966 1.959 2.707 1.128 2.106

7. PROPERTIES OF CONCRETE WITH AGE:

For the purpose of calculation of loss, maturity of concrete at different days and their properties are taken as follows:
Age of concrete (days) 14 21 49 60
βcc(t)=exp{.25*[1-(28/(t/1))^.5]} 0.9016279 0.9620632 1.0629178 1.08243971
fcm(t)=βcc(t).fcm (T/m2) 4057.3255 4329.2844 4783.1301 4870.97871
Ecm= 100*5000*fcm^0.5, fcm in Mpa
3295999.3 3360779.33 3462811.3 3481769.63
( T/m2)

Shrinkage co-efficient,εs= 0.0003285 0.00034737 0.0003545 0.00035675

Creep co-efficient,εc= 0 0.97306564 1.5583585 1.6838354

Permissible Temporary Tensile 298 317 234 -

2
Stress (T/m ) Compressive 2160 2160 2160 -

Permissible Stress Tensile - - - 0

2
during service (T/m ) Compressive - - - 1754

138
8. INITIAL PRESTRESS AT DIFFERENT SECTIONS
i). END GIRDER:
a).MID SECTION: 19.72 M

Stress at Stress at
Top of Bottom of Stress at
Horizontal Eccentricity girder girder top of slab
Vertical Horizontal Pull in Vertical pull [σptg= {∑ [σpbg= {∑ [σpts= {∑
Stage of CG form soffit pull from CG of M=(P. Cosθv)
Cable No. angle angle Cable(P) ( P. Sinθv)
Prestressing of Girder (ŷ) (m) ( P. Cosθv) section xe P.Cosθv/A-∑ P.Cosθv/A+ P.Cosθv/A+
(θv)(rad) (θh)(rad) (ton) (ton)
(ton) (Yb-ŷ) (m) P.Cosθv. ∑P.Cosθv. ∑P.Cosθv.
2
e/Ztp} e/Zbp} e/Zts} (t/m )
2 2
(t/m ) (t/m )
(869.434/1 (869.434/
0.13 0 0 219.25 0 219.254 1.314 288.100
1 .267)- 1.267)+(10
-
(1026.594/ 26.594/0.
0.13 0 0 219.25 0 219.254 1.314 288.100
2 0.902)= 831)=
1st Stage at
0.13 0 0 216.40 0 216.403 1.314 284.353
14 Days 3

0.67 0 0 214.52 0 214.523 0.774 166.040 -451.916 1921.586 -

6

1.06 0 869.434 1026.594

Total
(430.925/2 (430.925/ (430.925/2
0.31 0 0 216.40 0 216.403 1.676 362.691
4 .024)- 2.024)+(68 .024)-
2nd Stage at (683.617/2 3.617/1.1 (683.617/2
0.49 0 0 214.52 0 214.523 1.496 320.926
28 Days 5 .887)= 47)= .229)=

0.8 0 430.925 683.617 -23.884 808.912 -93.784

Total

CG of the first stage cable from soffit of girder= 0.265 m

CG of the second stage cable from soffit of girder= 0.400 m
CG of the all cables from soffit of girder= 0.310 m

139
b).3/8TH SECTION: 14.79 M

Stress at Stress at
Top of Bottom of Stress at
Horizontal Eccentricity girder girder top of slab
Vertical Horizontal Pull in Vertical pull [σptg= {∑ [σpbg= {∑ [σpts= {∑
Stage of CG form soffit pull from CG of M=(P. Cosθv)
Cable No. angle angle Cable(P) ( P. Sinθv)
Prestressing of Girder (ŷ) (m) ( P. Cosθv) section xe P.Cosθv/A-∑ P.Cosθv/A+ P.Cosθv/A+
(θv)(rad) (θh)(rad) (ton) (ton)
(ton) (Yb-ŷ) (m) P.Cosθv. ∑P.Cosθv. ∑P.Cosθv.
2
e/Ztp} e/Zbp} e/Zts} (t/m )
2 2
(t/m ) (t/m )
(867.319/1 (867.319/
0.13 0 0 216.41 0 216.412 1.314 284.365
1 .267)- 1.267)+(10
-
(1021.392/ 21.392/0.
0.13 0 0 216.41 0 216.412 1.314 284.365
2 0.902)= 831)=
1st Stage at
0.13 0 0 215.49 0 215.487 1.314 283.150
14 Days 3

0.67 0 0 219.01 0 219.008 0.774 169.512 -447.819 1913.658 -

6

1.06 0 867.319 1021.392

Total
(435.119/2 (435.119/ (435.119/2
0.31 0 0 217.58 0 217.584 1.676 364.671
4 .024)- 2.024)+(69 .024)-
2nd Stage at (690.104/2 0.104/1.1 (690.104/2
0.49 0 0 217.53 0 217.535 1.496 325.432
28 Days 5 .887)= 47)= .229)=

0.8 0 435.119 690.104 -24.058 816.639 -94.622

Total

CG of the first stage cable from soffit of girder= 0.265 m

CG of the second stage cable from soffit of girder= 0.400 m
CG of the all cables from soffit of girder= 0.310 m

140
c).1/4TH SECTION: 9.86 M

Stress at Stress at
Top of Bottom of Stress at
Horizontal Eccentricity girder girder top of slab
Vertical Horizontal Pull in Vertical pull [σptg= {∑ [σpbg= {∑ [σpts= {∑
Stage of CG form soffit pull from CG of M=(P. Cosθv)
Cable No. angle angle Cable(P) ( P. Sinθv)
Prestressing of Girder (ŷ) (m) ( P. Cosθv) section xe P.Cosθv/A-∑ P.Cosθv/A+ P.Cosθv/A+
(θv)(rad) (θh)(rad) (ton) (ton)
(ton) (Yb-ŷ) (m) P.Cosθv. ∑P.Cosθv. ∑P.Cosθv.
2
e/Ztp} e/Zbp} e/Zts} (t/m )
2 2
(t/m ) (t/m )
(865.204/1 (865.204/
0.13 0 0 213.57 0 213.569 1.314 280.630
1 .267)- 1.267)+(10
-
(1016.191/ 16.191/0.
0.13 0 0 213.57 0 213.569 1.314 280.630
2 0.902)= 831)=
1st Stage at
0.13 0 0 214.57 0 214.571 1.314 281.946
14 Days 3

0.67 0 0 223.49 0 223.494 0.774 172.984 -443.722 1905.729 -

6

1.06 0 865.204 1016.191

Total
(439.313/2 (439.313/ (439.313/2
0.31 0 0 218.77 0 218.766 1.676 366.651
4 .024)- 2.024)+(69 .024)-
2nd Stage at (696.59/2. 6.59/1.14 (696.59/2.
0.49 0 0 220.55 0 220.547 1.496 329.939
28 Days 5 887)= 7)= 229)=

0.8 0 439.313 696.590 -24.233 824.367 -95.461

Total

CG of the first stage cable from soffit of girder= 0.265 m

CG of the second stage cable from soffit of girder= 0.400 m
CG of the all cables from soffit of girder= 0.310 m

141
d).1/8TH SECTION: 4.93 M

Stress at Stress at
Top of Bottom of Stress at
Horizontal Eccentricity girder girder top of slab
Vertical Horizontal Pull in Vertical pull [σptg= {∑ [σpbg= {∑ [σpts= {∑
Stage of CG form soffit pull from CG of M=(P. Cosθv)
Cable No. angle angle Cable(P) ( P. Sinθv)
Prestressing of Girder (ŷ) (m) ( P. Cosθv) section xe P.Cosθv/A-∑ P.Cosθv/A+ P.Cosθv/A+
(θv)(rad) (θh)(rad) (ton) (ton)
(ton) (Yb-ŷ) (m) P.Cosθv. ∑P.Cosθv. ∑P.Cosθv.
2
e/Ztp} e/Zbp} e/Zts} (t/m )
2 2
(t/m ) (t/m )
(837.373/1 (837.373/
0.130 0.000 0 209.88 0 209.885 1.314 275.788
1 .267)- 1.267)+(96
-
(969.948/0 9.948/0.8
0.130 0.000 0 209.88 0 209.885 1.314 275.788
2 .902)= 31)=
1st Stage at
0.130 0.122 0 208.95 25.465 207.394 1.314 272.515
14 Days 3

0.750 0.122 0 211.79 25.811 210.211 0.694 145.856 -414.420 1828.116 -

6

1.140 51.275 837.373 969.948

Total
(418.35/2. (418.35/2. (418.35/2.
0.377 0.122 0 211.01 25.716 209.437 1.609 336.924
4 024)- 024)+(605. 024)-
2nd Stage at (605.467/2 467/1.147 (605.467/2
0.701 0.157 0 211.52 33.089 208.914 1.285 268.544
28 Days 5 .887)= )= .229)=

1.078 58.804 418.350 605.467 -3.027 734.565 -64.937

Total

CG of the first stage cable from soffit of girder= 0.285 m

CG of the second stage cable from soffit of girder= 0.539 m
CG of the all cables from soffit of girder= 0.370 m

142
e).WEB-THICKENING SECTION: 3.52 M

Stress at Stress at
Top of Bottom of Stress at
Horizontal Eccentricity girder girder top of slab
Vertical Horizontal Pull in Vertical pull [σptg= {∑ [σpbg= {∑ [σpts= {∑
Stage of CG form soffit pull from CG of M=(P. Cosθv)
Cable No. angle angle Cable(P) ( P. Sinθv)
Prestressing of Girder (ŷ) (m) ( P. Cosθv) section xe P.Cosθv/A-∑ P.Cosθv/A+ P.Cosθv/A+
(θv)(rad) (θh)(rad) (ton) (ton)
(ton) (Yb-ŷ) (m) P.Cosθv. ∑P.Cosθv. ∑P.Cosθv.
2
e/Ztp} e/Zbp} e/Zts} (t/m )
2 2
(t/m ) (t/m )
(825.17/1. (825.17/1.
0.130 0.070 0 207.22 14.455178 206.719 1.314 271.628
1 267)- 267)+(837.
-
(837.134/0 134/0.831
0.130 0.070 0 207.22 14.455178 206.719 1.314 271.628
2 .902)= )=
1st Stage at
0.226 0.122 0 205.92 25.095 204.385 1.218 248.987
14 Days 3

1.228 0.122 0 208.90 25.459 207.348 0.216 44.891 -276.808 1658.661 -

6

1.713 79.465 825.170 837.134

Total
(412.3/2.0 (412.3/2.0 (412.3/2.0
0.742 0.122 0 207.99 25.348 206.444 1.244 256.777
4 24)- 24)+(544.3 24)-
2nd Stage at (544.376/2 76/1.147) (544.376/2
0.589 0.157 0 208.42 32.604 205.856 1.397 287.599
28 Days 5 .887)= = .229)=

1.331 57.952 412.300 544.376 15.144 678.314 -40.519

Total

CG of the first stage cable from soffit of girder= 0.428 m

CG of the second stage cable from soffit of girder= 0.666 m
CG of the all cables from soffit of girder= 0.507 m

143
G. ELONGATION CALCULATION

Area of each cable= 1877.2 sq.mm

Modulus of elasticity 1.95E+05 Mpa
Total
Cable Length Force at Force at Elongation elongation
Segment
No. (mm) Start (T) End (T) (mm) in each side
(mm)
L1 1767 201.62 203.27 10
L2 2758 203.3 209.49 16
1&2 114
L3 2550 209.5 211.96 15
L4 12645 211.96 219.254 74
L1 1960 200.73 202.57 11
L2 5365 202.6 214.10 31
3 114
L3 0 214.1 214.10 0
L4 12395 214.10 216.403 73
L1 3834 204.63 208.29 22
L2 4386 208.3 219.16 26
4 116
L3 0 219.2 219.16 0
L4 11500 219.16 216.403 68
L1 2271 203.52 205.68 13
L2 6949 205.7 220.94 40
5 116
L3 0 220.9 225.14 0
L4 10500 225.14 214.523 63
L1 3918 205.50 209.29 22
L2 5802 209.3 223.62 34
6 116
L3 0 223.6 223.62 0
L4 10000 223.62 214.523 60

The elongation length calculated only for the cable between the midspan and end faces.
Additional length for attaching the jack may be added in consultation with the system manufacturer.
Extra elongation may be added @ 7mm/m for portion between end face and gripping point of jack.

144
H. LOSSES IN PRESTRESS
1. END GIRDER:
i). Stage-1: Between 14 days to 21 days

Average stress at CG of 1st stage cable= ( Ref.: Stress tables)

=(2x(1250.539+1331.641+1212.439+1104.347)+1069.465)/9
2
1207.488 T/m

Elastic shortening:

Loss in Prestressing force due to elastic shortening=

(0.5x1207.488x19500000x0.0018772x(4-1)/3295999)=
= 20.116 t

Percentage of loss in prestress in different sections will be as follows:

i) At mid-section= 20.116x 100/(869.434)= 2.31 %
ii) At 3/8 th section= 20.116x 100/(867.319)= 2.32 %
iii) At 1/4 th section= 20.116x 100/(865.204)= 2.33 %
iv) At 1/8 th section= 20.116x 100/(837.373)= 2.40 %
v) At web thickening section= 20.116x 100/(825.17)= 2.44 %

Relaxation loss in 1st stage cable:

Average stresses in 1st stage cables at differen sections, just after seating of anchorage will be as follows :
2
i) At mid-section= (1000x(869.434x0.977))/(4x18.772)= 11310.97 Kg/cm
2
ii) At 3/8 th section= (1000x(867.319x0.977))/(4x18.772)= 11282.80 Kg/cm
2
iii) At 1/4 th section= (1000x(865.204x0.977))/(4x18.772)= 11254.63 Kg/cm
2
iv) At 1/8 th section= (1000x(837.373x0.976))/(4x18.772)= 10883.99 Kg/cm
2
v) At web thickening section= (1000x(825.17x0.976))/(4x18.772)= 10721.47 Kg/cm

Average stress in 1st stage cables:

=(2x(10721.472+10883.993+11254.631+11282.798)+11310.966)/9
2
= 11066.306 Kg/cm
= 0.595 of Ultimate tensile stress
2
Ultimate tensile stress= (349x1000)/18.772= 18592 Kg/cm

Ref: Table- 6.2, IRC-112:2011

1000 hour relaxation loss in 1 st stage cables= 1.190 %
Final (0.5x10^6 hours) relaxation loss in 1 st stage cables= 3.571 %

Loss due to shrinkage and creep in 1st stage cable:

Shrinkage strain= (0.000347365891535569-0.000328469167354467)= 1.89E-05

Creep strain between 14 days and 21 days = 3.28E-04

Average stress at CG of 1st stage cables at 14 days just after seating of anchorages is: [Ref: stress Tables]
=(2x(1217.387+1293.258+1173.347+1065.193)+1030.25)/9
2
1169.847 T/m = 11.698 Mpa

145
 Assumed loss in different sections due to creep and shrinkage as follows:
i) At mid-section= 5.85 %
ii) At 3/8 th section= 5.86 %
iii) At 1/4 th section= 5.88 %
iv) At 1/8 th section= 6.07 %
v) At web thickening section= 6.16 %
Average stress at CG of 1st stage cables at 21 days with 1000 hour relaxation loss will be as follows:
[Ref: stress Tables]
=(2x(1116.378+1176.2+1053.508+945.109)+909.919)/9
2
1054.701 T/m = 10.547 Mpa
Average stress along CG of 1st stage cables during 14 days and 21 days will be
(0.5x(10.547+11.69847)= 11.123 Mpa
Creep strain during this period= 3.28E-04
Loss due to creep and shrinkage=
(0.0000188967241811016+0.000328)x(1950000x4x18.772)/1000= 50.849 T
Percentage loss:
i) At mid-section= (50.849X100)/(869.434)= 5.85 % Hence OK
ii) At 3/8 th section= (50.849X100)/(867.319)= 5.86 % Hence OK
iii) At 1/4 th section= (50.849X100)/(865.204)= 5.88 % Hence OK
iv) At 1/8 th section= (50.849X100)/(837.373)= 6.07 % Hence OK
v) At web thickening section= (50.849X100)/(825.17)= 6.16 % Hence OK

ii). Stage-2: Between 21 days to 49 days

Loss due to shrinkage and creep :

Shrinkage strain= (0.000354499693215269-0.000347365891535569)= 7.13E-06

Creep strain between 21 days and 49 days = 1.45E-04

Average stress at CG of 1st stage cables at 14 days just after seating of anchorages is: [Ref: stress Tables]
=(2x(1059.382+1036.986+808.305+639.375)+582.658)/9
2
852.306 T/m = 8.523 Mpa

Assumed loss in different sections due to creep and shrinkage betweeen 21 days to 49 as follows:
i) At mid-section= 2.56 %
ii) At 3/8 th section= 2.57 %
iii) At 1/4 th section= 2.57 %
iv) At 1/8 th section= 2.66 %
v) At web thickening section= 2.70 %
Average stress at CG of 1st stage cables at 21 days with 1000 hour relaxation loss will be as follows:
[Ref: stress Tables]
=(2x(1022.726+994.521+765.069+596.059)+539.286)/9
2
810.671 T/m = 8.107 Mpa
Average stress along CG of 1st stage cables during 14 days and 21 days will be
(0.5x(8.107+8.52306)= 8.315 Mpa
Creep strain during this period= 1.45E-04
Loss due to creep and shrinkage=
(0.0000071338016796995+0.000145)x(1950000x4x18.772)/1000= 22.248 T
Percentage loss:
i) At mid-section= (22.248X100)/(869.434)= 2.56 % Hence OK
ii) At 3/8 th section= (22.248X100)/(867.319)= 2.57 % Hence OK
iii) At 1/4 th section= (22.248X100)/(865.204)= 2.57 % Hence OK
iv) At 1/8 th section= (22.248X100)/(837.373)= 2.66 % Hence OK
v) At web thickening section= (22.248X100)/(825.17)= 2.70 % Hence OK

146
iii). Stage-3: Between 49 days to 60 days

Additional stress at CG of 1st & 2nd stage cables due to 2nd stage prestressing are as follows:
Total depth of precast girder: 2.775 m
a) At mid section:
2
Stress at top=ftg= -23.884 T/m
2
Stress at bottom=fbg= 808.912 T/m
CG of 1st stage cables= 0.265 m
CG of 2nd stage cables= 0.400 m
2
Stress at CG of 1st stage cables= (808.912-(808.912--23.884)x0.265/2.775)= 729.384 T/m
2
Stress at CG of 2nd stage cables= (808.912-(808.912--23.884)x0.4/2.775)= 688.869 T/m
b) At 3/8 th section:
2
Stress at top=ftg= -24.058 T/m
2
Stress at bottom=fbg= 816.639 T/m
CG of 1st stage cables= 0.265 m
CG of 2nd stage cables= 0.400 m
2
Stress at CG of 1st stage cables= (816.639-(816.639--24.058)x0.265/2.775)= 736.356 T/m
2
Stress at CG of 2nd stage cables= (816.639-(816.639--24.058)x0.4/2.775)= 695.457 T/m
c) At 1/4 th section:
2
Stress at top=ftg= -24.233 T/m
2
Stress at bottom=fbg= 824.367 T/m
CG of 1st stage cables= 0.265 m
CG of 2nd stage cables= 0.400 m
2
Stress at CG of 1st stage cables= (824.367-(824.367--24.233)x0.265/2.775)= 743.33 T/m
2
Stress at CG of 2nd stage cables= (824.367-(824.367--24.233)x0.4/2.775)= 702.046 T/m
d) At 1/8 th section:
2
Stress at top=ftg= -3.027 T/m
2
Stress at bottom=fbg= 734.565 T/m
CG of 1st stage cables= 0.285 m
CG of 2nd stage cables= 0.539 m
2
Stress at CG of 1st stage cables= (734.565-(734.565--3.027)x0.285035631701054/2.775)= 658.803 T/m
2
Stress at CG of 2nd stage cables= (734.565-(734.565--3.027)x0.538929026393131/2.775)= 591.318 T/m

147
 e) Web thickening section:
2
Stress at top=ftg= 15.144 T/m
2
Stress at bottom=fbg= 678.314 T/m
CG of 1st stage cables= 0.428 m
CG of 2nd stage cables= 0.666 m
2
Stress at CG of 1st stage cables= (678.314-(678.314-15.144)x0.42831826434307/2.775)= 575.954 T/m
2
Stress at CG of 2nd stage cables= (678.314-(678.314-15.144)x0.665549784066415/2.775)= 519.261 T/m

Average stress at CG of 1st stage cables=

2
(2x(575.954+658.803+743.33+736.356)+729.384)/9= 684.252 T/m
Average stress at CG of 2nd stage cables=
2
(2x(519.261+591.318+702.046+695.457)+688.869)/9= 633.893 T/m
Elastic shortening:
No. of cable stressed= 2 in each web

Loss in 1st stage cables due to second stage prestressing=

(2x684.252x19500000x0.0018772/3462811)= 14.466 T

Percentage of loss in prestress in different sections will be as follows:

i) At mid-section= 14.466x 100/(869.434)= 1.66 %
ii) At 3/8 th section= 14.466x 100/(867.319)= 1.67 %
iii) At 1/4 th section= 14.466x 100/(439.313)= 1.67 %
iv) At 1/8 th section= 14.466x 100/(837.373)= 1.73 %
v) At web thickening section= 14.466x 100/(825.17)= 1.75 %

Loss in 2nd stage cables due to second stage prestressing=

(1x633.893x19500000x0.0018772/(2x3462811))= 3.35 T

Percentage of loss in prestress in different sections will be as follows:

i) At mid-section= 3.35x 100/(430.925)= 0.78 %
ii) At 3/8 th section= 3.35x 100/(435.119)= 0.77 %
iii) At 1/4 th section= 3.35x 100/(439.313)= 0.76 %
iv) At 1/8 th section= 3.35x 100/(418.35)= 0.80 %
v) At web thickening section= 3.35x 100/(412.3)= 0.81 %

Relaxation loss in 2nd stage cable:

Average stresses in 1st stage cables at differen sections, just after seating of anchorage will be as follows :
2
i) At mid-section= (1000x(430.925x0.992))/(2x18.772)= 11388.65 Kg/cm
2
ii) At 3/8 th section= (1000x(435.119x0.992))/(2x18.772)= 11500.35 Kg/cm
2
iii) At 1/4 th section= (1000x(439.313x0.992))/(2x18.772)= 11612.06 Kg/cm
2
iv) At 1/8 th section= (1000x(418.35x0.992))/(2x18.772)= 11053.71 Kg/cm
2
v) At web thickening section= (1000x(412.3x0.992))/(2x18.772)= 10892.54 Kg/cm

Average stress in 1st stage cables:

=(2x(10892.54+11053.707+11612.056+11500.353)+11388.649)/9
2
= 11278.44 Kg/cm
= 0.607 of Ultimate tensile stress
2
Ultimate tensile stress= (349x1000)/18.772= 18592 Kg/cm

Ref: Table- 6.2, IRC-112:2011

1000 hour relaxation loss in 1 st stage cables= 1.333 %
Final (0.5x10^6 hours) relaxation loss in 1 st stage cables= 3.999 %

148
Loss due to shrinkage and creep in 2nd stage cable:

Shrinkage strain= (0.000356751507507038-0.000354499693215269)= 0.000002

Creep strain between 28 days and 40 days = 5.25E-05

Average stress at CG of all cables at 49 days , just after seating of 2nd stage anchorage will be as follows:
[Ref: stress Tables]
=(2x(1552.046+1609.286+1497.391+1328.08)+1266.7)/9
2
1471.145 T/m = 14.712 Mpa

Assumed loss in different sections at 1st stage cables after 2nd stage prestressing due to creep and shrinkage as follows:
i) At mid-section= 0.92 %
ii) At 3/8 th section= 0.92 %
iii) At 1/4 th section= 0.92 %
iv) At 1/8 th section= 0.95 %
v) At web thickening section= 0.97 %
Assumed loss in different sections at 2nd stage cables after 2nd stage prestressing due to creep and shrinkage as follows:
i) At mid-section= 0.93 %
ii) At 3/8 th section= 0.92 %
iii) At 1/4 th section= 0.91 %
iv) At 1/8 th section= 0.95 %
v) At web thickening section= 0.97 %
Average stress at CG of all cables at 60 days before completion of W.C., Railing, Crash Barrier: [Ref: stress Tables]
=(2x(1526.616+1580.165+1465.891+1296.642)+1235.329)/9
2
1441.551 T/m = 14.416 Mpa
Average stress along CG of 1st stage cables during 49 days and 60 days will be
(0.5x(14.7115+14.4155)= 14.564 Mpa
Creep strain during this period= (0.0000524843261539538X1.45635)= 0.000052
Loss due to creep and shrinkage in first stage cables=
(0.000002+0.000052)x(1950000x4x18.772)/1000= 7.978 T
Loss due to creep and shrinkage in second stage cables=
(0.000002+0.000052)x(1950000x4x18.772)/1000= 3.989 T
Percentage loss in different sections will be as follows:
a) For first stage prestress:
i) At mid-section= (7.978X100)/(869.434)= 0.92 % Hence OK
ii) At 3/8 th section= (7.978X100)/(867.319)= 0.92 % Hence OK
iii) At 1/4 th section= (7.978X100)/(865.204)= 0.92 % Hence OK
iv) At 1/8 th section= (7.978X100)/(837.373)= 0.95 % Hence OK
v) At web thickening section= (7.978X100)/(825.17)= 0.97 % Hence OK
a) For second stage prestress:
i) At mid-section= (3.989X100)/(430.925)= 0.93 % Hence OK
ii) At 3/8 th section= (3.989X100)/(435.119)= 0.92 % Hence OK
iii) At 1/4 th section= (3.989X100)/(439.313)= 0.91 % Hence OK
iv) At 1/8 th section= (3.989X100)/(418.35)= 0.95 % Hence OK
v) At web thickening section= (3.989X100)/(412.3)= 0.97 % Hence OK

149
iv). Stage-4: Between 60 days to end
Loss due to shrinkage and creep in 2nd stage cable:

Shrinkage strain= 1.32E-05

Creep strain between 60 days to infinity = 7.49E-04

Average stress at CG of all cables at 60 days , after completion of WC, Railing, Crash barrier:
[Ref: stress Tables]
=(2x(1499.488+1513.749+1345.356+1145.849)+1074.449)/9
2
1342.593 T/m = 13.426 Mpa

Assumed loss in different sections at 1st stage cables after 3rd stage casting due to creep and shrinkage as follows:
i) At mid-section= 12.84 %
ii) At 3/8 th section= 12.87 %
iii) At 1/4 th section= 12.90 %
iv) At 1/8 th section= 13.33 %
v) At web thickening section= 13.52 %
Assumed loss in different sections at 2nd stage cables after 3rd stage casting due to creep and shrinkage as follows:
i) At mid-section= 12.95 %
ii) At 3/8 th section= 12.82 %
iii) At 1/4 th section= 12.70 %
iv) At 1/8 th section= 13.34 %
v) At web thickening section= 13.53 %
Average stress at CG of all cables after final loss: [Ref: stress Tables]
=(2x(1247.627+1225.044+1040.721+844.372)+769.124)/9
2
1053.85 T/m = 10.539 Mpa
Average stress along CG of 1st stage cables during 7 days and 21 days will be
(0.5x(13.42593+10.5385)= 11.982 Mpa
Creep strain during this period= 7.49E-04
Loss due to creep and shrinkage in first stage cables=
(0.0000132+0.000749)x(1950000x4x18.772)/1000= 111.603 T
Loss due to creep and shrinkage in second stage cables=
(0.0000132+0.000749)x(1950000x2x18.772)/1000= 55.801 T
Percentage loss in different sections will be as follows:
a) For first stage prestress:
i) At mid-section= (111.603X100)/(869.434)= 12.84 % Hence OK
ii) At 3/8 th section= (111.603X100)/(867.319)= 12.87 % Hence OK
iii) At 1/4 th section= (111.603X100)/(865.204)= 12.90 % Hence OK
iv) At 1/8 th section= (111.603X100)/(837.373)= 13.33 % Hence OK
v) At web thickening section= (111.603X100)/(825.17)= 13.52 % Hence OK
a) For second stage prestress:
i) At mid-section= (55.801X100)/(430.925)= 12.95 % Hence OK
ii) At 3/8 th section= (55.801X100)/(435.119)= 12.82 % Hence OK
iii) At 1/4 th section= (55.801X100)/(439.313)= 12.70 % Hence OK
iv) At 1/8 th section= (55.801X100)/(418.35)= 13.34 % Hence OK
v) At web thickening section= (55.801X100)/(412.3)= 13.53 % Hence OK

150
 v). Total percentage loss in each different section will be as follows:
20% Higher
Stages of Prestressing

% LOSS Creep & Creep & time

Final Creep and
Elastic shrinkage shrinkage Elasting Relaxation Final creep dependent
Relaxation shrinkage 49
shortening between 10 between 21 shortening 2nd stage and Total loss (creep,
in 1st stage days to 60
1st stage days & 21 days & 49 2nd stage cables shrinkage shrinkage
cables days
SECTIONS days days and
relaxation)
mid
2.314 3.571 5.849 2.559 1.664 0.918 12.836 29.710 5.147
section
3/8 th
2.319 3.571 5.863 2.565 1.668 0.920 12.868 29.774 5.157
1st stage cables

section
1/4 th
2.325 3.571 5.877 2.571 1.672 0.922 12.899 29.838 5.168
section
1/8 th
2.402 3.571 6.072 2.657 1.728 0.953 13.328 30.711 5.316
section
Web thk
2.438 3.571 6.162 2.696 1.753 0.967 13.525 31.112 5.384
section
mid
0.777 3.999 0.926 12.949 18.651 3.575
section
3/8 th
0.770 3.999 0.917 12.824 18.510 3.548
2nd stage cables

section
1/4 th
0.763 3.999 0.908 12.702 18.372 3.522
section
1/8 th
0.801 3.999 0.954 13.338 19.092 3.658
section
Web thk
0.813 3.999 0.968 13.534 19.313 3.700
section

151
I. STRESS TABLES
1. END GIRDER:

i). SECTION AT 0.5 L

Stress at top Of Stress at bottom of Stress at top of Deck Stress at bottom of Stress at
2 2 2 2
Girder (T/m ) Girder(T/m ) Slab (T/m ) Deck Slab(T/m ) Stress at C.G C.G of all
Description of load and
Due to Due to Due to Due to of 1st stage stage
prestress Cumulati Cumulati Cumulati Cumulati 2
load load load load cables (T/m ) cables
ve ve ve ve 2
described described described described (T/m )
1st stage prestress -451.916 -451.916 1921.586 1921.586
Self weight of Precast
705.709 253.793 -766.004 1155.582 1069.465
girder
Loss due to elastic
shortenings during 1st 10.456 264.249 -44.460 1111.122 1030.250
stage cables
Relaxation loss of 1st
5.380 258.869 -22.875 1088.247
stage cables
Final Relaxation loss for
16.139 -68.625
1st stage cables
Creep and shrinkage loss
between 10 days & 21 26.430 285.299 -112.382 975.865 909.919
days
Weight of Deck slab, cast-
369.248 654.548 -400.797 575.068 582.658
in-situ diaphragms
Creep & Shrinkage loss
11.564 666.112 -49.172 525.896 539.286
between 21 days & 49
2nd stagedays
prestress -23.884 630.664 808.912 1383.980 -93.784 -93.784 -23.884 -23.884
Loss due to elastic
shortenings during 1st 7.519 638.183 -31.972 1352.008
stage cables
Loss due to elastic
shortenings during 2nd 0.186 638.369 -6.288 1345.720 0.729 -93.055 0.186 -23.698 1266.700
stage cables
Relaxation loss of 2nd
0.318 638.687 -10.783 1334.936 1.250 -91.805 0.318 -24.016
stage cables
Final Relaxation loss for
0.955 -32.350 3.751 0.955
2nd stage cables
Creep and shrinkage loss
between 49 days & 60 4.368 643.056 -25.123 1309.814 0.868 -90.937 0.221 -23.795 1235.329
days
Self weight of hand rail
188.722 831.777 -204.846 1104.968 76.369 -14.568 58.963 35.168 1074.449
and wearing course

Creep and shrinkage loss

61.102 892.879 -351.407 753.561 12.144 -2.424 3.093 38.261 769.124
from 60 days to infinity

Additional loss due to full

11.396 904.275 -67.317 686.244 2.500 0.077 0.637 38.897
relaxation
Carriage way live load
218.116 1122.391 -548.997 137.247 282.503 282.580 218.116 257.013
and footpath live load
20 % higher time
24.1117 1146.503 -127.8117 9.435 3.3526 285.933 0.8538 257.867
dependent loss
2
Compressive Stress on 14 days = 1155.582 T/m Hence OK
2
Tensile Stress on 14 days = 0.000 T/m Hence OK
2
Compressive Stress on 21 days = 666.112 T/m Hence OK
2
Tensile Stress on 21 days = 0.000 T/m Hence OK
2
Compressive Stress on 49 days = 1383.980 T/m Hence OK
2
Tensile Stress on 49 days = -93.784 T/m Hence OK
2
Compressive Stress on 60 days = 1122.391 T/m Hence OK
2
Tensile Stress on 60 days = 0.000 T/m Hence OK
2
Compressive Stress on infinity = 1146.503 T/m Hence OK
2
Tensile stress on infinity = 0.000 T/m Hence OK

152
ii). SECTION AT 3/8TH L

Stress at top Of Stress at bottom of Stress at top of Deck Stress at bottom of

2
Girder (T/m )
2
Girder(T/m )
2
Slab (T/m )
2
Deck Slab(T/m ) Stress at
Stress at C.G C.G of all
Description of load and
Due to Due to Due to Due to of 1st stage stage
prestress Cumulati Cumulati Cumulati Cumulati cables (T/m2)
load load load load cables
ve ve ve ve 2
(T/m )
described described described described

1st stage prestress -447.819 -447.819 1913.658 1913.658

Self weight of Precast
658.702 210.883 -714.981 1198.677 1104.347
girder
Loss due to elastic
shortenings during 1st 10.386 221.269 -44.384 1154.293 1065.193
stage cables
Relaxation loss of 1st
5.331 215.938 -22.781 1131.512
stage cables
Final Relaxation loss for
15.993 -68.342
1st stage cables
Creep and shrinkage loss
between 10 days & 21 26.254 242.192 -112.191 1019.321 945.109
days
Weight of Deck slab, cast-
344.959 587.152 -374.432 644.889 639.375
in-situ diaphragms
Creep & Shrinkage loss
11.491 598.642 -49.103 595.786 596.059
between 21 days & 49
days
2nd stage prestress -24.058 563.093 816.639 1461.528 -94.622 -94.622 -24.058 -24.058
Loss due to elastic
shortenings during 1st 7.469 570.562 -31.918 1429.610
stage cables
Loss due to elastic
shortenings during 2nd 0.185 570.748 -6.287 1423.323 0.729 -93.894 0.185 -23.873 1328.080
stage cables
Relaxation loss of 2nd
0.321 571.068 -10.886 1412.437 1.261 -92.633 0.321 -24.194
stage cables
Final Relaxation loss for
0.962 -32.659 3.784 0.962
2nd stage cables
Creep and shrinkage loss
between 49 days & 60 4.340 575.409 -25.092 1387.345 0.867 -91.765 0.221 -23.973 1296.642
days
Self weight of hand rail
176.890 752.298 -192.003 1195.342 71.581 -20.184 55.267 31.293 1145.849
and wearing course

Creep and shrinkage loss

60.709 813.007 -350.970 844.372 12.135 -8.049 3.085 34.379 844.372
from 60 days to infinity

Additional loss due to full

11.303 824.311 -67.334 777.038 2.523 -5.526 0.641 35.020
relaxation
Carriage way live load
209.803 1034.113 -528.073 248.965 271.736 266.210 209.803 244.823
and footpath live load
20 % higher time
23.9491 1058.062 -127.6683 121.297 3.3572 269.567 0.8536 245.676
dependent loss
2
Compressive Stress on 14 days = 1198.677 T/m Hence OK
2
Tensile Stress on 14 days = 0.000 T/m Hence OK
2
Compressive Stress on 21 days = 598.642 T/m Hence OK
2
Tensile Stress on 21 days = 0.000 T/m Hence OK
2
Compressive Stress on 49 days = 1461.528 T/m Hence OK
2
Tensile Stress on 49 days = -94.622 T/m Hence OK
2
Compressive Stress on 60 days = 1034.113 T/m Hence OK
2
Tensile Stress on 60 days = 0.000 T/m Hence OK
2
Compressive Stress on infinity = 1058.062 T/m Hence OK
2
Tensile stress on infinity = 0.000 T/m Hence OK

153
iii). SECTION AT 1/4TH L

Stress at top Of Stress at bottom of Stress at top of Deck Stress at bottom of

2
Girder (T/m )
2
Girder(T/m )
2
Slab (T/m )
2
Deck Slab(T/m ) Stress at
Stress at C.G C.G of all
Description of load and
Due to Due to Due to Due to of 1st stage stage
prestress Cumulati Cumulati Cumulati Cumulati cables (T/m2)
load load load load cables
ve ve ve ve 2
(T/m )
described described described described

1st stage prestress -443.722 -443.722 1905.729 1905.729

Self weight of Precast
529.091 85.370 -574.297 1331.432 1212.439
girder
Loss due to elastic
shortenings during 1st 10.317 95.686 -44.308 1287.124 1173.347
stage cables
Relaxation loss of 1st
5.282 90.404 -22.686 1264.438
stage cables
Final Relaxation loss for
15.847 -68.059
1st stage cables
Creep and shrinkage loss
between 10 days & 21 26.078 116.482 -112.000 1152.438 1053.508
days
Weight of Deck slab, cast-
276.664 393.145 -300.301 852.136 808.305
in-situ diaphragms
Creep & Shrinkage loss
11.410 404.555 -49.004 803.132 765.069
between 21 days & 49
days
2nd stage prestress -24.233 368.912 824.367 1676.503 -95.461 -95.461 -24.233 -24.233
Loss due to elastic
shortenings during 1st 7.419 376.331 -31.863 1644.640
stage cables
Loss due to elastic
shortenings during 2nd 0.185 376.516 -6.286 1638.353 0.728 -94.733 0.185 -24.048 1497.391
stage cables
Relaxation loss of 2nd
0.323 376.839 -10.989 1627.364 1.273 -93.460 0.323 -24.371
stage cables
Final Relaxation loss for
0.969 -32.968 3.818 0.969
2nd stage cables
Creep and shrinkage loss
between 49 days & 60 4.311 381.150 -25.056 1602.308 0.867 -92.593 0.220 -24.151 1465.891
days
Self weight of hand rail
141.394 522.544 -153.475 1448.833 57.217 -35.376 44.177 20.025 1345.356
and wearing course

Creep and shrinkage loss

60.314 582.858 -350.531 1098.302 12.125 -23.250 3.078 23.103 1040.721
from 60 days to infinity

Additional loss due to full

11.210 594.069 -67.351 1030.951 2.545 -20.705 0.646 23.749
relaxation
Carriage way live load
165.113 759.181 -415.588 615.363 213.854 193.148 165.113 188.862
and footpath live load
20 % higher time
23.7858 782.967 -127.5243 487.839 3.3619 196.510 0.8534 189.715
dependent loss
2
Compressive Stress on 14 days = 1331.432 T/m Hence OK
2
Tensile Stress on 14 days = 0.000 T/m Hence OK
2
Compressive Stress on 21 days = 803.132 T/m Hence OK
2
Tensile Stress on 21 days = 0.000 T/m Hence OK
2
Compressive Stress on 49 days = 1676.503 T/m Hence OK
2
Tensile Stress on 49 days = -95.461 T/m Hence OK
2
Compressive Stress on 60 days = 759.181 T/m Hence OK
2
Tensile Stress on 60 days = 0.000 T/m Hence OK
2
Compressive Stress on infinity = 782.967 T/m Hence OK
2
Tensile stress on infinity = 0.000 T/m Hence OK

154
iv). SECTION AT 1/8TH L

Stress at top Of Stress at bottom of Stress at top of Deck Stress at bottom of

2
Girder (T/m )
2
Girder(T/m )
2
Slab (T/m )
2
Deck Slab(T/m ) Stress at
Stress at C.G C.G of all
Description of load and
Due to Due to Due to Due to of 1st stage stage
prestress Cumulati Cumulati Cumulati Cumulati cables (T/m2)
load load load load cables
ve ve ve ve 2
(T/m )
described described described described

1st stage prestress -414.420 -414.420 1828.116 1828.116

Self weight of Precast
305.466 -108.954 -331.565 1496.551 1331.641
girder
Loss due to elastic
shortenings during 1st 9.956 -98.998 -43.916 1452.635 1293.258
stage cables
Relaxation loss of 1st
4.933 -103.932 -21.762 1430.872
stage cables
Final Relaxation loss for
14.800 -65.287
1st stage cables
Creep and shrinkage loss
between 10 days & 28 25.166 -78.766 -111.012 1319.860 1176.200
days
Weight of Deck slab, cast-
159.790 81.023 -173.442 1146.418 1036.986
in-situ diaphragms
Creep & Shrinkage loss
11.014 92.038 -48.586 1097.832 994.521
between 21 days & 49
days
2nd stage prestress -3.027 77.996 734.565 1880.983 -64.937 -64.937 -3.027 -3.027
Loss due to elastic
shortenings during 1st 7.159 85.156 -31.582 1849.402
stage cables
Loss due to elastic
shortenings during 2nd 0.024 85.180 -5.882 1843.520 0.520 -64.417 0.024 -3.003 1609.286
stage cables
Relaxation loss of 2nd
0.040 85.220 -9.792 1833.728 0.866 -63.551 0.040 -3.043
stage cables
Final Relaxation loss for
0.121 -29.376 2.597 0.121
2nd stage cables
Creep and shrinkage loss
between 49 days & 60 3.977 89.198 -24.421 1809.306 0.619 -62.932 0.029 -3.014 1580.165
days
Self weight of hand rail
82.236 171.433 -89.262 1720.045 33.278 -29.654 25.693 22.679 1513.749
and wearing course

Creep and shrinkage loss

55.637 227.070 -341.625 1378.419 8.662 -20.993 0.404 23.083 1225.044
from 60 days to infinity

Additional loss due to full

9.947 237.017 -63.109 1315.310 1.731 -19.261 0.081 23.163
relaxation
Carriage way live load
105.362 342.379 -265.196 1050.114 136.465 117.203 105.362 128.525
and footpath live load
20 % higher time
22.1422 364.521 -124.0585 926.055 2.3755 119.579 0.1107 128.636
dependent loss
2
Compressive Stress on 14 days = 1496.551 T/m Hence OK
2
Tensile Stress on 14 days = -108.954 T/m Hence OK
2
Compressive Stress on 21 days = 1097.832 T/m Hence OK
2
Tensile Stress on 21 days = 0.000 T/m Hence OK
2
Compressive Stress on 49 days = 1880.983 T/m Hence OK
2
Tensile Stress on 49 days = -64.937 T/m Hence OK
2
Compressive Stress on 60 days = 1050.114 T/m Hence OK
2
Tensile Stress on 60 days = 0.000 T/m Hence OK
2
Compressive Stress on infinity = 926.055 T/m Hence OK
2
Tensile stress on infinity = 0.000 T/m Hence OK

155
v). SECTION AT WEB THICKENING

Stress at top Of Stress at bottom of Stress at top of Deck Stress at bottom of

2
Girder (T/m )
2
Girder(T/m )
2
Slab (T/m )
2
Deck Slab(T/m ) Stress at
Stress at C.G C.G of all
Description of load and
Due to Due to Due to Due to of 1st stage stage
prestress Cumulati Cumulati Cumulati Cumulati cables (T/m2)
load load load load cables
ve ve ve ve 2
(T/m )
described described described described

1st stage prestress -276.808 -276.808 1658.661 1658.661

Self weight of Precast
143.257 -133.552 -155.496 1503.164 1250.539
girder
Loss due to elastic
shortenings during 1st 6.748 -126.804 -40.435 1462.729 1217.387
stage cables
Relaxation loss of 1st
3.295 -130.099 -19.745 1442.984
stage cables
Final Relaxation loss for
9.886 -59.235
1st stage cables
Creep and shrinkage loss
between 10 days & 21 17.058 -113.041 -102.211 1340.773 1116.378
days
Weight of Deck slab, cast-
74.646 -38.395 -81.024 1259.749 1059.382
in-situ diaphragms
Creep & Shrinkage loss
between 21 days & 49 7.461 -30.934 -44.708 1215.041 1022.726
days
2nd stage prestress 15.144 -23.251 678.314 1938.063 -40.519 -40.519 15.144 15.144
Loss due to elastic
shortenings during 1st 4.853 -18.398 -29.078 1908.985
stage cables
Loss due to elastic
shortenings during 2nd -0.123 -18.521 -5.511 1903.474 0.329 -40.190 -0.123 15.021 1552.046
stage cables
Relaxation loss of 2nd
-0.202 -18.723 -9.042 1894.432 0.540 -39.650 -0.202 15.223
stage cables
Final Relaxation loss for
-0.606 -27.127 1.620 -0.606
2nd stage cables
Creep and shrinkage loss
between 49 days & 60 2.530 -16.194 -22.599 1871.832 0.392 -39.258 -0.147 15.076 1526.616
days
Self weight of hand rail
38.527 22.334 -41.819 1830.013 15.591 -23.667 12.037 27.114 1499.488
and wearing course

Creep and shrinkage loss

35.388 57.722 -316.135 1513.878 5.484 -18.183 -2.050 25.064 1247.627
from 60 days to infinity

Additional loss due to full

6.187 63.909 -57.575 1456.304 1.080 -17.103 -0.404 24.660
relaxation
Carriage way live load
88.968 152.876 -223.932 1232.372 115.231 98.128 88.968 113.628
and footpath live load
20 % higher time
14.3438 167.220 -114.4055 1117.966 1.4993 99.628 -0.5604 113.068
dependent loss
2
Compressive Stress on 14 days = 1503.164 T/m Hence OK
2
Tensile Stress on 14 days = -133.552 T/m Hence OK
2
Compressive Stress on 21 days = 1215.041 T/m Hence OK
2
Tensile Stress on 21 days = -30.934 T/m Hence OK
2
Compressive Stress on 49 days = 1938.063 T/m Hence OK
2
Tensile Stress on 49 days = -40.519 T/m Hence OK
2
Compressive Stress on 60 days = 1232.372 T/m Hence OK
2
Tensile Stress on 60 days = 0.000 T/m Hence OK
2
Compressive Stress on infinity = 1117.966 T/m Hence OK
2
Tensile stress on infinity = 0.000 T/m Hence OK

156
I. A) STRESS TABLES (Servicibility checking with 1.1 times prestressing force) cl-7.9.5(6), IRC-112:2011
1. END GIRDER:

i). SECTION AT 0.5 L

Stress at top Of Stress at bottom of Stress at top of Deck Stress at bottom of Stress at
2 2 2 2
Girder (T/m ) Girder(T/m ) Slab (T/m ) Deck Slab(T/m ) Stress at C.G C.G of all
Description of load and
Due to Due to Due to Due to of 1st stage stage
prestress Cumulati Cumulati Cumulati Cumulati 2
load load load load cables (T/m ) cables
ve ve ve ve 2
described described described described (T/m )
1st stage prestress -497.108 -497.108 2113.745 2113.745
Self weight of Precast
705.709 208.601 -766.004 1347.740 1238.958
girder
Loss due to elastic
shortenings during 1st 11.502 220.103 -48.905 1298.835 1195.821
stage cables
Relaxation loss of 1st
5.918 214.185 -25.163 1273.672
stage cables
Final Relaxation loss for
17.753 -75.488
1st stage cables
Creep and shrinkage loss
between 10 days & 21 29.073 243.258 -123.621 1150.052 1063.457
days
Weight of Deck slab, cast-
369.248 612.507 -400.797 749.255 736.196
in-situ diaphragms
Creep & Shrinkage loss
12.721 625.227 -54.089 695.166 688.487
between 21 days & 49
2nd stagedays
prestress -26.272 586.235 889.803 1639.058 -103.163 -103.163 -26.272 -26.272
Loss due to elastic
shortenings during 1st 8.271 594.506 -35.169 1603.889
stage cables
Loss due to elastic
shortenings during 2nd 0.204 594.710 -6.917 1596.972 0.802 -102.361 0.204 -26.068 1485.007
stage cables
Relaxation loss of 2nd
0.350 595.060 -11.862 1585.110 1.375 -100.986 0.350 -26.418
stage cables
Final Relaxation loss for
1.051 -35.585 4.126 1.051
2nd stage cables
Creep and shrinkage loss
between 49 days & 60 4.805 599.865 -27.635 1557.475 0.955 -100.031 0.243 -26.175 1450.499
days
Self weight of hand rail
188.722 788.587 -204.846 1352.629 76.369 -23.662 58.963 32.788 1289.619
and wearing course

Creep and shrinkage loss

67.212 855.799 -386.548 966.081 13.359 -10.303 3.402 36.190 953.762
from 60 days to infinity

Additional loss due to full

12.536 868.335 -74.048 892.033 2.750 -7.552 0.700 36.891
relaxation
Carriage way live load
218.116 1086.451 -548.997 343.036 282.503 274.951 218.116 255.007
and footpath live load
20 % higher time
26.5229 1112.974 -140.5929 202.443 3.6879 278.639 0.9392 255.946
dependent loss
2
Compressive Stress on 14 days = 1347.740 T/m Hence OK
2
Tensile Stress on 14 days = 0.000 T/m Hence OK
2
Compressive Stress on 21 days = 695.166 T/m Hence OK
2
Tensile Stress on 21 days = 0.000 T/m Hence OK
2
Compressive Stress on 49 days = 1639.058 T/m Hence OK
2
Tensile Stress on 49 days = -103.163 T/m Hence OK
2
Compressive Stress on 60 days = 1086.451 T/m Hence OK
2
Tensile Stress on 60 days = 0.000 T/m Hence OK
2
Compressive Stress on infinity = 1112.974 T/m Hence OK
2
Tensile stress on infinity = 0.000 T/m Hence OK

157
ii). SECTION AT 3/8TH L

Stress at top Of Stress at bottom of Stress at top of Deck Stress at bottom of

2
Girder (T/m )
2
Girder(T/m )
2
Slab (T/m )
2
Deck Slab(T/m ) Stress at
Stress at C.G C.G of all
Description of load and
Due to Due to Due to Due to of 1st stage stage
prestress Cumulati Cumulati Cumulati Cumulati cables (T/m2)
load load load load cables
ve ve ve ve 2
(T/m )
described described described described

1st stage prestress -492.601 -492.601 2105.023 2105.023

Self weight of Precast
658.702 166.101 -714.981 1390.043 1273.162
girder
Loss due to elastic
shortenings during 1st 11.425 177.526 -48.822 1341.220 1230.093
stage cables
Relaxation loss of 1st
5.864 171.662 -25.059 1316.162
stage cables
Final Relaxation loss for
17.592 -75.176
1st stage cables
Creep and shrinkage loss
between 10 days & 21 28.879 200.541 -123.410 1192.751 1098.000
days
Weight of Deck slab, cast-
344.959 545.501 -374.432 818.319 792.266
in-situ diaphragms
Creep & Shrinkage loss
12.640 558.140 -54.013 764.306 744.618
between 21 days & 49
days
2nd stage prestress -26.464 519.036 898.303 1716.622 -104.085 -104.085 -26.464 -26.464
Loss due to elastic
shortenings during 1st 8.216 527.252 -35.110 1681.513
stage cables
Loss due to elastic
shortenings during 2nd 0.204 527.456 -6.916 1674.596 0.801 -103.283 0.204 -26.261 1546.447
stage cables
Relaxation loss of 2nd
0.353 527.809 -11.975 1662.622 1.388 -101.896 0.353 -26.613
stage cables
Final Relaxation loss for
1.058 -35.925 4.163 1.058
2nd stage cables
Creep and shrinkage loss
between 49 days & 60 4.774 532.583 -27.601 1635.021 0.954 -100.942 0.243 -26.371 1511.866
days
Self weight of hand rail
176.890 709.473 -192.003 1443.018 71.581 -29.360 55.267 28.896 1361.072
and wearing course

Creep and shrinkage loss

66.780 776.253 -386.067 1056.951 13.348 -16.012 3.394 32.290 1056.951
from 60 days to infinity

Additional loss due to full

12.434 788.687 -74.067 982.884 2.775 -13.237 0.706 32.995
relaxation
Carriage way live load
209.803 998.489 -528.073 454.811 271.736 258.499 209.803 242.798
and footpath live load
20 % higher time
26.3440 1024.833 -140.4352 314.375 3.6930 262.192 0.9390 243.737
dependent loss
2
Compressive Stress on 14 days = 1390.043 T/m Hence OK
2
Tensile Stress on 14 days = 0.000 T/m Hence OK
2
Compressive Stress on 21 days = 764.306 T/m Hence OK
2
Tensile Stress on 21 days = 0.000 T/m Hence OK
2
Compressive Stress on 49 days = 1716.622 T/m Hence OK
2
Tensile Stress on 49 days = -104.085 T/m Hence OK
2
Compressive Stress on 60 days = 998.489 T/m Hence OK
2
Tensile Stress on 60 days = 0.000 T/m Hence OK
2
Compressive Stress on infinity = 1024.833 T/m Hence OK
2
Tensile stress on infinity = 0.000 T/m Hence OK

158
iii). SECTION AT 1/4TH L

Stress at top Of Stress at bottom of Stress at top of Deck Stress at bottom of

2
Girder (T/m )
2
Girder(T/m )
2
Slab (T/m )
2
Deck Slab(T/m ) Stress at
Stress at C.G C.G of all
Description of load and
Due to Due to Due to Due to of 1st stage stage
prestress Cumulati Cumulati Cumulati Cumulati cables (T/m2)
load load load load cables
ve ve ve ve 2
(T/m )
described described described described

1st stage prestress -488.094 -488.094 2096.302 2096.302

Self weight of Precast
529.091 40.998 -574.297 1522.005 1380.576
girder
Loss due to elastic
shortenings during 1st 11.348 52.346 -48.739 1473.266 1337.575
stage cables
Relaxation loss of 1st
5.810 46.535 -24.955 1448.311
stage cables
Final Relaxation loss for
17.431 -74.865
1st stage cables
Creep and shrinkage loss
between 10 days & 21 28.685 75.221 -123.200 1325.111 1205.752
days
Weight of Deck slab, cast-
276.664 351.884 -300.301 1024.810 960.548
in-situ diaphragms
Creep & Shrinkage loss
12.551 364.435 -53.905 970.905 912.989
between 21 days & 49
days
2nd stage prestress -26.657 325.228 906.803 1931.613 -105.007 -105.007 -26.657 -26.657
Loss due to elastic
shortenings during 1st 8.161 333.389 -35.050 1896.563
stage cables
Loss due to elastic
shortenings during 2nd 0.203 333.592 -6.915 1889.648 0.801 -104.206 0.203 -26.453 1715.819
stage cables
Relaxation loss of 2nd
0.355 333.947 -12.088 1877.560 1.400 -102.806 0.355 -26.809
stage cables
Final Relaxation loss for
1.066 -36.265 4.199 1.066
2nd stage cables
Creep and shrinkage loss
between 49 days & 60 4.742 338.689 -27.561 1849.999 0.953 -101.853 0.242 -26.567 1681.168
days
Self weight of hand rail
141.394 480.084 -153.475 1696.524 57.217 -44.635 44.177 17.610 1560.633
and wearing course

Creep and shrinkage loss

66.345 546.429 -385.584 1310.940 13.338 -31.297 3.386 20.996 1225.535
from 60 days to infinity

Additional loss due to full

12.331 558.761 -74.086 1236.854 2.800 -28.498 0.711 21.707
relaxation
Carriage way live load
165.113 723.873 -415.588 821.265 213.854 185.356 165.113 186.819
and footpath live load
20 % higher time
26.1644 750.038 -140.2767 680.989 3.6981 189.054 0.9388 187.758
dependent loss
2
Compressive Stress on 14 days = 1522.005 T/m Hence OK
2
Tensile Stress on 14 days = 0.000 T/m Hence OK
2
Compressive Stress on 21 days = 970.905 T/m Hence OK
2
Tensile Stress on 21 days = 0.000 T/m Hence OK
2
Compressive Stress on 49 days = 1931.613 T/m Hence OK
2
Tensile Stress on 49 days = -105.007 T/m Hence OK
2
Compressive Stress on 60 days = 821.265 T/m Hence OK
2
Tensile Stress on 60 days = 0.000 T/m Hence OK
2
Compressive Stress on infinity = 750.038 T/m Hence OK
2
Tensile stress on infinity = 0.000 T/m Hence OK

159
iv). SECTION AT 1/8TH L

Stress at top Of Stress at bottom of Stress at top of Deck Stress at bottom of

2
Girder (T/m )
2
Girder(T/m )
2
Slab (T/m )
2
Deck Slab(T/m ) Stress at
Stress at C.G C.G of all
Description of load and
Due to Due to Due to Due to of 1st stage stage
prestress Cumulati Cumulati Cumulati Cumulati cables (T/m2)
load load load load cables
ve ve ve ve 2
(T/m )
described described described described

1st stage prestress -455.862 -455.862 2010.927 2010.927

Self weight of Precast
305.466 -150.396 -331.565 1679.362 1491.418
girder
Loss due to elastic
shortenings during 1st 10.951 -139.445 -48.308 1631.054 1449.197
stage cables
Relaxation loss of 1st
5.427 -144.872 -23.939 1607.116
stage cables
Final Relaxation loss for
16.280 -71.816
1st stage cables
Creep and shrinkage loss
between 10 days & 28 27.682 -117.189 -122.113 1485.003 1320.433
days
Weight of Deck slab, cast-
159.790 42.600 -173.442 1311.561 1181.219
in-situ diaphragms
Creep & Shrinkage loss
12.116 54.716 -53.445 1258.116 1134.508
between 21 days & 49
days
2nd stage prestress -3.330 39.270 808.022 2119.582 -71.431 -71.431 -3.330 -3.330
Loss due to elastic
shortenings during 1st 7.875 47.146 -34.740 2084.843
stage cables
Loss due to elastic
shortenings during 2nd 0.027 47.172 -6.470 2078.372 0.572 -70.859 0.027 -3.303 1807.790
stage cables
Relaxation loss of 2nd
0.044 47.217 -10.771 2067.601 0.952 -69.906 0.044 -3.348
stage cables
Final Relaxation loss for
0.133 -32.314 2.857 0.133
2nd stage cables
Creep and shrinkage loss
between 49 days & 60 4.375 51.592 -26.863 2040.738 0.681 -69.225 0.032 -3.316 1775.757
days
Self weight of hand rail
82.236 133.827 -89.262 1951.476 33.278 -35.947 25.693 22.378 1709.341
and wearing course

Creep and shrinkage loss

61.200 195.028 -375.788 1575.688 9.528 -26.420 0.444 22.822 1391.766
from 60 days to infinity

Additional loss due to full

10.942 205.970 -69.420 1506.268 1.904 -24.515 0.089 22.910
relaxation
Carriage way live load
105.362 311.332 -265.196 1241.072 136.465 111.949 105.362 128.272
and footpath live load
20 % higher time
24.3564 335.688 -136.4644 1104.607 2.6131 114.563 0.1218 128.394
dependent loss
2
Compressive Stress on 14 days = 1679.362 T/m Hence OK
2
Tensile Stress on 14 days = -150.396 T/m Hence OK
2
Compressive Stress on 21 days = 1258.116 T/m Hence OK
2
Tensile Stress on 21 days = 0.000 T/m Hence OK
2
Compressive Stress on 49 days = 2119.582 T/m Hence OK
2
Tensile Stress on 49 days = -71.431 T/m Hence OK
2
Compressive Stress on 60 days = 1241.072 T/m Hence OK
2
Tensile Stress on 60 days = 0.000 T/m Hence OK
2
Compressive Stress on infinity = 1104.607 T/m Hence OK
2
Tensile stress on infinity = 0.000 T/m Hence OK

160
v). SECTION AT WEB THICKENING

Stress at top Of Stress at bottom of Stress at top of Deck Stress at bottom of

2
Girder (T/m )
2
Girder(T/m )
2
Slab (T/m )
2
Deck Slab(T/m ) Stress at
Stress at C.G C.G of all
Description of load and
Due to Due to Due to Due to of 1st stage stage
prestress Cumulati Cumulati Cumulati Cumulati cables (T/m2)
load load load load cables
ve ve ve ve 2
(T/m )
described described described described

1st stage prestress -304.489 -304.489 1824.527 1824.527

Self weight of Precast
143.257 -161.233 -155.496 1669.030 1386.531
girder
Loss due to elastic
shortenings during 1st 7.423 -153.810 -44.478 1624.552 1350.064
stage cables
Relaxation loss of 1st
3.625 -157.435 -21.720 1602.832
stage cables
Final Relaxation loss for
10.874 -65.159
1st stage cables
Creep and shrinkage loss
between 10 days & 21 18.763 -138.671 -112.432 1490.400 1238.954
days
Weight of Deck slab, cast-
74.646 -64.025 -81.024 1409.376 1181.958
in-situ diaphragms
Creep & Shrinkage loss
between 21 days & 49 8.207 -55.818 -49.179 1360.197 1141.637
days
2nd stage prestress 16.659 -47.367 746.145 2155.521 -44.571 -44.571 16.659 16.659
Loss due to elastic
shortenings during 1st 5.338 -42.029 -31.986 2123.536
stage cables
Loss due to elastic
shortenings during 2nd -0.135 -42.164 -6.063 2117.473 0.362 -44.209 -0.135 16.523 1722.594
stage cables
Relaxation loss of 2nd
-0.222 -42.386 -9.947 2107.527 0.594 -43.615 -0.222 16.745
stage cables
Final Relaxation loss for
-0.666 -29.840 1.782 -0.666
2nd stage cables
Creep and shrinkage loss
between 49 days & 60 2.783 -39.603 -24.859 2082.668 0.431 -43.183 -0.161 16.584 1694.621
days
Self weight of hand rail
38.527 -1.076 -41.819 2040.849 15.591 -27.593 12.037 28.621 1667.493
and wearing course

Creep and shrinkage loss

38.927 37.851 -347.748 1693.100 6.032 -21.560 -2.255 26.367 1390.446
from 60 days to infinity

Additional loss due to full

6.805 44.656 -63.332 1629.768 1.188 -20.372 -0.444 25.923
relaxation
Carriage way live load
88.968 133.624 -223.932 1405.836 115.231 94.859 88.968 114.890
and footpath live load
20 % higher time
15.7781 149.402 -125.8460 1279.990 1.6492 96.508 -0.6164 114.274
dependent loss
2
Compressive Stress on 14 days = 1669.030 T/m Hence OK
2
Tensile Stress on 14 days = -161.233 T/m Hence OK
2
Compressive Stress on 21 days = 1360.197 T/m Hence OK
2
Tensile Stress on 21 days = -55.818 T/m Hence OK
2
Compressive Stress on 49 days = 2155.521 T/m Hence OK
2
Tensile Stress on 49 days = -47.367 T/m Hence OK
2
Compressive Stress on 60 days = 1405.836 T/m Hence OK
2
Tensile Stress on 60 days = 0.000 T/m Hence OK
2
Compressive Stress on infinity = 1279.990 T/m Hence OK
2
Tensile stress on infinity = 0.000 T/m Hence OK

161
I. B) STRESS TABLES (Servicibility checking with 0.9 times prestressing force) cl-7.9.5(6), IRC-112:2011
1. END GIRDER:

i). SECTION AT 0.5 L

Stress at top Of Stress at bottom of Stress at top of Deck Stress at bottom of Stress at
2 2 2 2
Girder (T/m ) Girder(T/m ) Slab (T/m ) Deck Slab(T/m ) Stress at C.G C.G of all
Description of load and
Due to Due to Due to Due to of 1st stage stage
prestress Cumulati Cumulati Cumulati Cumulati 2
load load load load cables (T/m ) cables
ve ve ve ve 2
described described described described (T/m )
1st stage prestress -406.724 -406.724 1729.428 1729.428
Self weight of Precast
705.709 298.985 -766.004 963.423 899.972
girder
Loss due to elastic
shortenings during 1st 9.410 308.395 -40.014 923.410 864.678
stage cables
Relaxation loss of 1st
4.842 303.553 -20.588 902.822
stage cables
Final Relaxation loss for
14.525 -61.763
1st stage cables
Creep and shrinkage loss
between 10 days & 21 23.787 327.340 -101.144 801.678 756.381
days
Weight of Deck slab, cast-
369.248 696.589 -400.797 400.881 429.120
in-situ diaphragms
Creep & Shrinkage loss
10.408 706.996 -44.254 356.627 390.085
between 21 days & 49
2nd stagedays
prestress -21.495 675.093 728.021 1128.902 -84.406 -84.406 -21.495 -21.495
Loss due to elastic
shortenings during 1st 6.767 681.861 -28.775 1100.127
stage cables
Loss due to elastic
shortenings during 2nd 0.167 682.028 -5.660 1094.468 0.656 -83.750 0.167 -21.328 1048.393
stage cables
Relaxation loss of 2nd
0.287 682.314 -9.705 1084.763 1.125 -82.625 0.287 -21.615
stage cables
Final Relaxation loss for
0.860 -29.115 3.376 0.860
2nd stage cables
Creep and shrinkage loss
between 49 days & 60 3.932 686.246 -22.611 1062.152 0.781 -81.843 0.199 -21.416 1020.159
days
Self weight of hand rail
188.722 874.967 -204.846 857.306 76.369 -5.474 58.963 37.548 859.279
and wearing course

Creep and shrinkage loss

54.992 929.959 -316.266 541.040 10.930 5.456 2.783 40.331 584.487
from 60 days to infinity

Additional loss due to full

10.257 940.216 -60.585 480.455 2.250 7.706 0.573 40.904
relaxation
Carriage way live load
218.116 1158.331 -548.997 -68.543 282.503 290.209 218.116 259.020
and footpath live load
20 % higher time
21.7006 1180.032 -115.0305 -183.573 3.0173 293.227 0.7684 259.788
dependent loss
2
Compressive Stress on 14 days = 963.423 T/m Hence OK
2
Tensile Stress on 14 days = 0.000 T/m Hence OK
2
Compressive Stress on 21 days = 706.996 T/m Hence OK
2
Tensile Stress on 21 days = 0.000 T/m Hence OK
2
Compressive Stress on 49 days = 1128.902 T/m Hence OK
2
Tensile Stress on 49 days = -84.406 T/m Hence OK
2
Compressive Stress on 60 days = 1158.331 T/m Hence OK
2
Tensile Stress on 60 days = -68.543 T/m Value is less than 300 T/sqm, OK
2
Compressive Stress on infinity = 1180.032 T/m Hence OK
2
Tensile stress on infinity = -183.573 T/m Value is less than 300 T/sqm, OK

162
ii). SECTION AT 3/8TH L

Stress at top Of Stress at bottom of Stress at top of Deck Stress at bottom of

2
Girder (T/m )
2
Girder(T/m )
2
Slab (T/m )
2
Deck Slab(T/m ) Stress at
Stress at C.G C.G of all
Description of load and
Due to Due to Due to Due to of 1st stage stage
prestress Cumulati Cumulati Cumulati Cumulati cables (T/m2)
load load load load cables
ve ve ve ve 2
(T/m )
described described described described

1st stage prestress -403.037 -403.037 1722.292 1722.292

Self weight of Precast
658.702 255.665 -714.981 1007.311 935.532
girder
Loss due to elastic
shortenings during 1st 9.348 265.012 -39.946 967.366 900.294
stage cables
Relaxation loss of 1st
4.798 260.214 -20.503 946.863
stage cables
Final Relaxation loss for
14.394 -61.508
1st stage cables
Creep and shrinkage loss
between 10 days & 21 23.629 283.843 -100.972 845.891 792.218
days
Weight of Deck slab, cast-
344.959 628.803 -374.432 471.458 486.484
in-situ diaphragms
Creep & Shrinkage loss
10.342 639.144 -44.193 427.266 447.499
between 21 days & 49
days
2nd stage prestress -21.653 607.150 734.976 1206.434 -85.160 -85.160 -21.653 -21.653
Loss due to elastic
shortenings during 1st 6.722 613.872 -28.726 1177.708
stage cables
Loss due to elastic
shortenings during 2nd 0.167 614.039 -5.659 1172.049 0.656 -84.505 0.167 -21.486 1109.713
stage cables
Relaxation loss of 2nd
0.289 614.328 -9.798 1162.252 1.135 -83.369 0.289 -21.775
stage cables
Final Relaxation loss for
0.866 -29.393 3.406 0.866
2nd stage cables
Creep and shrinkage loss
between 49 days & 60 3.906 618.234 -22.582 1139.669 0.781 -82.589 0.199 -21.576 1081.419
days
Self weight of hand rail
176.890 795.124 -192.003 947.666 71.581 -11.007 55.267 33.691 930.625
and wearing course

Creep and shrinkage loss

54.638 849.762 -315.873 631.793 10.921 -0.086 2.777 36.467 631.793
from 60 days to infinity

Additional loss due to full

10.173 859.935 -60.600 571.193 2.270 2.184 0.577 37.045
relaxation
Carriage way live load
209.803 1069.737 -528.073 43.120 271.736 273.920 209.803 246.847
and footpath live load
20 % higher time
21.5542 1091.291 -114.9015 -71.782 3.0215 276.942 0.7682 247.615
dependent loss
2
Compressive Stress on 14 days = 1007.311 T/m Hence OK
2
Tensile Stress on 14 days = 0.000 T/m Hence OK
2
Compressive Stress on 21 days = 639.144 T/m Hence OK
2
Tensile Stress on 21 days = 0.000 T/m Hence OK
2
Compressive Stress on 49 days = 1206.434 T/m Hence OK
2
Tensile Stress on 49 days = -85.160 T/m Hence OK
2
Compressive Stress on 60 days = 1069.737 T/m Hence OK
2
Tensile Stress on 60 days = 0.000 T/m Hence OK
2
Compressive Stress on infinity = 1091.291 T/m Hence OK
2
Tensile stress on infinity = -71.782 T/m Value is less than 300 T/sqm, OK

163
iii). SECTION AT 1/4TH L

Stress at top Of Stress at bottom of Stress at top of Deck Stress at bottom of

2
Girder (T/m )
2
Girder(T/m )
2
Slab (T/m )
2
Deck Slab(T/m ) Stress at
Stress at C.G C.G of all
Description of load and
Due to Due to Due to Due to of 1st stage stage
prestress Cumulati Cumulati Cumulati Cumulati cables (T/m2)
load load load load cables
ve ve ve ve 2
(T/m )
described described described described

1st stage prestress -399.350 -399.350 1715.156 1715.156

Self weight of Precast
529.091 129.742 -574.297 1140.860 1044.302
girder
Loss due to elastic
shortenings during 1st 9.285 139.027 -39.877 1100.982 1009.120
stage cables
Relaxation loss of 1st
4.754 134.273 -20.418 1080.564
stage cables
Final Relaxation loss for
14.262 -61.253
1st stage cables
Creep and shrinkage loss
between 10 days & 21 23.470 157.743 -100.800 979.764 901.265
days
Weight of Deck slab, cast-
276.664 434.406 -300.301 679.463 656.061
in-situ diaphragms
Creep & Shrinkage loss
10.269 444.675 -44.104 635.359 617.149
between 21 days & 49
days
2nd stage prestress -21.810 412.596 741.930 1421.393 -85.914 -85.914 -21.810 -21.810
Loss due to elastic
shortenings during 1st 6.677 419.273 -28.677 1392.716
stage cables
Loss due to elastic
shortenings during 2nd 0.166 419.440 -5.658 1387.058 0.655 -85.259 0.166 -21.644 1278.964
stage cables
Relaxation loss of 2nd
0.291 419.730 -9.890 1377.168 1.145 -84.114 0.291 -21.934
stage cables
Final Relaxation loss for
0.872 -29.671 3.436 0.872
2nd stage cables
Creep and shrinkage loss
between 49 days & 60 3.880 423.610 -22.550 1354.618 0.780 -83.334 0.198 -21.736 1250.613
days
Self weight of hand rail
141.394 565.005 -153.475 1201.143 57.217 -26.116 44.177 22.440 1130.079
and wearing course

Creep and shrinkage loss

54.283 619.287 -315.478 885.665 10.913 -15.204 2.770 25.211 855.907
from 60 days to infinity

Additional loss due to full

10.089 629.377 -60.616 825.049 2.291 -12.913 0.581 25.792
relaxation
Carriage way live load
165.113 794.489 -415.588 409.460 213.854 200.941 165.113 190.905
and footpath live load
20 % higher time
21.4072 815.897 -114.7719 294.689 3.0257 203.966 0.7681 191.673
dependent loss
2
Compressive Stress on 14 days = 1140.860 T/m Hence OK
2
Tensile Stress on 14 days = 0.000 T/m Hence OK
2
Compressive Stress on 21 days = 635.359 T/m Hence OK
2
Tensile Stress on 21 days = 0.000 T/m Hence OK
2
Compressive Stress on 49 days = 1421.393 T/m Hence OK
2
Tensile Stress on 49 days = -85.914 T/m Hence OK
2
Compressive Stress on 60 days = 794.489 T/m Hence OK
2
Tensile Stress on 60 days = 0.000 T/m Hence OK
2
Compressive Stress on infinity = 815.897 T/m Hence OK
2
Tensile stress on infinity = 0.000 T/m Hence OK

164
iv). SECTION AT 1/8TH L

Stress at top Of Stress at bottom of Stress at top of Deck Stress at bottom of

2
Girder (T/m )
2
Girder(T/m )
2
Slab (T/m )
2
Deck Slab(T/m ) Stress at
Stress at C.G C.G of all
Description of load and
Due to Due to Due to Due to of 1st stage stage
prestress Cumulati Cumulati Cumulati Cumulati cables (T/m2)
load load load load cables
ve ve ve ve 2
(T/m )
described described described described

1st stage prestress -372.978 -372.978 1645.304 1645.304

Self weight of Precast
305.466 -67.512 -331.565 1313.739 1171.863
girder
Loss due to elastic
shortenings during 1st 8.960 -58.552 -39.525 1274.215 1137.319
stage cables
Relaxation loss of 1st
4.440 -62.992 -19.586 1254.628
stage cables
Final Relaxation loss for
13.320 -58.758
1st stage cables
Creep and shrinkage loss
between 10 days & 28 22.649 -40.343 -99.911 1154.718 1031.966
days
Weight of Deck slab, cast-
159.790 119.447 -173.442 981.276 892.753
in-situ diaphragms
Creep & Shrinkage loss
9.913 129.359 -43.728 937.548 854.535
between 21 days & 49
days
2nd stage prestress -2.724 116.722 661.109 1642.384 -58.443 -58.443 -2.724 -2.724
Loss due to elastic
shortenings during 1st 6.443 123.166 -28.423 1613.961
stage cables
Loss due to elastic
shortenings during 2nd 0.022 123.188 -5.294 1608.667 0.468 -57.975 0.022 -2.703 1410.782
stage cables
Relaxation loss of 2nd
0.036 123.224 -8.813 1599.854 0.779 -57.196 0.036 -2.739
stage cables
Final Relaxation loss for
0.109 -26.439 2.337 0.109
2nd stage cables
Creep and shrinkage loss
between 49 days & 60 3.579 126.803 -21.979 1577.875 0.557 -56.639 0.026 -2.713 1384.573
days
Self weight of hand rail
82.236 209.039 -89.262 1488.613 33.278 -23.361 25.693 22.980 1318.157
and wearing course

Creep and shrinkage loss

50.073 259.112 -307.463 1181.150 7.795 -15.566 0.363 23.344 1058.323
from 60 days to infinity

Additional loss due to full

8.953 268.065 -56.798 1124.352 1.558 -14.007 0.073 23.416
relaxation
Carriage way live load
105.362 373.427 -265.196 859.156 136.465 122.457 105.362 128.778
and footpath live load
20 % higher time
19.9280 393.355 -111.6527 747.503 2.1380 124.595 0.0997 128.878
dependent loss
2
Compressive Stress on 14 days = 1313.739 T/m Hence OK
2
Tensile Stress on 14 days = -67.512 T/m Hence OK
2
Compressive Stress on 21 days = 937.548 T/m Hence OK
2
Tensile Stress on 21 days = 0.000 T/m Hence OK
2
Compressive Stress on 49 days = 1642.384 T/m Hence OK
2
Tensile Stress on 49 days = -58.443 T/m Hence OK
2
Compressive Stress on 60 days = 859.156 T/m Hence OK
2
Tensile Stress on 60 days = 0.000 T/m Hence OK
2
Compressive Stress on infinity = 747.503 T/m Hence OK
2
Tensile stress on infinity = 0.000 T/m Hence OK

165
v). SECTION AT WEB THICKENING

Stress at top Of Stress at bottom of Stress at top of Deck Stress at bottom of

2
Girder (T/m )
2
Girder(T/m )
2
Slab (T/m )
2
Deck Slab(T/m ) Stress at
Stress at C.G C.G of all
Description of load and
Due to Due to Due to Due to of 1st stage stage
prestress Cumulati Cumulati Cumulati Cumulati cables (T/m2)
load load load load cables
ve ve ve ve 2
(T/m )
described described described described

1st stage prestress -249.128 -249.128 1492.795 1492.795

Self weight of Precast
143.257 -105.871 -155.496 1337.298 1114.547
girder
Loss due to elastic
shortenings during 1st 6.073 -99.798 -36.391 1300.907 1084.710
stage cables
Relaxation loss of 1st
2.966 -102.763 -17.771 1283.136
stage cables
Final Relaxation loss for
8.897 -53.312
1st stage cables
Creep and shrinkage loss
between 10 days & 21 15.352 -87.411 -91.990 1191.146 993.802
days
Weight of Deck slab, cast-
74.646 -12.766 -81.024 1110.122 936.806
in-situ diaphragms
Creep & Shrinkage loss
between 21 days & 49 6.715 -6.050 -40.237 1069.885 903.816
days
2nd stage prestress 13.630 0.864 610.482 1720.605 -36.467 -36.467 13.630 13.630
Loss due to elastic
shortenings during 1st 4.367 5.232 -26.170 1694.435
stage cables
Loss due to elastic
shortenings during 2nd -0.111 5.121 -4.960 1689.474 0.296 -36.171 -0.111 13.519 1381.498
stage cables
Relaxation loss of 2nd
-0.182 4.939 -8.138 1681.336 0.486 -35.685 -0.182 13.701
stage cables
Final Relaxation loss for
-0.545 -24.414 1.458 -0.545
2nd stage cables
Creep and shrinkage loss
between 49 days & 60 2.277 7.216 -20.339 1660.997 0.353 -35.332 -0.132 13.569 1358.611
days
Self weight of hand rail
38.527 45.743 -41.819 1619.178 15.591 -19.741 12.037 25.606 1331.483
and wearing course

Creep and shrinkage loss

31.849 77.593 -284.521 1334.657 4.935 -14.806 -1.845 23.761 1104.809
from 60 days to infinity

Additional loss due to full

5.568 83.161 -51.817 1282.839 0.972 -13.833 -0.363 23.398
relaxation
Carriage way live load
88.968 172.128 -223.932 1058.907 115.231 101.398 88.968 112.366
and footpath live load
20 % higher time
12.9094 185.038 -102.9649 955.942 1.3493 102.747 -0.5043 111.862
dependent loss
2
Compressive Stress on 14 days = 1337.298 T/m Hence OK
2
Tensile Stress on 14 days = -105.871 T/m Hence OK
2
Compressive Stress on 21 days = 1069.885 T/m Hence OK
2
Tensile Stress on 21 days = -6.050 T/m Hence OK
2
Compressive Stress on 49 days = 1720.605 T/m Hence OK
2
Tensile Stress on 49 days = -36.467 T/m Hence OK
2
Compressive Stress on 60 days = 1058.907 T/m Hence OK
2
Tensile Stress on 60 days = 0.000 T/m Hence OK
2
Compressive Stress on infinity = 955.942 T/m Hence OK
2
Tensile stress on infinity = 0.000 T/m Hence OK

166
 J. CHECK FOR ULTIMATE STRENGTH:

Minimum Area of longitudinal reinforcement 0.18%

2
Area at mid section= 1.267 m
Required area of steel 2280.6 sqmm
Provide 12 mm dia 35 no. bar. OK
2
Area at end section= 2.443 m
Required area of steel 4397.4 sqmm
Provide 12 mm dia 59 no. bar. OK

Checking as Non-Prestressed high tensile reinforcement

Mu=M1+M2 1.35DL+1.75 SIDL+1.5LL+1.15FPLL

Mu=Design Moment= 2551.42 T-m
M1=.9*fp*Asp*db1 5632.86 T-m
2
fp= Ultimate tensile strength of steel= 185915 t/m
No. of cables at mid section = 6
2 2
Total area of cable=Asp= 112.632 cm = 1.13E-02 m
db = the depth of beam from the maximum compression edge to the centre of gravity of tendons
= 2.69 m for composite section

No extra reinforcement is required.

Checking as Crushing of Concrete

2
Mult= .176*b*d *fck+(2/3)*.8*(Bf-b)*(db-t/2)*t*fck
= 3808.6 T-m
b=Width of web= 300 mm
d= Total depth= 3000 mm
fck= 45 Mpa
Bf= 1500 mm
t= 225 mm
No extra reinforcement is required.

N. DESIGN OF SHEAR :

Concrete strength = 45 Mpa

Strength of HYSD bar = 500 Mpa
i) At Support Section
Design shear force, VED= = 1.35DL+1.75 SIDL+1.5LL+1.15FPLL
= 3283.78 KN
VRds=VNs = 3283.78 KN
fcp= Stress at composite centroid due to prestress
= 0.6889X[651.279-(928.087X0.542/1.331)]+0.0807X203.705
2
= 204.75 t/m
= 2.048 Mpa 0.10 fcd
fcd= .67*fck/1.5= = 20.1 Mpa PN-87,IRC-112:2011
Maximum allowable shear force, taking,θ=45° Eq-10.8,IRC-112:2011
VRdmax= αcw*bw*z*v1*(fcd/(cotθ+tanθ)) = 10166 The section is safe in shear
αcw= = 1.10
bw= = 850 mm
z=lever arm = 0.6 d
= 1800 mm
v1= strength reduction factor for concrete cracked in shear 0.6
θ= 45 °

167
Allowable shear force without shear reinforcement Cl-10.3.2(2),IRC-112:2011
VRdc= [0.12*K*(80*ρ1*fck)0.33+ 0.15*σcp]*bw*d = 1724 Shear Reinforcement is required.
Vrd.c min = (Vmin+0.15σcp )bw*d = 1513 KN
3/2 1/2
Vmin = 0.031*K fck = 0.293
K= = 1.26
ρ1 = = 0.0044
σcp = = 2.000 Mpa

Calculation of Reinforcement Eq-10.7,IRC-112:2011

VRds=Asw/s*z*fywd*cotθ
Provide 4 L 16 mm dia stp@ 150 mm c/c.

Asw= = 804 sqmm

fywd=.8*fyk/γm= = 347.83 Mpa
θ= = 21.8 °
S= = 383.17885 mm Hence OK
Reinforcement Ratio= = 0.0021015 Hence OK
Minimum shear reinforcement ratio = 0.000966 Eq-10.20,IRC-112:2011

168
N. DESIGN OF INTERFACE SHEAR : (Cl-10.3.4, IRC-112:2011)

Web-
Section Formula Support L/8 L/4 3L/8 Mid-Section
Thickening
VEDi=Interface Shear
stress, Mpa β*VED/z*bi 1.82 1.36 1.21 1.00 0.59 0.41
β= Conservatively 1 1 1 1 1 1
VED=in KN 3284 2456 2184 1795 1059 736
z=in mm =.6d for PSC 1800 1800 1800 1800 1800 1800
bi= 1000 1000 1000 1000 1000 1000
Resistance capacity 3.48 2.98 2.32 2.08 1.64 1.45
μ*σn+ρ*fyd*[μ*sin
VRdi=in KN
α+cosα]= 3.477 2.981 2.315 2.082 1.640 1.447
0.5*v*fcd 6.03 6.03 6.03 6.03 6.03 6.03
μ= 0.6 0.6 0.6 0.6 0.6 0.6
σn= <.6*fcd 3.28 2.46 2.18 1.79 1.06 0.74
fyd=in Mpa .8*fyd 400 400 400 400 400 400
α 90 90 90 90 90 90
No. of leg 2 2 2 2 2 2
Dia 16 16 16 16 16 16
Spacing 100 100 150 150 150 150
Area of steel 4019 4019 2679 2679 2679 2679
No. of leg 2 2 2 2 2 2
Dia 12 12 12 12 12 12
Spacing 100 100 150 150 150 150
Area of steel 2261 2261 1507 1507 1507 1507
As= 6280 6280 4187 4187 4187 4187
Asmin= =.15% of Aj= 1500 1500 1500 1500 1500 1500
Check for minimum OK OK OK OK OK OK
reinforcement
ρ= As/Aj 0.0063 0.0063 0.0042 0.0042 0.0042 0.0042
v 0.6 0.6 0.6 0.6 0.6 0.6
Check for shear
OK OK OK OK OK OK
capacity

O. DESIGN OF END BLOCK FOR BURSTING TENSILE FORCE: (Cl-13.5.1, IRC-112:2011)

Prestressing force applied at cable-1=Pk= 317.59 T

Load Factor= 1.3 1025
Side of equivalent square of bearing plate,2Yp0= 177 mm
Side of loaded area,2Y0= 350 mm 350
Yp0/Y0= 0.5
Fbst/Pk= 0.16
Bursting tensile force=Fbst= 508.14 KN 350

Tensile strength for mild steel, Fe250= 217.5 Mpa 350

2
Reinforcement required= 2336 mm 2775

Provide 1 no 20 dia spiral @ 40 mm pitch. 350

2
Steel provided= 2747.5 mm

Hence Ok 350
245 245
360

169
K. DEFLECTION CHECK:
Deflection Calculation: Long term

Properties of composite girder(Edge) CGG

2
Area = 2.024 m Δ CGS
Ybg = 1.986 m e
3
Ztg = 2.887 m
3
Zbg = 1.147 m a a
3
Zts = 2.229 m
Ig = 2.278 m4 L= 38.80 m

2 2 2
Deflection due to prestress=δps=P.L /8EI [e+Δ-4Δa /3L ]
E= 3481769.63 T/m2

Prestressi
ng force Effective Upward
% loss at
Location after prestressin a (m) Δ (in m) e (m) Deflection
service
anchorage g force (T) (in m)
slip(T)
Cable-1 219.25 29.71 154.1 4.525 0.220 1.636 6.77
Cable-2 219.25 29.71 154.1 4.525 0.220 1.636 6.77
Cable-3 216.4 29.71 152.1 7.325 0.570 1.286 6.60
Cable-4 216.4 29.71 152.1 8.22 0.740 0.936 5.89
Cable-5 214.5 18.65 174.5 9.22 0.910 0.586 5.91
Cable-6 214.5 18.65 174.5 9.72 1.080 0.236 5.07
Total upward deflection= 37.02 mm

Downward deflection:

Dead load deflection 2.53 mm From SAP

SIDL 5.97 mm 2000
Live load deflection 15.5 mm output
Total 24 mm

Net deflection= -13.02 mm Upward

Allowable deflection=L/600 64.67 mm

(Cl-12.4.1, IRC-112:2011) Hence OK

170
SUBSTRUCTURE DESIGN OF
IRANG BRIDGE
CH._95.500 KM

171
 ABUTMENT DESIGN
CHAINAGE -95.500 KM
3X41.0M PSC T-GIRDER
IRANG RIVER

172
 ANALYSIS OF ABUTMENT
Basic design data:-

a) Superstructure:-
Formation level = 240.000 m
R.L. of carriageway at end long girder = 239.762 m
Overall length of Bridge= 123.840 m
Span ( c/c of expansion joint) = 41.000 m
Distance between C/L of bearing to C/L of exp. joint = 1.100 m
Effective span (C/C of bearing) = 38.800 m
Clear carraige way width = 9.500 m
Depth of girder+deck slab at CL of carraigeway = 3.000 m
Thickness of Bituminus concrete Wearing Coat = 0.065 m
Thickness of cement concrete Wearing Coat = 0.075 m
b) Hydraulic and survey data :-
Lowest Bed Level, LBL 217.847 m
Max. scour level = 0.000 m ( Non seismic case)
b) Sub-structure :-
Bearing and pedestal :
Level of bearings (near to median)= 236.894 m.
Thickness of bearing = 0.300 m
Thickness of pedestal = 0.440 m
Maximum ht of bearing + pedestal = 0.740 m
c) Abutment cap :
Top of abutment Cap = 236.154 m
Bottom of Abutment cap = 235.154 m
Length of abutment Cap = 12.750 m
Thickness of abutment cap= 1 m
Width of abutment cap at top (including dirt wall part) = 2.070 m
Width of abutment cap at bottom = 2.070 m
abutment shaft :
Total length of abutment shaft = 12.50 m
Thickness of abutment wall = 1.200 m
Height of abutment wall = 1.700 m
Height of frame at abutment location = 3.440 m
Dirt wall :
Thikcness of Dirt wall = 0.400 m
Height of Dirt wall = 3.780 m
Length of dirt wall = 12.750 m
Return wall :
Width of return wall = (avg.) 0.500 m
Length of return wall = 4.500 m
Height of return wall = 4.000 m
Foundation and foundation Slab :
Thickness of foundation slab at abutment face= 1.500 m
Thickness of foundation slab at edge= 1.000 m
Length of foundation slab = 12.8 m
Width of foundation slab = 7.4 m
Bottom of foundation slab = 231.954 m
Top of foundation slab = 233.454 m

Approach Slab :
Length of approach slab = 3.500 m
Thickness of approach slab = 0.300 m (At mid-section)
Thickness of approach slab = 0.300 m (At edge)
d) Material Properties :
Grade of steel = Fe 500
Grade of Concrete = M 30
3
Unit Weight of concrete = 25 KN/m
3
Unit Weight of Cement concrete Wearing Coat = 25 KN/m
3
Unit Weight of Bituminus concrete Wearing Coat = 22 KN/m

173
e) Soil property:-
3
Density of soil = 18.00 KN/m
o
Angle of Shearing resistance of backfill soil = 30
Property of Backfill material behind Abutment and Return wall
o
= 30.00
o
= 20.00
o
= 0.00
o
= 0.00
3
= 18.00 KN/m

4.50

FRL = 240 m
1
3.780 0.55

4.00
1.0
2.07

1.2

1.700
CL of bearing

3.40 1.2 2.8 Top of foundation =233.454 m

1.5
1
Bottom of foundation =231.954 m

7.40

Details of abutment
LOAD CALCULATIONS

Permanent Load :
Self Weight/Dead Load

Dead Load from super-structure = 10850 KN

So, dead load in one abutment = 5425 KN
Line of action of load from center of abutment = -0.05 m
Line of action of load from CG of foundation slab = 0.325 m
Self weight of dirt wall = (12.75 m x 3.78 m x 0.4 m x 25)= 481.95 KN
Line of action of load from center of Abutment = -1.27 m
Line of action of load from center of foundation slab = -0.995 m
Self weight of Abutment Cap = (12.75 m x 2.07 m x 1 m x 25)= 659.813 KN
Line of action of load from center of abutment = -0.435 m
Line of action of load from center of foundation slab = -0.16 m
Self weight of abutment shaft = { 12.5 m x 1.7 m x 0.5 x ( 1.2 + 1.2 ) m x 25 }= 637.500 KN
Line of action of load from center of foundation slab = 0.375 m
Self weight of foundation slab = 12.8 m x [ { 0.5 x ( 7.4 + 1.2 ) m x ( 1.5 - 1 ) m } + ( 7.4 m x 1 m ) ] x 25

174
 = 3056 KN
Self weight of Fin wall = { 2 x 4.5m x 0.5m x 0.5 x (4 + )m x 25}= 450 KN
Line of action of load from center of abutment = -2.200 m
Line of action of load from center of foundation slab = -2.595 m
Backfill Weight

Height of backfill= 6.468 m

Weight of backfill above the hill side of the abutment foundation slab=
( 12.8 m x 3.4 m x 3.55 m x 18)-(0.87 m x 4.78 m x 12.8 m x 18)= 4304.471 KN
Distance of center of load from abutment center = 2.3 m
Line of action of load from center of foundation slab = -1.70 m
Earth Pressure
Calculation of Active Earth Pressure Coefficient (Static)
2
cos ( - ) = 0.75
2
cos = 1.00
cos( + ) = 0.94
cos( - ) = 1.00
sin( + ) = 0.77
sin( - ) = 0.50
Ka = 0.279
Considering dirt wall
Height of Dirt wall = H = 3.780 m
Length of dirt wall = 12.750 m

3.780

1.588

2
18.98 KN/m
2
Earth pressure at base due to backfill soil =0.279x18x3.78 = 18.98 KN/m
Total load on dirt wall = 457.37 KN
This load is located 0.42 of the height of wall above base,
Lever arm = 1.588 m…..(Clause 214.1,IRC:6-2014,page-41)
Moment at dirt wall base = 726.121 KN-m

Considering abutment wall :

Height of the abutment=Height of abutment wall+Dirt wall= 6.480 m
Length of abutment wall = 12.50 m
Height from foundation slab bottom to deck level = 7.980 m

6.48

2.722

2
32.543 KN/m

175
 Calculation of moment due to earth pressure :-
2
Earth pressure at base due to backfill soil =0.279x18x6.48 = 32.543 KN/m
Horizontal force due to backfill earth = 1317.97 KN (Considering abutment bottom)
This load is located 0.42 of the height of wall above base,
Lever arm = 2.722 m…..(Clause 214.1,IRC:6-2014,page-41)
Acting at a ht of = 2.722 m ( from base of abutment )
2
Earth pressure at base due to backfill soil =0.279x18x7.98 = 40.076 KN/m
Horizontal force due to backfill earth = 1998.77 KN (Considering foundation slab bottom)
Acting at a ht of = 0.42 m of total height = 3.35 m ( from bottom of foundation slab level )
Total moment at the base of abutment due to earth pressure = 3587.00 KN-m
Total moment at the base of foundation slab due to earth pressure = 6699.0727 KN-m

Variable gravity loads treated as permanent loads

Super Imposed Dead Load (SIDL) (except surfacing)

Super Imposed Dead Load acting on abutment = 703 KN

Surfacing and Wearing Coat

Surfacing or loading on abutment due to cement concrete wearing coat = ( 2 x 40.96m x 1.5m x 0.075m x 25KN/cum)KN /2
(For footpath) = 115.20 KN
Surfacing or loading on abutment due to cement concrete wearing coat = (40.96m x 9.5m x 0.065m x 22KN/cum)KN /2
(For carriageway) = 278.22 KN

So,on one abutment total surfacing load or load due to wearing coat = 393.42 KN
Vehicular Live Load

Carriageway Live load

(I) 2 lanes of Class-A
(II) 1 lane of 70R
(III) 1 lane of 70R Wheele
(IV) 1 lane of Special Vehicle( 385 T)
1 Type of Loading = Class A train of vehicle.
A) One Span Loaded
Span, Le = 38.80 m Case - 1: One Lane / one span loaded.
Lc = 1.08 m Minimum Clearence = 150 mm
Expansion gap = 0.04 m Width of ground contact (In transverse direction) = 500 mm
Impact Factor = 1.101 Width of Footpath with crush barrier & kerb = 2500 mm
Width of carriageway = 9.50 m
Width of Crash Barrier (only) = 500 mm

114 114 68 68 68 68 27 27 114

1.2 4.3 3 3 3 20 1.1 1.08
3.20

1.08 38.8 1.08

Rb Ra

0.9 1.8

7.25 eT 5.25 m

Maximum Reaction = Rb = 495.653 kN

And transverse eccentricity, wrt deck, eT = 3.45 m
And longitudinal eccentricity, wrt abutment, eL = -0.05 m

176
 Case - 2: Two Lane / One span loaded.
Minimum clearence = 1200 mm between two outer edges of vehicle.
CG of Load
1.85
0.5 0.4 1.7 2.85
1.8 -1.05

7.25 5.25
456
Maximum Reaction = 991.3 kN
And transverse eccentricity, wrt deck, eT = 1.85 m
And longitudinal eccentricity, wrt abutment, eL = -0.05 m

2 Type of Loading = IRC class 70R Tracked

A) One Span Loaded
Case - 1: 70R Tracked + Class A
Span, Le = 38.8 m Minimum Clearence = 1200 mm
Lc = 1.08 m Width of ground contact = 840 mm
Expansion gap = 0.04 m Width of footpath with kerb & crash barrier = 2500 mm
Impact factor = 1.100 Width of carriageway = 9.50 m

700/4.57 = 153.17 kN/m

4.57

1.08 38.8 1.08

Rb Ra
70R Tracked Loading 4.10 Class A Loading
350 350

0.5 1.2 1.22

0.84 0.84

7.25 5.25
700
Maximum Reaction for 70R Tracked = Rb = 725.8 kN
Hence,Total Reaction Rb = 725.8 kN

And transverse eccentricity, wrt deck, eT = 4.10 m

And longitudinal eccentricity, wrt abutment, eL = -0.05 m

177
 3 Type of Loading = IRC 70 R Wheel + single lane Class A
A) One Span Loaded
Case - 1: 70 R Wheel + Class A
Span, Le = 38.8 m Minimum Clearence = 1200 mm
Lc = 1.08 m Width of ground contact = 860 mm
Expansion gap = 0.04 m Width of footpath with kerb & crash barrier = 2500 mm
Impact factor = 1.101 Width of carriageway = 9.5 m

170 170 170 170 120 120 80

1.37 3.05 1.37 2.13 1.52 3.96 26.48

1.08 38.8 1.08

Rb Ra
Maximum reaction = Rb = 986.25 kN
Hence,Total Reaction Rb = 986.25 kN
max longitudinal eccentricity = eL = -0.050 m

70R Wheeled Loading Class A Loading

4.16
170 170
0.5 1.2 0.86 0.86
1.07

7.25 5.25
340
max transverse eccentricity = eT = 4.16 m

4 Type of Loading = IRC Class SV Loading : Special Multi Axel Hydraulic Trailer Vehicle
(AMENDMENT TO IRC:6-2014, AMENDMENT NO.1_CLAUSE 204.5)

A) One Span Loaded

Case - 1: IRC Class SV Loading
Span, Le = 38.8 m Minimum Clearence = -
Lc = 1.08 m Width of ground contact = 860 mm
Expansion gap = 0.04 m Width of crash barrier = 2500 mm
Impact factor = 1 Width of carriageway = 9.5 m

18t 18t 18t 18t 18t 18t 18t 18t 18t 18t 18t 18t 18t 18t 18t 18t 18t 18t 18t 18t 9.5t 9.5t 6t
5.389 1.37 3.541 ####

1.08 38.80 1.08

Rb Ra

Loading= 20 nos. of wheels each 180 KN @ c/c 1.5 m for 28.5 M Span.
so,(28.5/1.5+1)= 20
hence for, 39.88 m Sapn = 20
Left side of Ra 39.88 m Sapn = 20

178
 Maximum reaction = Rb = 2299.06 kN
Hence,Total Reaction Rb = 2299.06 kN
max longitudinal eccentricity = eL = -0.050 m

0.30

0.403 0.244 0.506 0.244

7.25 5.25

max transverse eccentricity = eT = 0.30 m (AMENDMENT TO IRC:6-2014, AMENDMENT NO.1_CLAUSE 204.5.3)

Vehicular live load

Detail analysis of vehicular live loads are done in previous pier analysis sheets

Load cases considered for abutment are tabulated bellow :

Load due to
Load due to RA eL eT ML MT
CASE additional
main wheel (kN) (m) (m) (kN-m) (kN-m)
wheel
CLASS A
TWO LANE SINGLE SPAN
668 668 991.31 -0.050 1.850 -50 1833.915

70R TRACKED ONE LANE 700 0 725.817 -0.050 4.100 -36 2975.848
70R WHEELED ONE LANE &
CLASS A ONE LANE SINGLE 1000 0 986.252 -0.050 4.155 -49 4097.877
SPAN
IRC CLASS SV LOADING :
SPECIAL MULTI AXEL 3850 0 2299.057 -0.050 0.300 -115 689.717
HYDRAULIC TRAILER VEHICLE

Longitudinal Forces
Calculation of Braking Forces ……. (Ref. cl. 211 of IRC 6-2014, page-37)

Case - I Case - II Case - III Case - IV

IRC CLASS
Braking force line of action SV
Class A - LOADING :
1.2m Two lane / 70R Wh. SPECIAL
MULTI
one span 70R Tr. , one Load , one AXEL
loaded span loaded span loaded HYDRAULI

a Total Load kN = 1336 700 1000 3850

b Braking force Fh kN = 267.20 140 200 0
c Braking force at Abutment side Fh kN = 267.20 140.00 200.00 0.00
d Friction forces at bearing level μ(Rg + Rq) = kN = 192.49 184.52 192.34 231.72
e ThickNess of wearing coat m = 0.065 0.065 0.065 0.065
f Ht. of Braking force act above bearing m = 4.275 4.275 4.275 4.275
g Moment at bearing level kN-m = 1142.28 598.50 855.00 0.00
h Reaction as push/pull (+/-) kN = 29.44 15.43 22.04 0.00
i For moment at Abt. base, lever arm m = 3.440 3.440 3.440 3.440
j Longitudinal moment at Abt. base due to friction force kN-m = 662.16 634.76 661.64 797.12

Type of bearing at support = Rocker-Roller

At abutment side = one side is fixed(Rocker Bearing).
As per IRC 6-2014 Clause-211.5.1 μ= 0.03
Longitudinal forces at Bearing level = Case-I Fh - μ(Rg + Rq) = 74.71 -44.52 7.66 -231.72
Case-II Fh /2 + μ(Rg + Rq) = 326.09 254.52 292.34 231.72

179
Live load surcharge pressure is to be considered
2
Equivalent to 1.2 m height of soil = 6.03 KN/m …..(Clause 214.1,IRC:6-2010,page-37)

Considering dirt wall :

Height of Dirt wall = H = 3.780 m
Length of dirt wall = 12.750 m
Total horizontal force in longitudinal direction = 290.442 KN

Moment at base of dirt wall due to live

load surcharge = 548.936 KN-m

3.780
1.890

2
6.03 KN/m

Considering Abutment Shaft

Height of the abutment=Height of abutment wall+Dirt wall= 6.481 m
Length of abutment wall = 12.50 m
Height from foundation slab bottom to deck level = 7.521 m
Total horizontal force in longitudinal direction = 488.214 KN (For abutment)
Total horizontal force in longitudinal direction = 566.557 KN (For foundation slab base)

Moment at base of abutment wall due to live

load surcharge = 1582.06 KN-m
Moment at base of foundation slab due to live
6.481 load surcharge = 2181.670 KN-m

3.241

6.03 KN/m2

Wind load calculation:

(As per IRC:6-2014, clause 209, page-27)
pz = 463.7 N/m2 (From IRC:6-2014, table 5, for 33m/s basic wind speed)
Basic wind speed at bridge location = 50 m/s
Actual hourly mean wind pressure = 1.06 KN/m2
Wind force = Area x pz x G x ( CD or CL )
= Area x pz'
2
= Area x 4.152 KN/m for super-structure
Where G = 2.00
CD = 1.95 for super-structure (from table 5, IRC:6-2014, page-33)
1.3 for abutment shaft
CL = 0.75 (Lift co-efficient)
Wind load as per clause 209, IRC:6-2014
a Wind Force on superstructure:
i. Transverse wind force (FT) :
Solid area (A1) = Exposed area in Transverse direction = 159.900 m2
FT for abutment = 332 kN
ii. Longitudinal wind force (FL) :
FL = 25% of transverse wind force = 82.98 kN
iii. Vertical wind load (FV) :
Plan area (A3) for abutment = 261.4 m2
Lift Coefficient (CL) = 0.75
FV = 417 kN

180
 b Wind force on live load:
as per clause 209.3.7 of IRC: 6, 2014, bridge shall not be
considered to carry any live load if the basic wind velocity exceeds 36m/sec.
c Wind force on Substructure:
Pier Cap Velocity Of Wind
i. Transverse wind force: Position Direction vert. comp. Hortz. Comp.
Exposed area = 2.07 m2 kN kN
Super
Transverse wind force = 5.7 kN structure Transverse 417.35 331.92
ii. Longitudinal Wind Force: Longitudinal 82.98
Exposed area = 12.8 m2

ACCIDENTAL ACTIONS

Seismic Hazards

Seismic Zone of bridge location = V

Zone factor, Z = 0.36 (Table 7, IRC:6-2014, page-51)
Seismic importance factor of the structure( I )= 1.2 (Table 8, IRC:6-2014, page-55)
Average response acceleration co-efficient (Sa/g) 2.5 (Clause 219.5.1, IRC:6-2014, page-54)
Horizontal seismic co-efficient Ah
= (Z/2)X (I)X(Sa/g)/R = 0.540 /R
Where R is response reduction factor to be considered
Is ductile detailing to be done ? yes
Value of R for sub-structure = 3
Hence horizontal seismic co-efficient (Ah) for sub-structure = 0.180
Horizontal seismic force, Feq = Ah.(Dead Load+Appropriate Live Load)

Seismic force due to dead load

(Inertia loads due to self-mass generated in bridge structure by ground acceleration)
A. Seismic on Superstructure:
Seismic forces in super-structure and SIDL without surfacing is done in previous pier calculation sheets
Dead Load from super-structure and SIDL without surfacing = = 12255 KN
C.G. of Deck from girder bottom = 1.688 m
Design Horizontal Seismic coefficient Ah = 0.180
Seismic force in longitudinal direction Fh Ah x (Total Dead Load)= 2205.98 KN
Seismic force in longitudinal direction taken by one support Fh = 2205.98 KN ………r1
Acting at RL = 238.375 m
Lever arm for moment at bearing level = 1.688 m
Longitudinal moment at bearing level = 3723.69 KN-m
Vertical pull-push effect due to Horizontal seismic force = 95.971 KN
Lever arm for moment at abutment base = 3.440 m
Longitudinal moment at abutment base = 7588.568 KN-m ……..Mz
Horizontal seismic force in transeverse direction = Fh/2 = 1102.99 KN ………..r2
Acting at RL = 238.375 m
Lever arm for moment at abutment base = 3.440 m
Transeverse moment at abutment base = 3794.28 KN-m ……Mx
Vertical component of seismic force = 735.326 KN …r3 (Clause 219.3, IRC:6-2014, page-51)

Combination of force components …….(Clause 219.4, IRC:6-2014, page-51)

Design force in longitudinal direction = ±r1±0.3r2±0.3r3 = 2757.474 KN
Design force in transeverse direction = ±0.3r1±r2±0.3r3 = 1985.381 KN
Design force in vertical direction = ±0.3r1±0.3r2±r3 = 1728.017 KN
Design longitudinal moment at Abutment base= Mz + 0.3Mx = 8726.852 KN-m
Design transeverse moment at Abutment base = 0.3Mz+ Mx = 6070.85 KN-m
Design longitudinal moment at bottom of foundation slab= Mz + 0.3Mx = 12532.17 KN-m
Design transverse moment at bottom of foundation slab=0.3 Mz + Mx = 8718.03 KN-m

181
B. Seismic on Sufacing:
Surfacing or load due to wearing coat taken by one abutment = 393.421 KN
C.G. of wearing coat from girder bottom = 3.038 m
Design Horizontal Seismic coefficient Ah = 0.18 kN
Seismic force in longitudinal direction Fh Ah x (Total Dead Load) = 70.816 KN
Seismic force in longitudinal direction taken by one support Fh = 70.816 KN ………r1
Acting at RL = 239.96 m
Lever arm for moment at bearing level = 3.038 m
Longitudinal moment at bearing level = 215.10 KN-m
Vertical pull-push effect due to Horizontal seismic force = 5.54 KN
Lever arm for moment at abutment base = 3.440 m
Longitudinal moment at abutment base = 243.61 KN-m ……..Mz
Horizontal seismic force in transeverse direction = Fh/2 = 35.408 KN ………..r2
Acting at RL = 239.96 m
Lever arm for moment at abutment base = 3.440 m
Transeverse moment at abutment base = 121.80 KN-m ……Mx
Vertical component of seismic force = 23.605 KN ……r3 (Clause 219.3, IRC:6-2014, page-47)
Combination of force components …….(Clause 219.4, IRC:6-2010, page-47)
Design force in longitudinal direction = ±r1±0.3r2±0.3r3 = 88.52 KN
Design force in transeverse direction = ±0.3r1±r2±0.3r3 = 63.73 KN
Design force in vertical direction = ±0.3r1±0.3r2±r3 = 55.47 KN
Design longitudinal moment = Mz+ 0.3Mx = 280.15 KN-m
Design transeverse moment = 0.3Mz+ Mx = 194.88 KN-m
Design longitudinal moment at bottom of foundation slab= Mz + 0.3Mx = 402.30 KN-m
Design transverse moment at bottom of foundation slab= 0.3Mz + Mx = 279.86 KN-m

C. Seismic on Dirt wall :

CG of the dirt wall from top of foundation slab = 3.590 m
Longitudinal seismic force = A_h x W_dirt wall = 86.75 KN ……….r1
Acting at RL = 237.044 m RL
Longitudinal moment at Abutment base = 311.432 KN-m ……..Mz
Transverse seismic = A_h x W_dirt wall = 86.75 KN ……….r2
Acting at RL = 237.044 m RL
Transeverse moment at Abutment base = 311.432 KN-m ……..Mx
Vertical component of seismic force =(2/3)x Horizontal Force Component (Clause 219.3, IRC:6-2014, page-51)
= 57.833 KN ………r3

Combination of force components …….(Clause 219.4, IRC:6-2014, page-52)

Design force in longitudinal direction = ±r1±0.3r2±0.3r3 = 130.125 KN
Design force in transeverse direction = ±0.3r1±r2±0.3r3 = 130.125 KN
Design force in vertical direction = ±0.3r1±0.3r2±r3 = 109.883 KN
Design longitudinal moment = Mz+ 0.3Mx = 404.862 KN-m
Design transeverse moment = 0.3Mz+ Mx = 404.862 KN-m
Design longitudinal moment at bottom of foundation slab= Mz + 0.3Mx = 574.025 KN-m
Design transverse moment at bottom of foundation slab= 0.3Mz + Mx = 574.025 KN-m

D. Seismic on Abutment Cap:

CG of the abutment cap from top of foundation slab = 2.200 m
Longitudinal seismic force = A_h x W_cap = 118.77 KN ……….r1
Acting at RL = 235.654 m RL
Longitudinal moment = = 261.294 KN-m ……..Mz
Transverse seismic = A_h x A_cap = 118.77 KN ……….r2
Acting at RL = 235.654 m RL
Transeverse moment = 261.294 KN-m ……..Mx
Vertical component of seismic force =(2/3)x Horizontal Force Component
(Clause 219.3, IRC:6-2014, page-51)
= 79.180 KN ………r3

182
Combination of force components …….(Clause 219.4, IRC:6-2014, page-52)
Design force in longitudinal direction = ±r1±0.3r2±0.3r3 = 178.155 KN
Design force in transeverse direction = ±0.3r1±r2±0.3r3 = 178.155 KN
Design force in vertical direction = ±0.3r1±0.3r2±r3 = 150.442 KN
Design longitudinal moment = Mz+ 0.3Mx = 339.682 KN-m
Design transeverse moment = 0.3Mz+ Mx = 339.682 KN-m
Design longitudinal moment at bottom of foundation slab= Mz + 0.3Mx = 571.284 KN-m
Design transverse moment at bottom of foundation slab= 0.3Mz + Mx = 571.284 KN-m

E. Seismic on Abutment Shaft:

CG of the abutment shaft from top of foundation slab = 0.850 m
Longitudinal seismic force = A_h x A_shaft = 114.75 KN ……….r1
Acting at RL = 234.304 m RL
Longitudinal moment at Abutment base = 97.54 KN-m ……..Mz
Transverse seismic = A_h x A_cap = 114.75 KN ……….r2
Acting at RL = 234.304 m RL
Transeverse moment at Abutment base = 97.54 KN-m ……..Mx
Vertical component of seismic force =(2/3)x Horizontal Force Component (Clause 219.3, IRC:6-2014, page-51)
= 76.500 KN ………r3

Combination of force components …….(Clause 219.4, IRC:6-2014, page-52)

Design force in longitudinal direction = ±r1±0.3r2±0.3r3 = 172.125 KN
Design force in transeverse direction = ±0.3r1±r2±0.3r3 = 172.125 KN
Design force in vertical direction = ±0.3r1±0.3r2±r3 = 145.350 KN
Design longitudinal moment = Mz+ 0.3Mx = 126.799 KN-m
Design transeverse moment = 0.3Mz+ Mx = 126.799 KN-m
Design longitudinal moment at bottom of foundation slab= Mz + 0.3Mx = 350.561 KN-m
Design transverse moment at bottom of foundation slab= 0.3Mz + Mx = 350.561 KN-m

F. Seismic on Return Walls:

CG of the return walls from top of foundation slab 5.147 m
Longitudinal seismic force = A_h x R_walls 81.00 KN ……….r1
Acting at RL 238.626 m RL
Longitudinal moment at Abutment base 418.905 KN-m ……..Mz
Transverse seismic = A_h x R_walls 81.00 KN ……….r2
Acting at RL 238.626 m RL
Transeverse moment at Abutment base 418.905 KN-m ……..Mx
Vertical component of seismic force =(2/3)x Horizontal Force Component (Clause 219.3, IRC:6-2014, page-51)
= 54.000 KN ………r3

Combination of force components …….(Clause 219.4, IRC:6-2014, page-52)

Design force in longitudinal direction = ±r1±0.3r2±0.3r3 = 121.500 KN
Design force in transeverse direction = ±0.3r1±r2±0.3r3 = 121.500 KN
Design force in vertical direction = ±0.3r1±0.3r2±r3 = 102.600 KN
Design longitudinal moment = Mz+ 0.3Mx = 544.576 KN-m
Design transeverse moment = 0.3Mz+ Mx = 544.576 KN-m
Design longitudinal moment at bottom of foundation slab= Mz + 0.3Mx = 702.53 KN-m
Design transverse moment at bottom of foundation slab= 0.3Mz + Mx = 702.53 KN-m

183
 G. Seismic on carriageway live load …….(Clause 219.5.2, IRC:6-2014, page-55)
(Inertia loads due to mass of vehicular live load)

vertical
sl. No.

force
20% Reaction Ah Transverse Acting RL at Lever arm Transverse
moment at
(KN) seismic (+1.20) at Abutment Abutment
Live Load Case force base base

For Class-A Class A 70R

2 Three lane class A/ one span loaded 180.07 0.180 32.41 241.20 7.75 251.07 21.61
For IRC class 70R Tracked
5 One lane 70R TR & one lane class A / one span loaded 131.97 0.180 23.75 241.20 7.75 184.00 15.84
For IRC class 70R Wheeled
7 One lane 70R Wh. & one lane class A/ one span loaded 179.16 0.180 32.25 241.20 7.75 249.79 21.50

I. Increased Earth Pressure due to Seismic

Calculation of Dynamic Earth Pressure Coefficient …..(Clause 8, IS:1893-1984, page-46)

Horizontal seismic force co-efficient = Ah = 0.18
Horizontal seismic force co-efficient = Av = 0.12
Calculation of Active Earth Pressure Coefficient (Dynamic)

For +Av : For -Av :

1+Av = 1.120 1-Av = 0.880

-1 o -1 o
= tan {Ah/(1+Av)}= 9.1302 = tan {Ah/(1-Av)} = 11.5601
2 2
cos ( - - ) = 0.8731 cos ( - - ) = 0.8999
cos( + + ) = 0.8735 cos( + + ) = 0.8521
cos( - ) = 1.0000 cos( - ) = 1.0000
cos = 0.9873 cos = 0.9797
2 2
cos = 1.0000 cos = 1.0000
sin( + ) = 0.7660 sin( + ) = 0.7660
sin( - - ) = 0.3562 sin( - - ) = 0.3163
Ca = 0.467 Ca = 0.404
Maximum of these two = 0.467 to be considered

Considering dirt wall portion

Height of Dirt wall = H = 3.780 m
Length of dirt wall = 12.750 m

3.780

1.588

12.76 KN/m2
Dynamic increment :
2
Earth pressure at base due to backfill = 12.76 KN/m
Horizontal force due to backfill soil = 307.48 KN
Acting at =3.78 x 0.42= 1.588 m
(Clause-8.1.1.2,IS:1893-1984,Page-47)
Bending moment increment for dynamic condition= 488.16 KNm

184
Considering Abutment Shaft
Height of the abutment=Height of abutment wall+Dirt wall= 6.471 m
Length of abutment wall = 12.50 m
Height from foundation slab bottom to deck level = 7.971 m

6.471

2.72

21.840 KN/m2
Dynamic increment
2
Earth pressure at abutment base due to backfill = 21.840 KN/m
Horizontal force increment due to backfill soil = 883.29 KN (For abutment shaft)
Acting at a ht. of = 2.72 m ( from base of abutment )
Horizontal force increment due to backfill soil = 1340.47 KN (from bottom of foundation slab)
Acting at a ht. of = 3.35 m ( from bottom of foundation slab level )
Total moment increment at the base of abutment due to Earth pressure = 2400.63 KN-m
Total moment increment at the base of foundation slab due to Earth pressure = 4487.67 KN-m

Earthpressure surcharge effect due to live load :

Live load surcharge pressure is to be considered

2
Equivalent to 1.2 m height of soil = 4.05 KN/m …..(Clause 214.1,IRC:6-2014,page-41)

Considering dirt wall :

Height of Dirt wall = H = 3.780 m
Length of dirt wall = 12.750 m
Total horizontal force in longitudinal direction = 195.190 KN

Moment at base of dirt wall due to live

load surcharge = 368.909 KN-m

3.780

1.890

2
4.05 KN/m
Considering Abutment Shaft
Height of the abutment=Height of abutment wall+Dirt wall= 6.471 m
Length of abutment wall = 12.75 m
Height from foundation slab bottom to deck level = 7.971 m
Total horizontal force in longitudinal direction = 334.146 KN (For abutment)
Total horizontal force in longitudinal direction = 411.603 KN (For foundation slab bnase)

Moment at base of abutment wall due to live

load surcharge = 1081.130 KN-m
Moment at base of foundation slab due to live
load surcharge = 1640.442 KN-m

6.471

3.236

4.05 KN/m2

185
 Load combination at abutment base:-

SL
NO LOAD DESCRIPTION V HL HT LA ML MT
A Permanent Action
i Dead load from super-structure 5425 -271.25
ii Self weight of dirt wall 481.95 -612.077
iii Self weight of abutment cap 659.81 -287.02
iv Self weight of abutment wall 637.50
v Self weight of return wall 450.0 -990.00
vi Earth Pressure due to back-Fill 1317.97 2.72 3587.00
B Variable gravity treated as Permanent
i Super Imposed Dead Load 703 -35.14
ii Surfacing 393.421 -19.67
D Variable Actions
Vehicular Live Load
i CLASS A-3 LANE 1SPAN 991.3 -49.57 1833.91
ii 70R TRACKED -1LANE+ CL-A 1L 1 SPAN 725.8 -36.29 2975.85
iii 70R WHEELED-1 LANE + CL-A 1L 1 SPAN 986.3 -49.31 4097.88
IRC Class SV Loading : Special Multi Axel Hydraulic
iv Trailer Vehicle-1 LANE 1 SPAN 2299.1 -114.95 689.72
i Longitudinal Forces (Braking)
i CLASS A-3 LANE 1SPAN 29.4 326.09 3.440 1121.75
iii 70R TRACKED -1LANE+ CL-A 1L 1 SPAN 15.4 254.52 3.440 875.56
v 70R WHEELED-1 LANE + CL-A 1L 1 SPAN 22.0 292.34 3.440 1005.64
IRC Class SV Loading : Special Multi Axel Hydraulic
iv Trailer Vehicle-1 LANE 1 SPAN 0.0 231.72 3.440 797.12
Earth Surcharge due to Live Load 488.21 3.24 1582.06
E Seismic Forces
Seismic forces for dead load
a) on superstructure 1728.02 2757.47 1985.38 8726.85 6070.85
b) Surfacing 55.47 88.52 63.73 280.15 194.88
c) on dirt wall 109.88 130.13 130.13 404.86 404.86
d) on abutment cap 150.44 178.16 178.16 339.68 339.68
e) on abutment wall 145.35 172.12 172.12 126.80 126.80
f) on return wall 102.60 121.50 121.50 544.58 544.58
vertical push-pull due to seismic at sup. 101.52
Seismic forces for Live Load
i CLASS A-3 LANE 1SPAN 21.6 32.41 7.75 251.07
iii 70R TRACKED -1LANE+ CL-A 1L 1 SPAN 15.8 23.75 7.75 184.00
v 70R WHEELED-1 LANE + CL-A 1L 1 SPAN 21.5 32.25 7.75 249.79
Wind Load
Wind Load on super-structure 417.35 82.98 331.92 3.27 271.59 1086.371
Increased Earth Pressure due to seismic 883.29 2.72 2400.63
Increased surcharge earth pressure due to
seismic 334.146 3.236 1081.13

186
 Load combination at Bottom of foundation level (For open foundation) :-

SL
NO LOAD DESCRIPTION V HL HT LA ML MT
A Permanent Action
i Dead load from super-structure 5425.00 1763.125
ii Self weight of dirt wall 481.95 -479.540
iii Self weight of abutment cap 659.81 -105.57
iv Self weight of abutment wall 637.50 239.06
v Self weight of return wall 450.0 -1167.75
vi Self weight of foundation slab 3056.0
vii Back Fill weight on foundation slab 4304.5 -7317.60
viii Earth Pressure due to back-Fill 1998.77 3.35 6699.07
B Variable gravity treated as Permanent
i Super Imposed Dead Load 702.720 228.38
ii Surfacing 393.421 127.86
D Variable Actions
Vehicular Live Load
i CLASS A-3 LANE 1SPAN 900.37 292.62 1665.68
ii 70R TRACKED -1LANE+ CL-A 1L 1 SPAN 659.83 214.45 2705.32
iii 70R WHEELED-1 LANE + CL-A 1L 1 SPAN 895.78 291.13 3721.96
IRC Class SV Loading : Special Multi Axel Hydraulic
iv Trailer Vehicle-1 LANE 1 SPAN 2299.06 747.19 689.72
Longitudinal Forces (Braking)
i CLASS A-3 LANE 1SPAN 29.44 326.09 4.94 1610.88
ii 70R TRACKED -1LANE+ CL-A 1L 1 SPAN 15.43 254.52 4.94 1257.35
iii 70R WHEELED-1 LANE + CL-A 1L 1 SPAN 22.04 292.34 4.94 1444.15
IRC Class SV Loading : Special Multi Axel Hydraulic
iv Trailer Vehicle-1 LANE 1 SPAN 0.00 231.72 4.94 1144.71
Earth Surcharge due to Live Load 566.56 3.76 2130.54
E Seismic Forces
Seismic forces for dead load
a) on superstructure 2160.02 3446.84 2481.73 1.50 15665.21 10897.54
b) Surfacing 69.34 110.65 79.67 1.50 502.88 349.83
c) on dirt wall 137.35 162.66 162.66 1.50 717.53 717.53
d) on abutment cap 188.05 222.69 222.69 1.50 714.10 714.10
e) on abutment wall 181.69 215.16 215.16 1.50 438.20 438.20
f) on return wall 128.25 151.88 151.88 1.50 878.16 878.16
vertical push-pull due to seismic at sup. 126.89
Seismic forces for Live Load
i CLASS A-3 LANE 1SPAN 27.01 40.52 9.25 374.62
iii 70R TRACKED -1LANE+ CL-A 1L 1 SPAN 19.80 29.69 9.25 274.54
v 70R WHEELED-1 LANE + CL-A 1L 1 SPAN 26.87 40.31 9.25 372.71
Wind Load
Wind Load on super-structure 417.35 82.98 331.92 4.77 396.06 1584.25
Increased Earth Pressure due to seismic 1675.592 3.35 5609.58
Increased surcharge earth pressure seismic 514.503 3.99 2050.55

187
 LOAD COMBINATION FOR PIER SHAFT BASE (For Ultimate Limit State)

Loads V ML MT HL HT
Dead Load 7654.26 -2160.34 0.00 0.00 0.00
SIDL 702.72 -35.14 0.00 0.00 0.00
Surfacing 393.42 -19.67 0.00 0.00 0.00
Class A(3L/1S) LL1 991.31 -49.57 1833.91 0.00 0.00
70R Tr.1L+CL-A 1L(1S) LL2 725.82 -36.29 2975.85 0.00 0.00
70R Wh.1L+CL-A 1L(1S) LL3 986.25 -49.31 4097.88 0.00 0.00
Class SV LL4 2299.06 -114.95 689.72 0.00 0.00
BrakingClass A(3L/1S) LL1 29.44 1121.75 0.00 326.09 0.00
Braking70R Tr.1L+CL-A
0.00 0.00
1L(1S) LL2 15.43 875.56 254.52
Braking70R Wh.1L+CL-A
1L(1S) LL3 22.04 1005.64 0.00 292.34 0.00

Friction Class SV LL4 0.00 797.12 0.00 231.72 0.00

Earth Pressure 0.00 3587.00 0.00 1317.97 0.00
LL surcharge on Earth Pr. 0.00 1582.06 0.00 488.21 0.00
Dead Load Seismic 2393.28 10422.92 7681.66 3447.90 2651.02
Seismic Class A(3L/1S) LL1 21.61 0.00 251.07 0.00 32.41
Seismic 70R Tr.1L+CL-A
15.84 0.00 184.00 0.00 23.75
1L(1S) LL2
Seismic 70R Wh.1L+CL-A
21.50 0.00 249.79 0.00 32.25
1L(1S) LL3
Wind load 417.35 271.59 1086.37 82.98 331.92
Increased Earth Pr. due to Sis. 0.00 2400.63 0.00 883.29 0.00
Increased EP surch. due to Sis. 0.00 1081.13 0.00 334.15 0.00

NON-SEISMIC CASE

B WIND
A DL+SIDL+Surfacing+LL+Br. LL+EP+EP LL DL+SIDL+Surfacing+LL+Br. LL+EP+EP DL+/-WL
Loads FOS Loads FOS
Dead Load 1.00 Dead Load 1.00
SIDL 1.00 SIDL 1.00
Surfacing 1.00 Surfacing 1.00
LL 1.50 LL 1.50
Braking LL 1.15 Braking LL 1.15
EP 1.50 EP 1.50
EP LL surcharge 1.20 EP LL surcharge 1.20
WL 1.50

SEISMIC CASE
A C
DL+SIDL+Surfacing+LL+Br. LL+EP+EP LL+DL S+LL S+EP S+EP LL S DL+SIDL+Surfacing+EP+DL seis+EP seis
Loads FOS Loads FOS
Dead Load 1 Dead Load 1.00
SIDL 1 SIDL 1.00
Surfacing 1 Surfacing 1.00
LL 0.2 EP 1.00
Braking LL 0.2 DL sis 1.50
EP 1 EP seis 1.50
EP LL surcharge 0.2
DL sis 1.5
LL sis 1.5
EP LL sis 1.5
EP sis 1.5

188
 Vu MLu MTu HLu Htu
1 DL+SIDL+Surfacing+LL1+Br. LL1+EP+EP LL Surcharge 10271.22 6279.47 2750.87 2937.82 0.00
2 DL+SIDL+Surfacing+LL2+Br. LL2+EP+EP LL Surcharge 9856.87 6016.27 4463.77 2855.52 0.00
3 DL+SIDL+Surfacing+LL3+Br. LL3+EP+EP LL Surcharge 10255.12 6146.33 6146.82 2899.01 0.00
NON SEISMIC
4 DL+SIDL+Surfacing+LL4+Br. LL4+EP+EP LL Surcharge 12198.99 5808.07 1034.58 2829.30 0.00
5 DL+SIDL+Surfacing+LL4+EP+EP LL Surcharge 12198.99 4891.38 1034.58 2562.82 0.00
6 DL+SIDL+Surfacing+LL1+Br. LL1+EP+EP LL Surcharge+WL 10897.25 6686.86 4380.43 3062.29 497.88
7 DL+SIDL+Surfacing+LL2+Br. LL2+EP+EP LL Surcharge+WL 10482.90 6423.66 6093.33 2979.99 497.88
8 DL+SIDL+Surfacing+LL3+Br. LL3+EP+EP LL Surcharge+WL 10881.15 6553.72 7776.37 3023.47 497.88
9 DL+SIDL+Surfacing+LL1+Br. LL1+EP+EP LL Surcharge-WL 9645.19 5872.08 1121.31 2813.35 -497.88
10 DL+SIDL+Surfacing+LL2+Br. LL2+EP+EP LL Surcharge-WL 9230.84 5608.89 2834.22 2731.05 -497.88
11 DL+SIDL+Surfacing+LL3+Br. LL3+EP+EP LL Surcharge-WL 9629.09 5738.94 4517.26 2774.54 -497.88
DL+SIDL+Surfacing+LL1+Br. LL1+EP+EP LL Surcharge+DL S+LL1 S+EP
12 S+EP LL Surcharge 12544.47 22759.71 366.78 8478.84 0.00
SEISMIC

DL+SIDL+Surfacing+LL2+Br. LL2+EP+EP LL Surcharge+DL S+LL2 S+EP

13 S+EP LL Surcharge 12488.57 22713.13 595.17 8464.53 0.00
DL+SIDL+Surfacing+LL3+Br. LL3+EP+EP LL Surcharge+DL S+LL3 S+EP
14 S+EP LL Surcharge 12541.98 22736.54 819.58 8472.09 0.00
15 DL+SIDL+Surfacing+EP+DL seis+EP seis 12340.32 20607.16 0.00 7814.76 0.00

189
 LOAD COMBINATION FOR ABUTMENT SHAFT BASE (For Servicibility Limit State)

Loads V ML MT HL HT
Dead Load 7654.26 -2160.34 0.00 0.00 0.00
SIDL 702.72 -35.14 0.00 0.00 0.00
Surfacing 393.42 -19.67 0.00 0.00 0.00
Class A(3L/1S) LL1 991.31 -49.57 1833.91 0.00 0.00
725.82 -36.29 2975.85 0.00 0.00
70R Tr.1L+CL-A 1L(1S) LL2
70R Wh.1L+CL-A 1L(1S) 986.25 -49.31 4097.88 0.00 0.00
LL3
Class SV LL4 2299.06 -114.95 689.72 0.00 0.00
BrakingClass A(3L/1S) LL1 29.44 1121.75 0.00 326.09 0.00
Braking70R Tr.1L+CL-A
15.43 875.56 0.00 254.52 0.00
1L(1S) LL2
Braking70R Wh.1L+CL-A
22.04 1005.64 0.00 292.34 0.00
1L(1S) LL3
0.00 797.12 0.00 231.72 0.00
Friction Class SV LL4
Earth Pressure 0.00 3587.00 0.00 1317.97 0.00
LL surcharge on Earth Pr. 0.00 1582.06 0.00 488.21 0.00
Dead Load Seismic 2393.28 10422.92 7681.66 3447.90 2651.02
Seismic Class A(3L/1S) LL1 21.61 0.00 251.07 0.00 32.41

Seismic 70R Tr.1L+CL-A 15.84 0.00 184.00 0.00 23.75

1L(1S) LL2
Seismic 70R Wh.1L+CL-A
1L(1S) LL3 21.50 0.00 249.79 0.00 32.25
Wind load 417.35 271.59 1086.37 82.98 331.92
Increased Earth Pr. due to Sis. 0.00 2400.63 0.00 883.29 0.00
Increased EP surch. due to 0.00 1081.13 0.00 334.15 0.00

NON-SEISMIC CASE

B WIND
A DL+SIDL+Surfacing+LL+Br. LL+EP+EP LL DL+SIDL+Surfacing+LL+Br. LL+EP+EP DL+/-WL
Loads FOS Loads FOS
Dead Load 1.00 Dead Load 1.00
SIDL 1.00 SIDL 1.00
Surfacing 1.00 Surfacing 1.00
LL 1.00 LL 1.00
Braking LL 1.00 Braking LL 1.00
EP 1.00 EP 1.00
EP LL surcharge 0.80 EP LL surcharge 0.80
WL 1.00

Vu MLu MTu HLu Htu

1 DL+SIDL+Surfacing+LL1+Br. LL1+EP+EP LL 9771.15 3709.67 1833.91 2034.63 0.00
2 DL+SIDL+Surfacing+LL2+Br. LL2+EP+EP LL 9491.65 3476.76 2975.85 1963.07 0.00
3 DL+SIDL+Surfacing+LL3+Br. LL3+EP+EP LL 9758.69 3593.82 4097.88 2000.88 0.00
NON SEISMIC

4 DL+SIDL+Surfacing+LL4+Br. LL4+EP+EP LL 11049.46 3319.66 689.72 1940.27 0.00

5 DL+SIDL+Surfacing+LL4+EP+EP LL 11049.46 2522.54 689.72 1708.54 0.00
6 DL+SIDL+Surfacing+LL1+Br. LL1+EP+EP LL+WL 10188.50 3981.26 2920.29 2117.61 331.92
7 DL+SIDL+Surfacing+LL2+Br. LL2+EP+EP LL+WL 9909.00 3748.36 4062.22 2046.05 331.92
8 DL+SIDL+Surfacing+LL3+Br. LL3+EP+EP LL+WL 10176.05 3865.41 5184.25 2083.86 331.92
9 DL+SIDL+Surfacing+LL1+Br. LL1+EP+EP LL-WL 9353.79 3438.08 747.54 1951.65 -331.92
10 DL+SIDL+Surfacing+LL2+Br. LL2+EP+EP LL-WL 9074.29 3205.17 1889.48 1880.09 -331.92
11 DL+SIDL+Surfacing+LL3+Br. LL3+EP+EP LL-WL 9341.34 3322.23 3011.51 1917.90 -331.92

190
 ABUTMENT SHAFT DESIGN

Total Ultimate Loads (Loads in KN, moments in KN-m)

Load Case Vu MLu MTu
12 Maximum longitudinal Moment case 12544.47 22759.7 366.78
12 Maximum vertical load case 12544.47 22759.7 366.78
10 Minimum vertical load case 9230.84 5608.9 2834.22
15 Unloaded case 12340.32 20607.2 0.00
Section is checked at abutment base

Length of abutment = 12.50 m

Abutment stem thickness at bottom = 1.2 m
2
Area of section = 15.00 m

Grade of concrete : M 30
Grade of steel = Fe 500
Ecm of concrete = 31000 N/mm2 (From table 6.5, IRC:112-2011, page no. 38)
Es of steel = 200000 N/mm2 (From clause6.3.5, IRC:112-2011, page no. 32)

Design compressive strength of concrete = σc = fcd = αfck/γm = 13.400 N/mm2

(From clause6.3.5, IRC:112-2011, page no. 49)
Design peak strength of steel = fy/γs = 434.783 N/mm2

Checking as wall:
Ref. Cl-7.6.4.1, IRC-112:2011
0.1.fcd.Ac= 20100 kN
Maximum Design verical Load= 12544.47 kN
The section is to be designed for pure bending element also.
Checking for pure Bending:
Design moment = 22759.71 KN-m
Width of section = 12.50 m
Depth of section = 1.2 m
Concrete failure strain = εcu1 = 0.0035 (Table 6.5, IRC:112-2011, page-38)
Concrete limiting strain = εc2 = 0.002 (Table 6.5, IRC:112-2011, page-38)
Yield strain of steel = 0.87fy/Es = 0.00218
Limiting strain of steel = (0.87fy/Es+0.002) = 0.00418

Total reinforcement provided = 82425 mm2

Clear cover = 50 mm
Effective depth "d" = 1137.5 mm
Actual Neutral Axis depth xu = (0.87fyAst )/(0.36fckb )= 265.59 mm
Actual strain in steel = 0.015 mm
Stress in steel = =0.87*fy= 434.783 Mpa
Balanced Neutral Axis depth xu,max = 518.7 mm
So, Section is under reinforced, ok, proceed
CG of compressive force = 110.486 mm from most compressed surface
Moment of resistance, Mu =0.87*fy*Ast*(d-0.416*xu) =
36805.05 kN-m OK

191
 Slenderness criteria check:
Clear height of Abutment shaft = 1.700 m (upto abutment cap top)
Effective length, l e = 1.3l 0 = 2.21 m (Table 11.1, case-4, IRC:112-2011, page-114)

Now thickness of the wall, t = 1.2 m

Ratio of effective length to its thickness, l e /t = 1.842

As the ratio does not exceed 12, it is short and no secondary effect to be considered
(clause 7.6.4, IRC:112-2011, page-57)

1 Analysis of section longitudinal direction : ( Check for load combination case 12 )

Provide 25 mm dia. Bar @ 150 mm c/c
2
Provide 25 mm dia. Bar 84 nos 41212.5 mm
2
+ 25 mm dia. Bar 84 nos 41212.5 mm
2
and 25 mm dia. Bar 9 nos 4415.625 mm
2
+ 25 mm dia. Bar 9 nos 4415.625 mm
Effective cover = 62.5 mm
The section is divided into 9 segments. Depth of each = 133 mm
2
Area of reinforcement in segment 1 = 82425 mm
2
Area of steel in segment 2 to 8 8831.25 mm
2
Area of steel in segment 9 82425 mm
2
total area of steel = 82425 mm

192
Interaction check

(MEdx/MRdx)^a+(MEdy/MRdy)^a<= 1 (Eq. 8.3, IRC:112-2011,page-75)

Load Case = L/C - 12 L/C - 12 L/C - 10 L/C - 15
P u= Design Load = KN 12544.47 12544.47 12340.32 9230.84
MEdx = Design moment in longitudinal direction = KN-m 22759.71 22759.7 20607.2 5608.9
MEdy = Design moment in transeverse direction = KN-m 366.78 366.78 0.00 2834.22
Resisting moment in longitudinal
MRdx = direction(from PM curve -ML) = KN-m 26000.00 26000.00 25300.00 24000.00
Resisting moment in transeverse
MRdy = direction(from PM curve-MT) = KN-m 90000.0 90000.0 88000.0 70000.0
NEd = Design axial force = KN 12544.47 12544.47 12340.32 9230.84
NRd = Design axial resistance = KN 235732.46 235732.46 235732.46 235732.46
NEd/NRd = 0.1 0.1 0.1 0.1
Type of cross section of abutment = Rectangular Rectangular Rectangular Rectangular
a= 1.00 1.00 1.00 1.00
(MEdx/MRdx)^a+(MEdy/MRdy)^a = 0.88 0.88 0.81 0.27
Check = OK OK OK OK

ABUTMENT SHAFT DESIGN (SLS)

Load Case Vu MLu MTu

6 Maximum longitudinal Moment case 10188.50 3981.3 2920.29
4 Maximum vertical load case 11049.46 3319.7 689.72
10 Minimum vertical load case 9074.29 3205.2 1889.48

Stress level check:

Grade of concrete = M 30
Grade of steel = Fe 500
Width of section considered = 1m

Section is checked for SLS

Design moment = 318.50 KN-m (for 1m width)
Width of section = 1m
Depth of section = 1.2 m
"E" value of steel = 200000 Mpa
"E" value of concrete = 31000 Mpa
Modular ratio in tension = 9.3
Concrete failure strain = 0.0035
Maximum allowable stress in concrete = 0.48fck = 14.4 Mpa
(Clause 12.2.1(1), IRC:112-2011, page-120)
Maximum allowable stress in steel = 0.8fyk = 400 Mpa
(Clause 12.2.2, IRC:112-2011, page-120)

193
Total reinforcement provided = 3291 mm2
Effective depth "d" = 1137.5 mm
Netral axis depth = x = 132.54 mm
CG of compressive force = 55.140 mm from most compressed surface
Moment , Mu =σst*Ast*(d-0.416*xu) = 1549.3333 OK

So, stress in steel = 89.4 Mpa OK, within permissible limit

Total force = 294.3 KN
Stress in concrete = 4.4 Mpa OK, within permissible limit

Crack width check:

Crack width, Wk = Sr.max(sm-cm) Where, Sr.max = Maximum crack spacing

sm = mean strain in the reinforcement under the relavant combination of loads
cm = mean strain in the concrete between cracks.

Now,
(Eq. 12.6, IRC:112-2011, page-125)
Where, sc = stress in the tension reinforcement = 89.42 Mpa
e = Es/Ecm = 6.4516
fct.eff = mean value of tensile strength of concrete = 2.5 Mpa
.eff = As/Ac.eff Where, Ac.eff = Effective area of concrete in tension, surrounding
the reinforcement of depth h c.eff
Where, hc.eff = lesser of the followings
2.5(h-d);(h-x/3);or h/2
Where, A = level of steel centroid
B = Effective tension area, Ac.eff
x
1,2 = greater and lesser tensile strain
h
d

hc.eff

B
So, hc.eff = 156.25 mm
2
Ac.eff = 156250 mm
Now. eff = As/Ac.eff = 0.0210602
kt = factor dependant on duration of the load may be taken as 0.5

Now in situations where spacing of bonded reinforcement within the tension zone is reasonably
close (i.e <=5(c+ /2)), the maximum crack spacing,

Where, = diameter of bar = 25 mm c = clear cover = 50 mm

k1 = co-efficient taking acount of bond properties of reinforcement = 0.8
k2 = co- efficient taking account of distribution of strain = 0.5
So,Sr.max = 371.802 mm
And, sm-cm = 0.00011
Minimum value of sm -cm = 0.0002683
So, governing value of sm -cm = 0.000268273

So, crack width, Wk = Sr.max(sm-cm) = 0.100 mm

Maximum crack width = 0.3 mm (Table 12.1, IRC:112-2011, page-122)
crack width within permissible limit

194
p
D. LOAD COMBINATION FOR ABUTMENT FOUNDATION BASE (Ultimate Limit State)

Loads V ML MT HL HT
Dead Load 10710.26 -7068.27 0.00 0.00 0.00
Backfill weight 4304.47 0.00 0.00 0.00 0.00
SIDL 702.72 228.38 0.00 0.00 0.00
Surfacing 393.4208 127.86 0.00 0.00 0.00
Class A(3L/1S) LL1 900.37 292.62 1665.68 0.00 0.00

70R Tr.1L+CL-A 1L(1S) LL2 659.83 214.45 2705.32 0.00 0.00

70R Wh.1L+CL-A 1L(1S) LL3 895.78 291.13 3721.96 0.00 0.00

Class SV LL4 2299.06 747.19 689.72 0.00 0.00

BrakingClass A(3L/1S) LL1 29.44 1610.88 0.00 326.09 0.00

Braking70R Tr.1L+CL-A
1L(1S) LL2 15.43 1257.35 0.00 254.52 0.00
Braking70R Wh.1L+CL-A
1L(1S) LL3 22.04 1444.15 0.00 292.34 0.00
Friction Class SV LL4 0.00 1144.71 0.00 231.72 0.00
Earth Pressure 0.00 6699.07 0.00 1998.77 0.00
LL surcharge on Earth Pr. 0.00 2130.54 0.00 566.56 0.00
Dead Load Seismic 2991.60 18916.09 13995.36 4309.87 3313.78
Seismic Class A(3L/1S) LL1 27.01 0.00 374.62 0.00 40.52
Seismic 70R Tr.1L+CL-A
1L(1S) LL2 19.80 0.00 274.54 0.00 29.69
Seismic 70R Wh.1L+CL-A
1L(1S) LL3 26.87 0.00 372.71 0.00 40.31
Wind load 417.35 396.06 1584.25 82.98 331.92
Increased Earth Pr. due to Sis. 0.00 5609.58 0.00 1675.59 0.00
Increased EP surch. due to Sis. 0.00 2050.55 0.00 514.50 0.00

NON-SEISMIC CASE

A DL+SIDL+Surfacing+LL+Br. LL+EP+EP LL B DL+SIDL+Surfacing+LL+Br. LL+EP+EP DL+/-WL

Loads FOS Loads FOS
Dead Load 1.35 Dead Load 1.35
SIDL 1.35 SIDL 1.35
Surfacing 1.75 Surfacing 1.75
LL 1.5 LL 1.5
Braking LL 1.15 Braking LL 1.15
EP 1.5 EP 1.5
EP LL surcharge 1.2 EP LL surcharge 1.2
Thermal loads 0.90 WL 1.5
Bakfill weight 1.50
SEISMIC CASE
A C
DL+SIDL+Surfacing+LL+Br. LL+EP+EP LL+DL S+LL S+EP S+EP LL S DL+SIDL+Surfacing+EP+DL seis+EP seis
Loads FOS Loads FOS
Dead Load 1 Dead Load 1.00
SIDL 1 SIDL 1.00
Surfacing 1 Surfacing 1.00
LL 0 EP 1.00
Braking LL 0.2 DL sis 1.00
EP 1 EP seis 1.00
EP LL surcharge 0.2
DL sis 1
LL sis 1
EP LL sis 1
EP sis 1
Backfill weight 1

195
N COMB V ML MT HL HT
O 1 DL+SIDL+Surfacing+LL1+Br. LL1+EP+EP LL Surcharge 23937.13 5886.60 2498.52 4053.02 0.00
N 2 DL+SIDL+Surfacing+LL2+Br. LL2+EP+EP LL Surcharge 23560.21 5362.78 4057.98 3970.72 0.00
3 DL+SIDL+Surfacing+LL3+Br. LL3+EP+EP LL Surcharge 23921.73 5692.62 5582.94 4014.21 0.00
S 4 DL+SIDL+Surfacing+LL4+EP+EP LL Surcharge 26001.30 4715.95 1034.58 3678.02 0.00
E 5 DL+SIDL+Surfacing+LL1+Br. LL1+EP+EP LL Surcharge+WL 24563.16 6480.70 4874.90 4177.49 497.88
I 6 DL+SIDL+Surfacing+LL2+Br. LL2+EP+EP LL Surcharge+WL 24186.24 5956.88 6434.35 4095.19 497.88
S 7 DL+SIDL+Surfacing+LL3+Br. LL3+EP+EP LL Surcharge+WL 24547.76 6286.72 7959.31 4138.68 497.88
M 8 DL+SIDL+Surfacing+LL1+Br. LL1+EP+EP LL Surcharge-WL 23311.10 5292.51 122.15 3928.55 -497.88
I 9 DL+SIDL+Surfacing+LL2+Br. LL2+EP+EP LL Surcharge-WL 22934.18 4768.69 1681.60 3846.25 -497.88
C 10 DL+SIDL+Surfacing+LL3+Br. LL3+EP+EP LL Surcharge-WL 23295.70 5098.53 3206.56 3889.74 -497.88
DL+SIDL+Surfacing+LL1+Br. LL1+EP+EP LL Surcharge+DL S+LL1 S+EP
S 11 S+EP LL Surcharge 19123.60 26667.20 0.00 8546.8309 0.00
E
I
DL+SIDL+Surfacing+LL2+Br. LL2+EP+EP LL Surcharge+DL S+LL2 S+EP
S 12 S+EP LL Surcharge 19119.18 26737.90 0.00 8561.14 0.00
M DL+SIDL+Surfacing+LL3+Br. LL3+EP+EP LL Surcharge+DL S+LL3 S+EP
I
C
13 S+EP LL Surcharge 19124.94 26701 0.00 8553.58 0.00
14 DL+SIDL+Surfacing+EP+DL seis+EP seis 19102.47 24512.71 0.00 7984.23 0.00

196
 H. LOAD COMBINATION FOR ABUTMENT FOUNDATION BASE (Servicebility Limit State)

Loads V ML MT HL HT
Dead Load 10710.26 -7068.27 0.00 0.00 0.00
Backfill weight 4304.47 0.00 0.00 0.00 0.00
SIDL 702.72 228.38 0.00 0.00 0.00
Surfacing 393.42 127.86 0.00 0.00 0.00
Class A(3L/1S) LL1 900.37 292.62 1665.68 0.00 0.00
70R Tr.1L+CL-A 1L(1S) LL2 659.83 214.45 2705.32 0.00 0.00

70R Wh.1L+CL-A 1L(1S) LL3 895.78 291.13 3721.96 0.00 0.00

Class SV LL4 2299.06 747.19 689.72 0.00 0.00
BrakingClass A(3L/1S) LL1 29.44 1610.88 0.00 326.09 0.00
Braking70R Tr.1L+CL-A
1L(1S) LL2 15.43 1257.35 0.00 254.52 0.00
Braking70R Wh.1L+CL-A
1L(1S) LL3 22.04 1444.15 0.00 292.34 0.00
Friction Class SV LL4 0.00 1144.71 0.00 231.72 0.00
Earth Pressure 0.00 6699.07 0.00 1998.77 0.00
LL surcharge on Earth Pr. 0.00 2130.54 0.00 566.56 0.00
Dead Load Seismic 2991.60 18916.09 13995.36 4309.87 3313.78
Seismic Class A(3L/1S) LL1 27.01 0.00 374.62 0.00 40.52
Seismic 70R Tr.1L+CL-A
1L(1S) LL2 19.80 0.00 274.54 0.00 29.69
Seismic 70R Wh.1L+CL-A
1L(1S) LL3 26.87 0.00 372.71 0.00 40.31
Wind load 417.35 396.06 1584.25 82.98 331.92
Increased Earth Pr. due to Sis. 0.00 5609.58 0.00 1675.59 0.00
Increased EP surch. due to Sis. 0.00 2050.55 0.00 514.50 0.00

NON-SEISMIC CASE

A DL+SIDL+Surfacing+LL+Br. LL+EP+EP LL (II) DL+SIDL+Surfacing+LL+Br. LL+EP+EP DL+/-WL

Loads FOS Loads FOS
Dead Load 1 Dead Load 1
SIDL 1 SIDL 1
Surfacing 1 Surfacing 1
LL 1 LL 1
Braking LL 0.75 Braking LL 0.75
EP 1 EP 1
EP LL surcharge 1 EP LL surcharge 1
Thermal loads 0.90 WL 1
Bakfill weight 1.00 Thermal loads 0.90

COMB V ML MT HL HT
1 DL+SIDL+Surfacing+LL1+Br. LL1+EP+EP LL Surcharge 17033.32 3618.36 1665.68 2809.89 0.00
2 DL+SIDL+Surfacing+LL2+Br. LL2+EP+EP LL Surcharge 16782.28 3275.04 2705.32 2756.22 0.00
3 DL+SIDL+Surfacing+LL3+Br. LL3+EP+EP LL Surcharge 17023.18 3491.82 3721.96 2784.58 0.00
NON SEISMIC

4 DL+SIDL+Surfacing+LL4+EP+EP LL Surcharge 14105.46 3723.30 689.72 2739.12 0.00

5 DL+SIDL+Surfacing+LL4+EP+EP LL Surcharge 18409.93 2864.78 689.72 2565.33 0.00
5 DL+SIDL+Surfacing+LL1+Br. LL1+EP+EP LL Surcharge+WL 17450.68 4014.42 3249.93 2892.87 331.92
6 DL+SIDL+Surfacing+LL2+Br. LL2+EP+EP LL Surcharge+WL 17199.63 3671.10 4289.57 2839.20 331.92
7 DL+SIDL+Surfacing+LL3+Br. LL3+EP+EP LL Surcharge+WL 17440.53 3887.88 5306.21 2867.56 331.92
8 DL+SIDL+Surfacing+LL1+Br. LL1+EP+EP LL Surcharge-WL 16615.97 3222.30 81.43 2726.91 -331.92
9 DL+SIDL+Surfacing+LL2+Br. LL2+EP+EP LL Surcharge-WL 16364.92 2878.98 1121.07 2673.24 -331.92
10 DL+SIDL+Surfacing+LL3+Br. LL3+EP+EP LL Surcharge-WL 16605.83 3095.76 2137.71 2701.60 -331.92

197
 CHECK FOR STABILITY

1.2

1.5
1

A B
3.4 1.2 2.8

Distance of CL of abutment from toe = 3.4

OVERTURNING CHECK
Non-Seismic

Overturning Restoring
Loads V ML LA
moment moment
Dead Load 10710.26 -7068.27 0.00 3.4 36414.893
Earth weight 4304.47 0.00 0.00 5.7 24535.485
SIDL 702.72 228.38 0.00 3.4 2389.248
Surfacing 393.42 127.86 0.00 3.4 1337.631
Class A(3L/1S) LL1 900.37 292.62 0.00 3.4 3061.251
Braking Class A(3L/1S) LL1 29.44 1610.88 1610.88
3.4 100.097
Earth pressure 0.00 6699.07 6699.07 0 0.000
Earth pressure LL Surcharge 0.00 2130.54 2130.54 0 0.000
Total 10440.49 67838.60

FOS against overturning moment= 67838.604 / 10440.49 = 6.50 OK

Seismic case [Combination III , as per IRC:78-2014, Cl. 706.1]

Overturning Restoring
Loads V ML LA
moment moment
Dead Load 10710.26 -7068.27 0.00 3.4 36414.89
Earth weight 4304.47 0.00 0.00 5.7 24535.48
SIDL 702.72 228.38 0.00 3.4 2389.25
Surfacing 393.42 127.86 0.00 3.4 1337.63
Class A(3L/1S) LL1 180.07 292.62 292.62 3.4 612.25
5.89 322.18 322.18
Braking Class A(3L/1S) LL1 3.4 20.02
Earth Pressure 0.00 6699.07 6699.07 0 0.00
LL Surcharge earth pressure 0.00 2130.54 2130.54 0 0.00
Dead Load Seismic 2991.60 18916.09 18916.09 3.4 10171.44
Increased earth due to seismic 0.00 7660.13 7660.13 0 0.00
Total 36020.63 75480.965

FOS against overturning moment= 75480.965 / 36020.625 = 2.10 OK

198
SLIDING CHECK
Considering frictional co-efficient; m = 0.70
Non-Seismic

Restoring
Loads V HL Sliding force
force
Dead Load 10710.26 0.00 0.000 7497.184
Earth weight 4304.47 0.00 0.000 3013.130
SIDL 702.72 0.00 0.000 491.904
Surfacing 393.42 0.00 0.000 275.395
Class A(3L/1S) LL1 900.37 0.00 0.000 630.258
29.44 326.09
Braking Class A(3L/1S) LL1 326.089 20.608
Earth pressure 0.00 1998.77 1998.769 0.000
Earth pressure LL Surcharge 0.00 566.56 566.557 0.000
Total 2891.415 11928.478

FOS against sliding= 11928.478 / 2891.415 = 4.13 OK

Seismic

Restoring
Loads V HL Sliding force
force
Dead Load 10710.26 0.00 0.00 7497.184
Earth weight 4304.47 0.00 0.00 3013.130
SIDL 702.72 0.00 0.00 491.904
Surfacing 393.42 0.00 0.00 275.395
Class A(3L/1S) LL1 180.07 0.00 0.00 126.052
5.89 65.22 65.22
Braking Class A(3L/1S) LL1 4.122
Earth pressure 0.00 1998.77 1998.77 0.000
Earth pressure LL Surcharge 0.00 566.56 566.56 0.000
Dead Load Seismic 2991.60 4309.87 4309.87 2094.120
Increased earth due to seismic 0.00 2190.10 2190.10 0.000
Total 9130.512 13501.905

FOS against sliding= 13501.905 / 9130.512 = 1.48 OK

199
 CHECK FOR BASE PRESSURE

Length of foundation = 12.8 m

Width along heel side = 3.4 m
Width along toe side = 2.8 m
Thickness of foundation at abutment face = 1.5 m
Thickness of foundation at end = 1 m
Abutment shaft thickness = 1.2 m
Total width = 7.4 m
2
Area of foundation base = 94.72 m
3
Section modulus longitudinal direction; ZL = 116.821 m
3
Section modulus transverse direction; ZT = 202.069 m

D L A

12.8 T

C 7.4 B

3.4 1.2 2.8

y1 y2

Foundation CG from B = 3.675 m

Load center line from B = 3.35 m
Unfactored load only due to foundation wt. = 3056.00 KN

Calculation with unfactored load:

Resultant
Status wrt
Moment for Overturning reaction Eccentricit
Net Moment tension
Load V V, wrt point Moment ML from B; x y (e ) = b/2-
(MR-MO) developmen Remarks
Case B (MR) (MO) = (MR- x
t
MO)/V
KN KN-m KN-m KN-m m m
MLmax 1 17458.037 69593.129 4417.14 65175.985 3.73 -0.0333 e<b/6, OK
Considering Wind
Vmax 2 18827.285 74180.112 4405.54 69774.568 3.71 -0.0060 e<b/6, OK
MLmax 1 20909.098 81154.186 29074.50 52079.685 2.49 1.2092 e<b/6, OK
Considering Seismic
Vmax 2 20962.091 81331.711 29074.50 52257.210 2.49 1.2071 e<b/6, OK
MLmax 3 17040.683 68194.994 4021.08 64173.911 3.77 -0.0659 e<b/6, OK
Normal Case
Vmax 4 18409.931 72781.976 5154.19 67627.790 3.67 0.0266 e<b/6, OK
Unloaded Non
MLmax 5 16110.874 65080.136 2117.582 62962.554 3.91 -0.2081 e<b/6, OK
seismic

200
 Base pressure calculation

Base
Base pressure Base Base
Load V Net ML MT
pressure (Corner pressure pressure Remarks
Case
(Corner A) B) (Corner C) (Corner D)
2 2 2 2
KN KN-m KN-m KN/m KN/m KN/m KN/m
MLmax 1 17458.04 65175.985 3249.93 195.420 163.253 173.204 205.371
Considering Wind
Vmax 2 18827.28 69774.568 2273.97 209.049 186.542 188.487 210.994
MLmax 3 17040.68 64173.911 1665.68 178.533 162.046 181.279 197.765
Normal Case
Vmax 4 18409.93 67627.790 689.72 201.960 195.134 186.763 193.589
Unloaded (Non-
MLmax 5 16110.87 62962.554 0.000 141.393 141.393 198.786 198.786
seismic)

2
Maximum base pressure = 210.994 KN/m
Allowable base pressure = 230 KN/m2 OK
Minimum base pressure = 141.393 KN/m2 OK, No tension developed

201
 G. DESIGN OF FOUNDATION BY BENDING ANALOGY (ULS)

COMB LOAD CASE Vu MLu MTu HLu HTu

12 MLmax 19119.184 26737.901 0.000 8561.144 0.000
4 Vmax 26001.304 4715.951 1034.576 3678.021 0.000
14 Vmin 19102.474 24512.712 0.000 7984.234 0.000

Area of foundation base = 94.720 m2

Height of earth above heel slab = 7.470 m

ML
C 2.80 D
1.988 1.413 1.388
B
A

MT
12.8

A B
C D
7.4

1.5 1

A B
3.40 1.2

Foundation center line from B = 3.7 m

Load center line from B = 3.4 m
Factored load only due to backfill weight = 6456.71 KN
Factored load only due to foundation wt. = 4125.60 KN

Resistive Resultant
Overturning
Moment Net Moment reaction Eccentricity
COMB V Moment ML
WRT point B (MR-MO) from B; x = (e ) = b/2-x Base Base
(MO) pressure pressure
(MR) (MR-MO)/V
(Toe side) (Heel side)
KN KN-m KN-m KN-m m m KN/m2 KN/m2
12 19119.18 81093.331 26737.90 54355.430 2.843 0.857 342.111 61.588
4 26001.30 104492.540 4715.951 99776.589 3.837 -0.137 243.932 305.082
14 19102.47 81036.517 24512.712 56523.806 2.959 0.741 322.844 80.502

202
 61.588 190.477 235.967 342.111

DESIGN OF TOE SLAB:

Moment calculation at abutment face;

Lever arm Moment (KN-

Load Case Total Load (KN/m)
(m) m)

12 809.310 1.486 1202.381

Wt. of slab -87.500 0.925 -80.905
Total 1121.476

Design of foundation in flexure (toe side)

Grade of concrete = M 30
Grade of steel = Fe 500
Width of section considered = 1m

Section is checked for ULS

Design moment = 1121.48 KN-m (for 1m width)
Width of section = 1 m
Depth of section = (at face) 1.5 m
Depth of section = (at edge) 1 m
"E" value of steel = 200000 Mpa
"E" value of concrete = 31000 Mpa
Design compressive strength of concrete =
fcd= fck/ m = 13.40 Mpa Where, = 0.67
m = 1.5
Design peak strength of steel = fy/ s = 434.783 Mpa Where, s = 1.15
Concrete failure strain =  cu1 = 0.0035 (Table 6.5, IRC:112-2011, page-38)
Concrete limiting strain =  c2 = 0.002 (Table 6.5, IRC:112-2011, page-38)
Yield strain of steel = 0.87fy/Es = 0.00218
Limiting strain of steel = (0.87fy/Es+0.002) = 0.00418

Reinforcement provided: 25 mm dia.

125 mm c/c distance
Total reinforcement provided = 4416 mm2
Clear cover = 75 mm
Effective depth "d" = 1412.5 mm
Actual Neutral Axis depth xu = (0.87fyAst )/(0.36fckb )= 177.85 mm
Actual strain in steel = 0.028 mm
Stress in steel = 434.783 Mpa
Balanced Neutral Axis depth xu,max = 644.1 mm
So, Section is under reinforced, ok
CG of compressive force = 73.986 mm from most compressed surface
Moment of resistance, Mu = (Stress in steel)x(area of steel)x(d-CG of compressive force) =
or, Mu =σst*Ast*(d-0.416*xu) = 2569.728 OK

203
 CHECK FOR SHEAR IN FOUNDATION TOE SIDE (Clause 10.3.2, IRC:112-2011, page-88)

Shear force should be checked at a distance d from abutment face

2.8

1.5

3.40 1.2 1.4125

61.588 190.477 235.967 289.513 342.111

1.3875

Moment calculation at 'd' distance fron abutment face;

Shear force
at "d"
Lever arm Moment (KN-
Load Case Total Load (KN/m) distance
(m) m)
from face
(KN)
12 438.189 0.713 312.432 438.189
Wt. of slab -38.989 0.925 -36.050 -38.989
Total 276.382 399.200

Total depth at a distance 'd' from abutment face = 1248 mm

Effective depth at a distance 'd' from abutment face = 1160 mm

Design Shear Force = 399.200 KN

The design shear resistance of the member without shear reinforcement, VRd.c =
=[0.12K(80 1.fck)0.33+0.15 cp]bw.d

Where, K = 1+√(200/d)<=2.0
So, K = 1.376
1 = Asl/bw.d
2
Where Asl = Area of steel provided = 4416 mm
bw = Width of section = 1000 mm
d= 1160 mm
1= 0.0038
cp = NEd/Ac < 0.2fcd, where, NEd = Axial compressive force = 0
Ac = Cross Sectional area of concrete
cp = 0
So,VRd.c = 397.55 KN

Now, VRd.c minimum = ( min+0.15 cp)bw.d

where min = 0.031K3/2fck1/2 = 0.274

So, VRd.c minimum = 318.013 KN
So, governing shear resistance = 397.55 KN Shear Reinforcement Required

204
Calculation of shear reinforcement:
αcw= 1 for σ cp =0, Ref: Eq-10.9, 1.00
b(mm)= IRC-112:2011 1000
z(mm)= 0.9*d for RCC 900.00
v1= for fck<80MPa 0.60
fcd= Design value of concrete 0.67*fck/γm 13.40
Value of θ° = 45.0
tanθ= 1.00
cotθ= 1.00
Vrd.min= 3618.00

SHEAR REINFORCEMENT DETAILS

Stirrup Dia (mm),φ= 12
No. of Leg, 2
Spacing of the stirrup (mm), S= 150
Asw, Provided (mm 2)= 226.19
Asw, Required (mm 2)= VRd.s=Asw/S*z*fywd*cotθ 191.28
fywd (Mpa) = 0.8*fyk/γm, γm =1.15 347.83
Check Ref.: Eqn-10.7, IRC- Ok
Ast, Provided (mm 2)= 1507.9645
Reinforcement ratio for shear Asw/(bw*d) 0.00130
Min. Permissible Reinforcement 0.5
0.072*fck /fyk 0.00079
ratio for shear
Check Ref.: cl-10.3.3.5, IRC- Ok

DESIGN OF HEEL SLAB:

Moment calculation at abutment face;
Lever arm Moment (KN- Shear force
Load Case Total Load (KN/m)
(m) m) at face (KN)
12 428.510 1.410 604.304 428.510
Wt. of slab -106.250 0.925 -98.242 -106.250
Earth Wt. above slab -507.960 1.700 -863.532 -507.960
Total -357.470 -185.700

Design of foundation in flexure (heel side)

Section is checked for ULS

Design moment = -357.47 KN-m (for 1m width)
357.470 KN-m Moment downword
Reinforcement provided: 25 mm dia.
125 mm c/c distance
Total reinforcement provided = 3925 mm2
Clear cover = 75 mm
Effective depth "d" = 1412.5 mm
Actual Neutral Axis depth xu = (0.87fyAst )/(0.36fckb )= 158.09 mm
Actual strain in steel = 0.031 mm
Stress in steel = 434.783 Mpa
Balanced Neutral Axis depth xu,max = 644.1 mm
So, Section is under reinforced, ok
CG of compressive force = 65.766 mm from most compressed surface
Moment of resistance, Mu = (Stress in steel)x(area of steel)x(d-CG of compressive force) =
or, Mu =σst*Ast*(d-0.416*xu) = 2298.232 OK

205
 CHECK FOR SHEAR IN FOUNDATION HEEL SIDE (Clause 10.3.2, IRC:112-2011, page-88)

3.4

61.588 136.931 190.477

1.4125

Moment calculation at "d" distance from abutment face;

Shear force
at "d"
Lever arm
Load Case Total Load (KN/m) distance
(m)
from face
(KN)
12 197.278 0.868 197.278
Wt. of slab -56.942 0.663 -56.942
Earth Wt. above slab -296.933 0.994 -296.933
Total -156.596

Total depth at a distance 'd' from abutment face = 1292 mm

Effective depth at a distance 'd' from abutment face = 1205 mm

Design Shear Force = -156.596 KN

156.596 KN Downword direction
The design shear resistance of the member without shear reinforcement, VRd.c =
=[0.12K(80 1.fck)0.33+0.15 cp]bw.d

206
Where, K = 1+√(200/d)<=2.0
So, K = 1.407
1 = A /b
sl w .d
2
Where Asl = Area of steel provided = 3925 mm
bw = Width of section = 1000 mm
d= 1204.5 mm
1= 0.0033
cp = NEd/Ac < 0.2fcd, where, NEd = Axial compressive force = 0
Ac = Cross Sectional area of concrete
cp = 0
So,VRd.c = 401.05 KN

Now, VRd.c minimum = ( min+0.15 cp)bw.d

where min = 0.031K3/2fck1/2 = 0.2835228

So, VRd.c minimum = 341.503 KN
So, governing shear resistance = 401.05 KN OK, Safe in shear

CHECK FOR PUNCHING SHEAR FOR ABUTMENT SHAFT

(Clause 10.4, IRC:112-2011, page-98)
a
Basic Control
Perimeter u1
2d
b Reduced
Control
Perimeter
Face of loaded
area Abutment Shaft

Punching shear is to be checked at distance "2d" from abutment shaft face

Now from abutment shaft, Maximum Vertical design force, VEd = 12544.47 KN
Corresponding longitudinal design moment, MLu = 22759.71 KN-m
Longitudinal eccentricity, el = 1.814 m
Corresponding transeverse design moment, MTu = 366.78 KN-m
Transeverse eccentricity, et = 0.029 m

As the basic control perimeter is exceeding the foundation dimension, we will check the
punching shear at reduced control perimeter.
b

207
 a= 12.8 m
b= 6.85 m OK, Shear check at basic control perimeter
Now, = 1+1.8√((el/a)2+(et/b)2) ( = Factors accounting for effects of bending
= 1.255 moment and axial load acting on loaded area)
Now, reduced control perimeter, u = 48.2 m

So, total load for punching shear = Load from abutment shaft+ Wt. within reduced control perimeter
VEd = 15284.4723 KN
Shear stress, ƬEd = VEd/ud = 0.343 Mpa

Punching shear check at face of abutment shaft

a= 12.80 m
b= 1.2 m
Now, = 1+1.8√((el/a)2+(et/b)2) ( = Factors accounting for effects of bending
= 1.259 moment and axial load acting on loaded area)
Now, reduced control perimeter, u = 28.000 m

So, total load for punching shear = Load from abutment shaft
VEd = 12544.47 KN
Shear stress,ƬEd = VEd/ud = 0.486 Mpa

Calculation for punching shear resistance at reduced control perimeter

Maximum punching shear resistance, Rd.max = (1/2). .fcd

where, = 0.6[1-fck/310]
= 0.542 (Eq. 10.6, IRC:112-2011. page-90)
So, Rd.max = 3.631 Mpa

Again, Minimum punching shear resistance, min .2d/a=

where min 0.031K3/2fck1/2 =
= 0.274
a= distance from the face of column to control perimeter
= 2.32 m
Minimum punching shear resistance = 0.274 Mpa

Now punching shear resistance, Rd = 0.12K(80 lf ck )1/3.2d/a

where, l = √( ll. lt) = 0.235
So, Rd = 1.364 Mpa
So, governing Rd = 1.364 Mpa OK

Punching shear resistance at face

Punching shear resistance at face, Rd = 0.18/ cK(80 lf ck )1/3+(0.1 cp)>= min+0.1 cp

Here, cp =0
So, Rd = 1.364
min = 0.031K3/2fck1/2 = 0.274
So, governing shear resistance, Rd = 1.364 Mpa OK

208
 I. DESIGN OF FOUNDATION (SLS)

COMB LOAD CASE Vu (KN) MLu (KN-m) MTu (KN-m) HLu (KN) HTu(KN)

12 MLmax 17450.676 4014.425 3249.931 2892.872 331.919

4 Vmax 18409.931 2864.776 689.717 2565.325 0.000
14 Vmin 14105.460 3723.305 689.717 2739.117 0.000

Area of foundation base = 94.72 m2

3
Section modulus longitudinal direction; Z L = 116.821 m
3
Section modulus longitudinal direction; Z T = 202.069 m

ML D
1.9875 C A B 1.4125 1.3875

12.800
MT

A B
C D
7.4
3.40 1.2 2.80

1.5
1

Foundation center line from B = 3.7 m

Load center line from B = 3.4 m
Load center line from base center = 0.3 m
Factored load only due to foundation wt. = 3056.00 KN

209
 Resistive Resultant
Overturnin Base Base
Moment Net Moment reaction Eccentricity
COMB V g Moment pressure pressure
WRT point B (MR-MO) from B; x = (e ) = b/2-x
ML (MO) (Toe side) (Heel side)
(MR) (MR-MO)/V

KN KN-m KN-m KN-m m m KN/m2 KN/m2

12 17450.68 70149.383 4014.42 66134.959 3.790 -0.0898 170.817 197.652
4 18409.93 73410.849 2864.78 70546.073 3.832 -0.1320 173.566 215.157
14 14105.46 58775.647 3723.30 55052.343 3.903 -0.2029 124.417 173.418

215.157 196.048 189.303

173.566

CHECK FOR TOE SLAB:

Moment calculation at abutment face (considering 1m width);
Shear
force at
Moment (KN- Shear force "d"
Load Case Total Load (KN/m) Lever arm (m)
m) at face (KN) distance
from face
(KN)
4 508.018 1.380 700.943 508.018 251.741
Wt. of slab -87.500 1.400 -122.500 -87.500 -43.359
Total 578.443 420.518 208.381

Stress level check:

Grade of concrete = M 30
Grade of steel = Fe 500
Width of section considered = 1m

Section is checked for SLS

Design moment = 578.44 KN-m (for 1m width)
Width of section = 1 m
Depth of section = (at face) 1.5 m
Depth of section = (at edge) 1 m
"E" value of steel = 200000 Mpa
"E" value of concrete = 31000 Mpa
Modular ratio in tension = 9.333
Concrete failure strain = 0.0035

210
Maximum allowable stress in concrete = 0.48fck = 14.4 Mpa
(Clause 12.2.1(1), IRC:112-2011, page-120)
Maximum allowable stress in steel = 0.8fyk = 400 Mpa
(Clause 12.2.2, IRC:112-2011, page-120)

2
Total reinforcement provided = 4416 mm
Effective depth "d" = 1412.5 mm
Netral axis depth = x = 302.48
CG of compressive force = 100.826 mm from most compressed surface
Now moment, M = (Stress in steel)x(area of steel)x(d-CG of compressive force) =

So, stress in steel = 99.9 Mpa OK, within permissible limit

Total force = 441.0 KN
Stress in concrete = 2.9 Mpa OK, within permissible limit

Crack width check:

Crack width, Wk = Sr.max(sm-cm) Where, Sr.max = Maximum crack spacing

sm = mean strain in the reinforcement under the relavant combination of loads
cm = mean strain in the concrete between cracks.

Now,

(Eq. 12.6, IRC:112-2011, page-125)

Where, sc = stress in the tension reinforcement = 99.87 Mpa
e = Es/Ecm = 6.4516129
fct.eff = mean value of tensile strength of concrete = 2.5 Mpa
.eff = As/Ac.eff Where, Ac.eff = Effective area of concrete in tension, surrounding
the reinforcement of depth h c.eff
Where, hc.eff = lesser of the followings
2.5(h-d);(h-x/3);or h/2

x Where, A = level of steel centroid

2=0
B = Effective tension area, Ac.eff
d h 1,2 = greater and lesser tensile strain

hc.eff

1
B

So, hc.eff = 218.75 mm

2
Ac.eff = 218750 mm
Now. eff = As/Ac.eff = 0.020185714
kt = factor dependant on duration of the load may be taken as 0.5

211
Now in situations where spacing of bonded reinforcement within the tension zone is reasonably
close (i.e <=5(c+ /2)), the maximum crack spacing,

Where, = diameter of bar = 25 mm c = clear cover = 50

k1 = co-efficient taking acount of bond properties of reinforcement = 0.8
k2 = co- efficient taking account of distribution of strain = 0.5
So,Sr.max = 380.545 mm
And, sm-cm = 0.000149411
Minimum value of sm -cm = 0.000299615
So, governing value of sm -cm = 0.00029962

So, crack width, Wk = Sr.max(sm-cm) = 0.114 mm

Maximum crack width = 0.3 mm (Table 12.1, IRC:112-2011, page-122)
crack width within permissible limit

CHECK FOR HEEL SLAB:

Moment calculation at abutment face (considering 1m width);
Shear
force at
Moment (KN- Shear force "d"
Load Case Total Load (KN/m) Lever arm (m)
m) at face (KN) distance
from face
(KN)
4 699.048 1.726 1206.790 699.048 408.635
Wt. of slab -106.250 1.700 -180.625 -106.250 -62.109
Earth Wt. above
-457.164 -777.179 -457.164 -267.239
slab 1.700
Total 248.986 135.634 79.286

Stress level check:

Width of section considered = 1m

Section is checked for SLS

Moment = 248.99 KN-m (for 1m width)
= 248.99 KN-m upword direction

2
Total reinforcement provided = 3925 mm
Effective depth "d" = 1412.5 mm
Netral axis depth = x = 287.14 mm
CG of compressive force = 95.714 mm from most compressed surface
Now moment, M = (Stress in steel)x(area of steel)x(d-CG of compressive force) =

So, stress in steel = 48.2 Mpa OK, within permissible limit

Total force = 189.1 KN
Stress in concrete = 1.3 Mpa OK, within permissible limit

212
Crack width check:

Crack width, Wk = Sr.max(sm-cm) Where, Sr.max = Maximum crack spacing

sm = mean strain in the reinforcement under the relavant combination of loads
cm = mean strain in the concrete between cracks.

Now,

(Eq. 12.6, IRC:112-2011, page-125)

Where, sc = stress in the tension reinforcement = 48.17 Mpa
e = Es/Ecm = 6.4516129
fct.eff = mean value of tensile strength of concrete = 2.5 Mpa
.eff = As/Ac.eff Where, Ac.eff = Effective area of concrete in tension, surrounding
the reinforcement of depth h c.eff
Where, hc.eff = lesser of the followings
2.5(h-d);(h-x/3);or h/2

2=0 x Where, A = level of steel centroid

B = Effective tension area, Ac.eff
d 1,2 = greater and lesser tensile strain
h

hc.eff

1 B

So, hc.eff = 218.75 mm

2
Ac.eff = 218750 mm
Now. eff = As/Ac.eff = 0.017942857
kt = factor dependant on duration of the load may be taken as 0.5

Now in situations where spacing of bonded reinforcement within the tension zone is reasonably
close (i.e <=5(c+ /2)), the maximum crack spacing,

Where, = diameter of bar = 25 mm c = clear cover = 50

k1 = co-efficient taking acount of bond properties of reinforcement = 0.8
k2 = co- efficient taking account of distribution of strain = 0.5
So,Sr.max = 406.863 mm
And, sm-cm = -1.478E-04
Minimum value of sm -cm = 0.000144524
So, governing value of sm -cm = 1.45E-04

So, crack width, Wk = Sr.max(sm-cm) = 0.059 mm

Maximum crack width = 0.3 mm (Table 12.1, IRC:112-2011, page-122)
crack width within permissible limit

213
.

214
215
216
mm

217
mm

218
Design of dirt wall

Grade of concrete = M 30
Grade of steel = Fe 500
Width of section considered = 1m

Section is checked for ULS

Design moment (Non-Seismic) = 150.007 KN-m (for 1m width)
Design moment (Seismic) = 132.783 KN-m (for 1m width)
Width of section = 1 m
Depth of section = 0.4 m
"E" value of steel = 200000 Mpa
"E" value of concrete = 31000 Mpa
Design compressive strength of concrete =
fcd=afck/gm = 13.40 Mpa Where, a = 0.67
gm = 1.5
Design peak strength of steel = fy/gs = 434.783 Mpa Where, gs = 1.15
Concrete failure strain = Ôcu1 = 0.0035 (Table 6.5, IRC:112-2011, page-38)
Concrete limiting strain = Ôc2 = 0.002 (Table 6.5, IRC:112-2011, page-38)
Yield strain of steel = 0.87fy/Es = 0.00218
Limiting strain of steel = (0.87fy/Es+0.002) = 0.00418

Reinforcement provided: 20 mm dia.

125 mm c/c distance
2
Total reinforcement provided = 2512 mm
Clear cover = 50 mm
Effective depth "d" = 340 mm
Actual Neutral Axis depth xu = (0.87fyAst )/(0.36fckb )= 101.18 mm
Actual strain in steel = 0.012 mm
Stress in steel = 434.783 Mpa
Balanced Neutral Axis depth xu,max = 155.04 mm
So, Section is under reinforced, ok
CG of compressive force = 42.090 mm from most compressed surface
Moment of resistance, Mu = (Stress in steel)x(area of steel)x(d-CG of compressive force) =
325.370 kN-m OK

CHECK FOR SHEAR IN RETURN WALL (Clause 10.3.2, IRC:112-2011, page-88)

Design Shear Force (Non-Seismic) = 87.978 KN (For 1m strip)

Design Shear Force (Seismic) = 79.854 KN (For 1m strip)
The design shear resistance of the member without shear reinforcement, VRd.c =
=[0.12K(80r1.fck)0.33+0.15scp]bw.d

Where, K = 1+√(200/d)<=2.0
So, K = 1.767
r1 = Asl/bw.d

219
 2
Where Asl = Area of steel provided = 2512 mm
bw = Width of section = 1000 mm
d= 340 mm
r1 = 0.0074
scp = NEd/Ac < 0.2fcd, where, NEd = Axial compressive force = 0
Ac = Cross Sectional area of concrete
scp = 0
So,VRd.c = 186.20 KN

Now, VRd.c minimum = (nmin+0.15scp)bw.d

where nmin = 0.031K3/2fck1/2 = 0.399
So, VRd.c minimum = 135.595 KN
So, governing shear resistance = 186.20 KN OK, Safe in shear

Serviceability Limit State check

For serviceability limit state, design moment = 150.007 KN-m

Modular ratio in tension = 9.33

Concrete failure strain = 0.0035
Maximum allowable stress in concrete = 0.48fck = 14.4 Mpa
(Clause 12.2.1(1), IRC:112-2011, page-120)
Maximum allowable stress in steel = 0.8fyk = 400 Mpa
(Clause 12.2.2, IRC:112-2011, page-120)

2
Total reinforcement provided = 2512 mm
Effective depth "d" = 340 mm
Netral axis depth = x = 104.98 mm
CG of compressive force = 34.993 mm from most compressed surface
Now moment, M = (Stress in steel)x(area of steel)x(d-CG of compressive force) =

So, stress in steel = 195.79 Mpa OK, within permissible limit

Total force = 491.81 KN
Stress in concrete = 9.370 Mpa OK, within permissible limit

Crack width check:

Crack width, Wk = Sr.max(Ôsm-Ôcm) Where, Sr.max = Maximum crack spacing

Ôsm = mean strain in the reinforcement under the relavant combination of loads
Ôcm = mean strain in the concrete between cracks.

Now,

(Eq. 12.6, IRC:112-2011, page-125)

Where, ssc = stress in the tension reinforcement = 195.79 Mpa
ae = Es/Ecm = 6.451613
fct.eff = mean value of tensile strength of concrete = 2.5 Mpa

220
 rr.eff = As/Ac.eff Where, Ac.eff = Effective area of concrete in tension, surrounding
the reinforcement of depth h c.eff
Where, hc.eff = lesser of the followings
2.5(h-d);(h-x/3);or h/2

x Where, A = level of steel centroid

2=
0 B = Effective tension area, Ac.eff
h Ô1,Ô2 = greater and lesser tensile strain
d

hc.eff

1 B

So, hc.eff = 150 mm

2
Ac.eff = 150000 mm
Now. ρρ.eff = As/Ac.eff = 0.016747
kt = factor dependant on duration of the load may be taken as 0.5

Now in situations where spacing of bonded reinforcement within the tension zone is reasonably
close (i.e <=5(c+φ/2)), the maximum crack spacing,

Where, f = diameter of bar = 20 mm c = clear cover = 50 mm

k1 = co-efficient taking acount of bond properties of reinforcement = 0.8
k2 = co- efficient taking account of distribution of strain = 0.5
So,Sr.max = 373.025 mm
And, Ôsm-Ôcm = 0.000565
Minimum value of Ôsm - Ôcm = 0.000587
So, governing value of Ôsm - Ôcm = 0.0005874

So, crack width, Wk = Sr.max(Ôsm-Ôcm) = 0.219 mm

Maximum crack width = 0.3 mm (Table 12.1, IRC:112-2011, page-122)
crack width within permissible limit

221
DESIGN OF FINN

Height of finn wall= 4 m

Length of finn wall= 4.5 m
Coefficient of horizontal active earth pressure = 0.279
For soil unit weight = 18.00 KN/m3
Earth pressure at bottom of wall = 22.320 KN/m2
Eart pressure at 1m above wall bottom = 16.740 KN/m2
Average eatrh pressure in 1m strip = 19.530 KN/m
Length of the finn at this strip = 1.50 m
Surcharge earth pressure equivalent to earth pressure of 1.2 m height = 6.026 KN/m2
Bending moment at wall junction due to earth pressure, M1 = 197.741 KN-m
Bending moment at wall junction due to surcharge earth pressure, M 2 = 61.017 KN-m
Design moment at junction, Mu = 1.5M1+1.2M2 = 369.833 KN-m
Design shear force at junction, Fu = 1.5F1+1.2F2 = 54.790 KN

Moment Calculation of Fly wing wall taking 1m strip 2m below the top
Earth pressure at 1 m below the wall from top = 5.022 KN/m2
Surcharge earth pressure equivalent to earth pressure of 1.2 m height = 6.026 KN/m2
Bending moment at wall junction due to earth pressure, M1 = 50.848 KN-m
Bending moment at wall junction due to surcharge earth pressure, M 2 = 61.017 KN-m
Design moment at junction, Mu = 1.5M1+1.2M2 = 149.492 KN-m
Design shear force at junction, Fu = 1.5F1+1.2F2 = 66.441 KN
Design of Finn in flexure

4.5

1.0

4.5 m
4.0
Slope 1 : 1.5

0.5 m

Grade of concrete = M 30
Grade of steel = Fe 500
Width of section considered = 1m

222
Section is checked for ULS
Design moment = 369.833 KN-m (for 1m width)
Width of section = 1 m
Depth of section = 0.5 m
"E" value of steel = 200000 Mpa
"E" value of concrete = 32000 Mpa
Design compressive strength of concrete =
fcd= fck/ m = 13.40 Mpa Where, = 0.67
m = 1.5
Design peak strength of steel = fy/ s = 434.783 Mpa Where, s = 1.15
Concrete failure strain = cu1 = 0.0035 (Table 6.5, IRC:112-2011, page-38)
Concrete limiting strain = c2 = 0.002 (Table 6.5, IRC:112-2011, page-38)
Yield strain of steel = 0.87fy/Es = 0.00218
Limiting strain of steel = (0.87fy/Es+0.002) = 0.00418

Reinforcement provided: 20 mm dia.

125 mm c/c distance
Total reinforcement provided = 2826 mm2
Clear cover = 50 mm
Effective depth "d" = 440 mm
Actual Neutral Axis depth xu = (0.87fyAst )/(0.36fckb )=
113.83 mm
Actual strain in steel = 0.014 mm
Stress in steel = 434.783 Mpa
Balanced Neutral Axis depth xu,max = 200.64 mm
So, Section is under reinforced, ok
CG of compressive force = 47.351 mm from most compressed surface
Moment of resistance, Mu = (Stress in steel)x(area of steel)x(d-CG of compressive force) =
482.446 OK

223
 CHECK FOR SHEAR IN FINN (Clause 10.3.2, IRC:112-2011, page-88)

Design Shear Force = 66.441 KN

The design shear resistance of the member without shear reinforcement, V Rd.c =
=[0.12K(80 1.fck)0.33+0.15 cp]bw.d

Where, K = 1+√(200/d)<=2.0
So, K = 1.674
1 = A /b
sl w .d
2
Where Asl = Area of steel provided = 2826 mm
bw = Width of section = 1000 mm
d= 440 mm
1= 0.0064
cp = NEd/Ac < 0.2fcd, where, NEd = Axial compressive force = 0
Ac = Cross Sectional area of concrete
cp = 0
So,VRd.c = 218.00 KN

Now, VRd.c minimum = ( min+0.15 cp)bw.d

where min = 0.031K3/2fck1/2 = 0.368

So, VRd.c minimum = 161.840 KN
So, governing shear resistance = 218.00 KN OK, Safe in shear

Serviceability Limit State check

For serviceability limit state, design momeny = M1+0.8M2 = 246.555 KN-m

Modular ratio in tension = 9.333333

Concrete failure strain = 0.0035
Maximum allowable stress in concrete = 0.48fck = 14.4 Mpa
(Clause 12.2.1(1), IRC:112-2011, page-120)
Maximum allowable stress in steel = 0.8fyk = 400 Mpa
(Clause 12.2.2, IRC:112-2011, page-120)

224
Total reinforcement provided = 2826 mm2
Effective depth "d" = 440 mm
Netral axis depth = x = 128.24 mm
CG of compressive force = 42.747 mm from most compressed surface
Now moment, M = (Stress in steel)x(area of steel)x(d-CG of compressive force) =

So, stress in steel = 219.62 Mpa OK, within permissible limit

Total force = 620.65 KN
Stress in concrete = 9.679 Mpa OK, within permissible limit

Crack width check:

Crack width, Wk = Sr.max(sm-cm) Where, Sr.max = Maximum crack spacing

sm = mean strain in the reinforcement under the relavant combination of loads
cm = mean strain in the concrete between cracks.

Now,

(Eq. 12.6, IRC:112-2011, page-125)

Where, sc = stress in the tension reinforcement = 219.62 Mpa
e = Es/Ecm = 6.25
fct.eff = mean value of tensile strength of concrete = 2.5 Mpa
.eff = As/Ac.eff Where, Ac.eff = Effective area of concrete in tension, surrounding
the reinforcement of depth h c.eff
Where, hc.eff = lesser of the followings
2.5(h-d);(h-x/3);or h/2

2=0 x
Where, A = level of steel centroid
B = Effective tension area, Ac.eff
h
1,2 = greater and lesser tensile strain
d
A

hc.eff

1
B

So, hc.eff = 150 mm

2
Ac.eff = 150000 mm
Now. eff = As/Ac.eff = 0.01884
kt = factor dependant on duration of the load may be taken as 0.5

225
Now in situations where spacing of bonded reinforcement within the tension zone is reasonably
close (i.e <=5(c+ /2)), the maximum crack spacing,

Where, = diameter of bar = 20 mm c = clear cover = 50 mm

k1 = co-efficient taking acount of bond properties of reinforcement = 0.8
k2 = co- efficient taking account of distribution of strain = 0.5
So,Sr.max = 350.467 mm
And, sm-cm = 0.000727
Minimum value of sm -cm = 0.000659
So, governing value of sm -cm = 0.000727

So, crack width, Wk = Sr.max(sm-cm) = 0.255 mm

Maximum crack width = 0.3 mm (Table 12.1, IRC:112-2011, page-122)
crack width within permissible limit

226
Summarized Reinforcement Detailing
(According to chapter 16, IRC:112-2011, page-171)
ABUTMENT SHAFT

2
Total vertical reinforcement provided = 7301 mm
2
Concrete area, Ac = 1200000 mm
2
Now, 0.0024Ac = 2880 mm < steel provided, OK
2
and 0.04Ac = 48000 mm >steel provided, OK

Horizontal Reinforcement provide 16 mm dia. @

150 mm c/c.
2
Total horizontal reinforcement provided = 1340 mm
2
Now 25% of vertical steel = 913 mm < steel provided, OK
(For one face)
2
and 0.001Ac = 1200 mm OK < steel provided, OK

Transverse reinforcement provided =

2
Now, 0.02Ac = 24000 mm
> steel provided,No transeverse reinforcement required

Vertical reinforcement provided =

25 mm dia @ 150 mm c/c.
Horizontal reinforcement provided =
16 mm dia @ 150 mm c/c.

227
FOUNDATION SLAB
Reinforcement of toe slab
Main reinforcement provided 25 mm dia. 125 mm c/c
2
Steel in 1m strip = 3925 mm
2
As.min =( 0.26fctm/fyk)btd= 1836.25 mm OK
2
or, 0.0013btd = 1836.25 mm OK
Reinforcement of heel slab
Main reinforcement provided 25 mm dia. 125 mm c/c
2
Steel in 1m strip = 3925 mm
2
As.min =( 0.26fctm/fyk)btd= 1836.25 mm OK
2
or, 0.0013btd = 1836.25 mm OK
Calculation of distrubution reinforcement
Top bar at toe slab 16 mm dia. 150 mm c/c
2
Steel in 1m strip = 1339.73333 mm OK
25% of main steel = 981.25
Bottom bar at heel slab 16 mm dia. 150 mm c/c
2
Steel in 1m strip = 1339.73333 mm OK
25% of main steel = 981.25
Transverse reinforcement provided at bottom and at top
16 mm dia. 150 mm c/c
2
Steel in 1m strip = 1339.73333 mm
OK
Provide surface reinforcement 16 mm dia. 4 Nos. each face
FINN WALL
Main reinforcement provided 20 mm dia. 125 mm c/c
Distributor reinforcement 12 mm dia. 125 mm c/c
OK
DIRT WALL
Provide main reinforcement 20 mm dia. 125 mm c/c
Distributor reinforcement 12 mm dia. 125 mm c/c
OK

228
 PIER DESIGN
CHAINAGE -95.500 KM
3X41.0 PSC T-GIRDER
IRANG RIVER

229
 ANALYSIS OF PIER

a) Superstructure:- FRL=240 m
At the proposed Bridge Site, the following data are available;
a) High Flood Level, HFL = 223.358 m
b) Lowest Bed Level, LBL = 218.500 m
At Pier Locations
Max. Scour Level = 207.948 m
Formation level = = 240.000 m
R.L. of carriageway at end of carriageway = 239.763 m
Depth of girder+deck slab at CL of carraigeway = 3.016 m
Thickness of cement concrete Wearing Coat = 0.065 m

b) Substructure:-
Pier
Level of bearings (near to median)= = 236.894 m
Height fo bearing= = 0.300 m
Height of pedestal= = 0.440 m
Top of Pier cap level = 236.154 m
Hence, 236.894 - 217.904 = 18.990 m
Height of frame at Pier locations = 18.990 m
Height of Pier with cap = 18.250 m Pile cap
Height of Pier shaft = 16.250 m

c) Foundation:-
E.G.L. at Pier = 220.298 m
The lowest E.G.L. at Pier = 220.298 m
Bottom pile cap at = 215.904 m
Height of pile cap = 2.000 m
Top of pile cap level = 217.904 m

LOAD CALCULATIONS
PERMANENT ACTIONS
Self Weight/Dead Load
Wt. of deck with girder = 10806.525 kN Weight of pier cap = = 1761.50 kN
Dead Load from super-structure = 10806.525 kN Weight of pier (Circular part) = = 1544.29 kN
Weight of pier (Straight part) = = 7150.00 kN
Total weight of pier = 8694.29 kN
Total weight of pile cap = = 10269.00 kN

VARIABLE GRAVITY LOAD TREATED AS PERMANENT LOAD

Super Imposed Dead Load (SIDL) (except surfacing)
Super Imposed Dead Load acting on pier =
Live load on Footpath = 492 kN
Wt. of Kerb = 230 kN
Wt. of Railing = 123 kN
Wt. of crash barrier = 676 kN
TOTAL SIDL LOAD = 1521 kN

Surfacing and Wearing Coat

Surfacing or loading due to cement concrete wearing coat on footpath = 230.40 kN
Surfacing or loading due to bituminous concrete wearing coat on carriageway = 556.44 kN
So, Total load of surfacing = 786.84 kN

VARIABLE ACTIONS
Vehicular Live Load

Carriageway Live load

(I) 2 lanes of Class-A
(II) 1 lane of 70R Tracked
(III) 1 lane of 70R Wheeled
(IV) 1 lane of Special Vehicle( 385 T)

230
1 Type of Loading = Class A train of vehicle.
A) One Span Loaded
Span, Le = 38.80 m Case - 1: One Lane / one span loaded.
Lc = 1.08 m Minimum Clearence = 150 mm
Expansion gap = 0.04 m Width of ground contact (In transverse direction) = 500 mm
Impact Factor = 1.101 Width of Footpath with crush barrier & kerb = 2500 mm
Width of carriageway = 9.50 m
Width of Footpath(only) = 500 mm
114 114 68 68 68 68 27 27 114
1.2 4.3 3 3 3 20 1.08
1.1 3.2

1.08 38.8 1.08

Rb Ra

2.9 1.8 0.5

7.25 eT 5.25

Maximum Reaction = Rb = 495.7 kN

And transverse eccentricity, wrt deck, eT = 3.45 m
And longitudinal eccentricity, wrt abutment, eL = 1.1 m

Case - 2: Two Lane / One span loaded.

Minimum clearence = 1200 mm between two outer edges of vehicle.
CG of Load
1.70
2.5 0.4 1.7 0.85 0.5
1.8 0.95

7.25 5.25
456
Maximum Reaction = 991.3 kN
And transverse eccentricity, wrt deck, eT = 1.70 m
And longitudinal eccentricity, wrt abutment, eL = 1.1 m

B) Both Span Loaded

Case - 3: One Lane / both span loaded.

CG of load = 40.71 m
68 68 27
68 68 27 114 114 68 68 68 68 27 27 114 114 68
2.2 3.0 3.0 20 1.1 3.2 2.10 3.0 3.0 3.0 20 1.1 3.2 1.2
3.0 1.2 4.3 0.0

1.08 38.8 1.10 1.10 38.8 1.08

Ra Rc
6.21 1.91

1176

CG calculation of load:
Taking moment with respect to the left most load, CG of load = 40.71 m
With above consideration, x = 6.21 m
Similarly, we have y = 1.91 m

In order to get the maximum pier reaction, we have place the loads in such a manner so that
the CG of the load passes through the centre line of the pier.

231
 68 68 27 68 68 68
68 27 114 114 1.09 68 27 27 114 114 68 68
2.2 3.0 20 3.2 0.81 3.0 3.0 20 1.1 3.2 1.2 4.3 3.01 -0.006
3.0 1.1 1.2 4.3 1.91

1.10

1.08 38.8 Ra 1.10 Rc 38.8 1.08

Rb Rd
1176

Maximum reaction, RA = 361.5 kN

Similarly, max. reaction, RC = 283.0 kN
R = Total Pier reaction = RA+RC = 644.5 kN
And transverse eccentricity, wrt deck, eT = 3.45 m
And longitudinal eccentricity, wrt pier, eL = 0.13 m

Case - 4: Two Lane / both span loaded.

R = Total Pier reaction = RA+RC = 1289.1 kN
And transverse eccentricity, eT = 1.70 m
And longitudinal eccentricity, eL = 0.13 m

II Type of Loading = IRC class 70R Tracked

A) One Span Loaded
Case - 1: 70R Tracked
Span, Le = 38.8 m Minimum Clearence = 1200 mm
Lc = 1.08 m Width of ground contact = 840 mm
Expansion gap = 0.04 m Width of footpath with kerb & crash barrier = 2500 mm
Impact factor = 1.1 Width of carriageway = 9.50 m
700/4.57 = 153.17 kN/m Width of Footpath(only) = 500 mm
4.57

1.08 38.8 1.08

Rb Ra
70R Tracked Loading 2.10
350 350

2.5 1.2 1.22 0.5

0.84 0.84

7.25 5.25
700
Maximum Reaction for 70R Tracked = Rb = 725.8 kN
Hence,Total Reaction Rb = 725.8 kN

And transverse eccentricity, wrt deck, eT = 2.10 m

And longitudinal eccentricity, wrt abutment, eL = 1.1 m

B) Both Span Loaded

Case - 2: 70R Tracked
In order to get the maximum pier reaction, we have place the loads in such a manner so that the CG
of the load passes through the centre line of the pier.

232
 153.17 kN/m
4.57

1.08 38.8 1.1 1.1 38.8 1.08

Rb Ra Rc

Since, the loading is symmetrical

Maximum reaction, RA = 384.58 kN
Similarly, max. reaction, RC = 384.58 kN
R = Total Pier reaction = RA+RC = 769.16 kN
Hence,Total Reaction R = 769.2 kN

And transverse eccentricity, wrt deck, eT = 2.10 m

And longitudinal eccentricity, wrt pier, eL = 0.000 m

III Type of Loading = IRC 70 R Wheel

A) One Span Loaded
Case - 1: 70 R Wheel
Span, Le = 38.8 m Minimum Clearence = 1200 mm
Lc = 1.08 m Width of ground contact = 860 mm
Expansion gap = 0.04 m Width of footpath with kerb & crash barrier = 2500 mm
Impact factor = 1.101 Width of carriageway = 9.5 m
Width of Footpath(only) = 500 mm
170 170 170 170 120 120 80
1.37 3.05 1.37 2.13 1.52 3.96 26.48

1.08 38.80 1.08

Rb Ra
Maximum reaction = Rb = 986.25 kN
Hence,Total Reaction Rb = 986.25 kN
max longitudinal eccentricity = eL = 1.10 m
70R Wheeled Loading
170 170

2.5 1.2 0.86 0.86 0.5

1.07

7.25 5.25
340
max transverse eccentricity = eT = 2.155 m

B. Both span loaded : 70 R Wheel

29.98
170 170
80 120 120 170 170 170 170 80 120 120 170 170
11.5 3.96 2.13 1.37 3.05 1.37 30 3.96 2.13 1.37 3.05 1.37 11.50
1.52 13.9 13.9 1.52

1.08 Rb 1.1 1.1 2.68 0.48 1.08

38.8 Ra Rc 38.8

2000
CG calculation of load: 2.7

Taking moment with respect to the left most load, CG of load = 29.98 m
With above consideration, x = 2.68 m
Similarly, we have y = 0.48 m

233
 29.98 170
80 120 120 170 170 170 80 120 120 170 170 170 170
9.92 3.96 2.13 1.37 3.05 1.37 16.58 13.42 3.96 2.13 1.37 3.05 1.37
1.52 15.48 12.32 1.52

1.08 38.8 1.1 1.1 38.8 1.08

Rb Rc Ra
2000
Maximum reaction, RA 584.55 kN
Similarly, max. reaction, RC = 516.45 kN
R = Total Pier reaction = RA+RC = 1101.00 kN
Hence,Total Reaction R = 1101.00 kN
And transverse eccentricity, wrt deck, eT = 2.16 m
And longitudinal eccentricity, wrt pier, eL = 0.068 m

4 Type of Loading = IRC Class SV Loading : Special Multi Axel Hydraulic Trailer Vehicle
(AMENDMENT TO IRC:6-2014, AMENDMENT NO.1_CLAUSE 204.5)

A) One Span Loaded

Case - 1: IRC Class SV Loading
Span, Le = 38.8 m Minimum Clearence = -
Lc = 1.08 m Width of ground contact = 156 mm
Expansion gap = 0.04 m Width of crash barrier = 2500 mm
Impact factor = 1 Width of carriageway = 10 m

18t 18t 18t 18t 18t 18t 18t 18t 18t 18t 18t 18t 18t 18t 18t 18t 18t 18t 18t 18t 9.5t 9.5t 6t
5.389 1.37 3.541 -0.341

1.080 38.8 1.080

Rb Ra

Loading= 20 nos. of wheels each 180 KN @ c/c 1.5 m for 28.5 M Span.
so,(28.5/1.5+1)= 20
hence for, 40.96 m Sapn = 20 no. of wheels

Maximum reaction = Rb = 2299 kN

Hence,Total Reaction Rb = 2299 kN
max longitudinal eccentricity = eL = 1.10 m

B) Both Span Loaded

18t 18t 18t 18t 18t 18t 18t 18t 18t 18t 18t 18t 18t 18t 18t 18t 18t 18t 18t 18t 9.5t 9.5t 6t
5.389 1.37 3.2 15.341

1.080
38.8 2.20 38.8 1.08
Rb Ra Rc Rd
Loading= 20 nos. of wheels each 180 KN @ c/c 1.5 m for 28.5 M Span.
so,(28.5/1.5+1)= 20
Total loading = 3600 KN
Spacing of loads= 1.5 m centre to centre
No. of wheels per span = 10 ( for maximum reaction)
Maximum reaction = Rc = 1604.7 kN
Ra = 280.7 kN
Total = 1885.4 kN
Hence,Total Reaction Rb = 1885.4 kN
max longitudinal eccentricity = eL = 0.77 m

0.3

0.403
0.244 0.506 0.244
7.25 5.25

max transverse eccentricity = eT = 0.30 m (AMENDMENT TO IRC:6-2014, AMENDMENT NO.1_CLAUSE 204.5.3)

234
CWLL Load on Pier

Load due Load due to Reaction eL eL eL eT ML MT

to main additional (KN) (m) (m) (m) (m) (KN-m) (KN-m)
sl. No. Live Load Case
wheel wheel

1 2 3 4 5 6 7 8 9 10
(col 4 x col 6) (col 4 x col 8) +
Class A 70R SV Class A 70R SV + (col 5 x col (col 5 x col 8)
For Class-A 7)

1 One lane / one span loaded 668 0 495.65 1.10 3.450 545.22 1710.00
2 Two lane / one span loaded 1336 0 991.31 1.10 1.700 1090.44 1685.22
3 One lane / Both span loaded 1176 0 644.55 0.13 3.450 86.39 2223.70
4 Two lane / Both span loaded 2352 0 1289.10 0.13 1.700 172.78 2191.47
For IRC class 70R Tracked
5 One span loaded 700 0 725.82 1.100 2.100 798.40 1524.22
6 Both span loaded 700 0 769.16 0.000 2.100 0.00 1615.23
For IRC class 70R Wheeled
7 One span loaded 1000 0 986.25 1.100 2.155 1084.88 2125.37
8 Both span loaded 1000 0 1101.00 0.068 2.155 74.91 2372.66
For IRC SV
9 One lane / one span loaded 3850 0 2299.06 1.10 0.300 2528.96 689.72
10 One lane / Both span loaded 3850 0 1885.40 0.77 0.300 1456.46 565.62

Longitudinal forces
1 Calculation of Braking Forces
Caused by braking of vehicles ……. (Ref. cl. 211 of IRC 6-2014, page-37)
Case - I Case - II Case - III Case - IV Case - V Case - VI Case - VII Case - VIII
Braking force line of action
70R Wh. 70R Wh.
Class A - 70R Tr. - 70R Tr.- Load - - Two SV One
Class A - two SV One
Two lane / Two Lane , two lane / Two lane / lane /
1.2m Lane both lane / Both
one span one span Both span Lane , Both one span
span loaded span loaded
loaded loaded loaded one span span loaded
loaded loaded

a Total Load kN = 1336 2352 700 700 1000 1000 3850 3850
b Braking force Fh kN = 267.2 470.4 140.0 140.0 200.0 200.0 0 0
c Each side Fh kN = 267.2 470.4 140.0 140.0 200.0 200.0 0.0 0.0
d Bearing forces at bearing level μ(Rg + Rq) = kN = 353.9 362.9 324.2 324.2 324.2 324.2 393.2 380.8
e ThickNess of wearing coat m = 0.065 0.065 0.065 0.065 0.065 0.065 0.065 0.065
f Ht. of Braking force act above bearing m = 4.490 4.490 4.490 4.490 4.490 4.490 4.490 4.490
g Moment at bearing level kN-m = 1199.73 2112.10 628.60 628.60 898.00 898.00 0.00 0.00
h Reaction as push/pull (+/-) kN = 30.92 54.44 16.20 16.20 23.14 23.14 0.00 0.00
i For moment at pier base, lever arm m = 18.990 18.990 18.990 18.990 18.990 18.990 18.990 18.990
j Longitudinal moment at pier base kN-m = 6721.22 6890.88 6156.48 6156.48 6156.48 6156.48 7466.25 7230.59

Type of bearing at support = Pot cum PTFE

At pier = Pot Bearing
As per IRC 6-2014 Clause-211.5.1 μ= 0.03
Longitudinal forces at Bearing level = Fh - μ(Rg + Rq) = -86.73 107.53 -184.20 -184.20 -124.20 -124.20 -393.17 -380.76
Maximum of {
Fh /2 + μ(Rg + Rq) = 487.53 598.07 394.20 394.20 424.20 424.20 393.17 380.76
Hence longitudinal force = 487.53 598.07 394.20 394.20 424.20 424.20 393.17 380.76

235
236
237
Calculation of WIND LOAD
a Wind Force on superstructure:
i. Transverse wind force (FT) :
Solid area (A1) = Exposed area in Transverse direction = 169.125 m2
FT = Area x Pz x G x CD = 517 kN
ii. Longitudinal wind force (FL) :
FL = 25% of transverse wind force = 129.27 kN
iii. Vertical wind load (FV) :
Plan area (A3) = 512.5 m2
Lift Coefficient (CL) = 0.75
FV = Area x pz x G x CL = 603 kN
b Wind force on live load:
as per clause 209.3.7 of IRC: 6, 2014, bridge shall not be considered to carry any live load if the basic wind velocity exceeds 36m/sec

c Wind force on Substructure:

Pier Cap Velocity Of Wind
i. Transverse wind force: Position Direction vert. comp. Hortz. Comp.
Exposed area = 6.60 m2 kN kN
Super
Transverse wind force = 8.3 kN structure Transverse 602.67 517.09
ii. Longitudinal Wind Force: Longitudinal 129.27
Exposed area = 22.8 m2
Transverse wind force = 28.5 kN Live load Transverse 0.00 0.00
Pier Shaft Longitudinal 0.00
i. Transverse wind force:
Sub structure 0.00
Exposed area = 42.5 m2 (pile cap) Transverse 4.14
Transverse wind force = 53.3 kN Longitudinal 14.27
ii. Longitudinal Wind Force:
Exposed area = 113.3 m2 Sub structure Transverse 0.00
26.65
Transverse wind force = 142.2 kN (pier shaft) Longitudinal 71.08

ACCIDENTAL ACTIONS
Seismic Hazards
Seismic Zone of bridge location = V
Zone factor, Z = 0.36 (Table 6, IRC:6-2014, page-51)
Seismic importance factor of the structure I = 1.20 (Table 8, IRC:6-2014, page-56)
Average response acceleration co-efficient (Sa/g) = 2.50 (Clause 219.5.1, IRC:6-2014, page-55)
Where R is response reduction factor to be
Horizontal seismic co-efficient Ah (Z/2)X (I)X(Sa/g)/R = 0.54 /R
considered
Is ductile detailing to be done ? Yes
Value of R for sub-structure = 3
Hence horizontal seismic co-efficient (Ah) for sub-structure = 0.180
Horizontal seismic force, Feq = Ah.(Dead Load+Appropriate Live Load)

Seismic force due to dead load

(Inertia loads due to self-mass generated in bridge structure by ground acceleration)

A. Seismic on Superstructure:
Dead Load from super-structure and SIDL without surfacing = = 12327.53 KN
C.G. of Deck from girder bottom = 1.688 m
Design Horizontal Seismic coefficient Ah = 0.180
Seismic force in longitudinal direction Fh= Ah x (Total Dead Load)= 2218.95 KN
Seismic force in longitudinal direction taken by one support Fh = 2218.95 KN ………r1
Acting at RL = 238.58 m
Lever arm for moment at bearing level = 1.688 m
Longitudinal moment at bearing level = 3745.60 KN-m
Vertical pull-push effect due to Horizontal seismic force = 48.27 KN
Lever arm for moment at pier base = 18.990 m
Longitudinal moment at pier base = 42137.95 KN-m ……..Mz

238
239
Horizontal seismic force in transeverse direction = Fh = 2218.955 KN ………..r2
Acting at RL = 238.582 m
Lever arm for moment at pier base = 18.990 m
Transeverse moment at pier base = 42137.946 KN-m ……Mx
Vertical component of seismic force = 1479.303 KN ………r3 (Clause 219.3, IRC:6-2014, page-51)
Combination of force components …….(Clause 219.4, IRC:6-2014, page-51)
Design force in longitudinal direction = r1 + 0.3r2 + 0.3r3 = 3328.432 KN
Design force in transeverse direction = 0.3r1 + r2 + 0.3r3 = 3328.432 KN
Design force in vertical direction = 0.3r1 + 0.3r2 + r3 = 2810.676 KN
Design longitudinal moment at Pier-base = Mz + 0.3Mx = 54779.330 KN-m
Design transeverse moment at Pier-base = 0.3Mz + Mx = 54779.330 KN-m

Design longitudinal moment at pile cap-base = Mz + 0.3Mx = 60548.611 KN-m

Design transeverse moment at pile cap-base = 0.3Mz + Mx = 60548.611 KN-m

B. Seismic on Sufacing:
Surfacing or load due to wearing coat = 786.842 KN
C.G. of wearing coat from girder bottom = 3.258 m
Design Horizontal Seismic coefficient Ah = 0.180
Seismic force in longitudinal direction Fh= Ah x (Total Dead Load) = 141.631 KN
Seismic force in longitudinal direction taken by one support Fh = 141.631 KN ………r1
Acting at RL = 240.152 m
Lever arm for moment at bearing level = 3.258 m
Longitudinal moment at bearing level = 461.360 KN-m
Vertical pull-push effect due to Horizontal seismic force = 5.946 KN
Lever arm for moment at pier base = 18.990 m
Longitudinal moment at pier base = 2689.582 KN-m ……..Mz
Horizontal seismic force in transeverse direction = Fh = 141.631 KN ………..r2
Acting at RL = 240.152 m
Lever arm for moment at pier base = 18.990 m
Transeverse moment at pier base = 2689.582 KN-m ……Mx
Vertical component of seismic force = 94.421 KN ………r3 (Clause 219.3, IRC:6-2014, page-51)
Combination of force components …….(Clause 219.4, IRC:6-2014, page-51)
Design force in longitudinal direction = r1 + 0.3r2 + 0.3r3 = 212.447 KN
Design force in transeverse direction = 0.3r1 + r2 + 0.3r3 = 212.447 KN
Design force in vertical direction = 0.3r1 + 0.3r2 + r3 = 179.400 KN
Design longitudinal moment = Mz + 0.3Mx = 3496.457 KN-m
Design transeverse moment = 0.3Mz + Mx = 3496.457 KN-m

Design longitudinal moment at pile cap base = Mz + 0.3Mx = 3864.698 KN-m

Design transeverse moment at pile cap base = 0.3Mz + Mx = 3864.698 KN-m

C. Seismic on Pier Cap:

CG of the pier cap from top of pile cap = 17.260 m
Longitudinal seismic force = A_h x W_cap = 317.070 KN ……….r1
Acting at RL = 235.164 m RL
Longitudinal moment = 5472.628 KN-m ……..Mz
Transverse seismic = A_h x W_cap = 317.070 KN ……….r2
Acting at RL = 235.164 m RL
Transeverse moment = 5472.628 KN-m ……..Mx
Vertical component of seismic force = 211.380 KN ………r3 (Clause 219.3, IRC:6-2014, page-51)
Combination of force components …….(Clause 219.4, IRC:6-2014, page-51)
Design force in longitudinal direction = r1 + 0.3r2 + 0.3r3 = 475.605 KN
Design force in transeverse direction = 0.3r1 + r2 + 0.3r3 = 475.605 KN
Design force in vertical direction = 0.3r1 + 0.3r2 + r3 = 401.622 KN
Design longitudinal moment = Mz + 0.3Mx = 7114.417 KN-m
Design transeverse moment = 0.3Mz + Mx = 7114.417 KN-m

240
 D. Seismic on Pier :
CG of the pier from top of pile cap = 8.125 m
Longitudinal seismic force = A_h x W_Pier = 1564.970 KN ……….r1
Acting at RL = 226.029 m RL
Longitudinal moment = 12715.381 KN-m ……..Mz
Transverse seismic = A_h x W_Pier = 1564.970 KN ……….r2
Acting at RL = 226.029 m RL
Transeverse moment = 12715.381 KN-m ……..Mx
Vertical component of seismic force = 1043.313 KN ………r3 (Clause 219.3, IRC:6-2014, page-51)
Combination of force components …….(Clause 219.4, IRC:6-2010, page-51)
Design force in longitudinal direction = r1 + 0.3r2 + 0.3r3 = 2347.455 KN
Design force in transeverse direction = 0.3r1 + r2 + 0.3r3 = 2347.455 KN
Design force in vertical direction = 0.3r1 + 0.3r2 + r3 = 1982.295 KN
Design longitudinal moment = Mz + 0.3Mx = 16529.996 KN-m
Design transeverse moment = 0.3Mz + Mx = 16529.996 KN-m

E. Seismic on pile cap :

CG of the pile cap from bottom of pile cap = 1.000 m
Longitudinal seismic force = A_h x W_pile cap = 1848.420 KN ……….r1
Acting at RL = 216.904 m RL
Longitudinal moment = 1848.420 KN-m ……..Mz
Transverse seismic = A_h x W_pile cap = 1848.420 KN ……….r2
Acting at RL = 216.904 m RL
Transeverse moment = 1848.420 KN-m ……..Mx
Vertical component of seismic force = 1232.280 KN ………r3 (Clause 219.3, IRC:6-2014, page-51)
Combination of force components …….(Clause 219.4, IRC:6-2014, page-51)
Design force in longitudinal direction = r1 + 0.3r2 + 0.3r3 = 2772.630 KN
Design force in transeverse direction = 0.3r1 + r2 + 0.3r3 = 2772.630 KN
Design force in vertical direction = 0.3r1 + 0.3r2 + r3 = 2341.332 KN
Design longitudinal moment = Mz + 0.3Mx = 2402.946 KN-m
Design transeverse moment = 0.3Mz + Mx = 2402.946 KN-m

F. Seismic on carriageway live load …….(Clause 219.5.2, IRC:6-2014, page-55)

(Inertia loads due to mass of vehicular live load)

20% Reaction Ah Transverse Acting RL Lever arm Transver vertical

(KN) seismic at (+1.20) at Pier se force
Live Load Case force, base moment compone
at pier nt
sl. No. vase
For Class-A Class A 70R
1 One lane / one span loaded 90.04 0.180 16.21 241.20 23.30 377.55 251.70
2 Three lane / one span loaded 180.07 0.180 32.41 241.20 23.30 755.10 503.40
3 One lane / Both span loaded 117.08 0.180 21.08 241.20 23.30 490.97 327.31
4 Three lane / Both span loaded 234.17 0.180 42.15 241.20 23.30 981.94 654.62
For IRC class 70R Tracked
5 One span loaded 131.97 0.180 23.75 241.20 23.30 553.37 368.92
6 Both span loaded 139.85 0.180 25.17 241.20 23.30 586.42 390.94
For IRC class 70R Wheeled
7 One span loaded 179.16 0.180 32.25 241.20 23.30 751.25 500.83
8 Both span loaded 200.00 0.180 36.00 241.20 23.30 838.66 559.10
IRC CLASS SV LOADING
9 Two lane / one span loaded 0 0.180 0 241.20 23.30 0.00 0.00
10 Two lane / Both span loaded 0 0.180 0 241.20 23.30 0.00 0.00

241
 All the actions at pier base analised above are summarised bellow, loads are in KN
Sl.NO LOAD DESCRIPITION V HL HT LA ML MT
A PERMANENT LOADS
i Dead Load from super-structure 10806.53
ii Self weight of Pier Cap 1761.50
iii Self weight of pier 8694.29
VARIABLE GRAVITY TREATED AS PERMANENT
i SIDL except surfacing 1521.00
ii Surfacing 786.84
B VARIABLE LOAD
Carriageway Live Load
a For Class-A
i One lane / one span loaded 495.65 545.22 1710.00
ii Two lane / one span loaded 991.31 1090.44 1685.22
iii One lane / Both span loaded 644.55 86.39 2223.70
iv Two lane / Both span loaded 1289.10 172.78 2191.47
b For IRC class 70R Tracked
i One span loaded 725.82 798.40 1524.22
ii Both span loaded 769.16 0.00 1615.23
c For IRC class 70R Wheeled
i One span loaded 986.25 1084.88 2125.37
ii Both span loaded 1101.00 74.91 2372.66
d For IRC SV
i One lane / one span loaded 2299.06 2528.96 689.72
ii One lane / Both span loaded 1885.40 1456.46 565.62
Braking /Friction Force
a For Class-A
i One lane / one span loaded 30.92 357.60 18.990 6790.74
ii Two lane / one span loaded 54.44 487.53 18.990 9258.29
iii One lane / Both span loaded 30.92 383.00 18.990 7273.09
iv Two lane / Both span loaded 54.44 598.07 18.990 11357.33
b For IRC class 70R Tracked
i One span loaded 16.20 394.20 18.990 7485.78
ii Both span loaded 16.20 394.20 18.990 7485.78
c For IRC class 70R Wheeled
i One span loaded 23.14 424.20 18.990 8055.48
ii Both span loaded 23.14 424.20 18.990 8055.48
d For IRC SV
i One lane / one span loaded 0.00 393.17 18.990 7466.25
ii One lane / Both span loaded 0.00 380.76 18.990 7230.59
WIND LOAD
Wind load from super-structure 602.67 129.27 517.09 20.17 2607.83 10431.32
Wind load from sub-structure 0.00 30.79 85.34 9.13 280.98 778.77
SEISMIC EFFECTS
on superstructure except surfacing 2810.68 3328.43 3328.43 54779.33 54779.33
on pier cap 401.62 475.61 475.61 7114.42 7114.42
on pier 1982.30 2347.46 2347.46 16530.00 16530.00
On surfacing/ wearing coat 179.40 212.45 212.45 3496.46 3496.46
Vertical push-pull 54.21
for Live load
For Class-A
One lane / one span loaded 251.70 16.21 23.30 377.55
Three lane / one span loaded 503.40 32.41 23.30 755.10
One lane / Both span loaded 327.31 21.08 23.30 490.97
Three lane / Both span loaded 654.62 42.15 23.30 981.94
For IRC class 70R Tracked
One span loaded 368.92 23.75 23.30 553.37
Both span loaded 390.94 25.17 23.30 586.42
For IRC class 70R Wheeled
One span loaded 500.83 32.25 23.30 751.25
Both span loaded 559.10 36.00 23.30 838.66
HYDRAULIC LOAD
Water current force on shaft 0.00 40.87 0.00 0.00
Buoyant force on shaft 1693.04

242
 Load combination at bottom of pile cap level
Sl.NO LOAD DESCRIPITION V HL HT LA ML MT
A PERMANENT LOADS
i Dead Load from super-structure 10806.53
ii Self weight of Pier Cap 1761.50
iii Self weight of pier 8694.29
iv Self weight of pile cap 10269.00
VARIABLE GRAVITY TREATED AS PERMANENT
i SIDL except surfacing 1521.00
ii Surfacing 786.84
B VARIABLE LOAD
Carriageway Live Load
a Class-A
i One lane / one span loaded 450.18 495.20 1553.13
ii Two lane / one span loaded 900.37 990.40 1530.63
iii One lane / Both span loaded 585.42 78.46 2019.71
iv Two lane / Both span loaded 1170.84 156.93 1990.44
b For IRC class 70R Tracked
i One span loaded 659.83 725.82 1385.65
ii Both span loaded 699.23 0.00 1468.39
c For IRC class 70R Wheeled
i One span loaded 895.78 985.36 1930.40
ii Both span loaded 1000.00 68.04 2155.00
d For IRC SV
i One lane / one span loaded 2299.06 2528.96 689.72
ii One lane / Both span loaded 1885.40 1456.46 565.62
Braking / Friction Force
a Class-A
i One lane / one span loaded 30.92 357.60 20.99 7505.93
ii Two lane / one span loaded 54.44 487.53 20.99 10233.36
iii One lane / Both span loaded 30.92 383.00 20.99 8039.08
iv Two lane / Both span loaded 54.44 598.07 20.99 12553.46
b For IRC class 70R Tracked
i One span loaded 16.20 394.20 20.99 8274.17
ii Both span loaded 16.20 394.20 20.99 8274.17
c For IRC class 70R Wheeled
i One span loaded 23.14 424.20 20.99 8903.87
ii Both span loaded 23.14 424.20 20.99 8903.87
d For IRC SV
i One lane / one span loaded 0.00 393.17 20.99 8252.58
ii One lane / Both span loaded 0.00 380.76 20.99 7992.10
THERMAL LOAD
i Temperature variation effect 0.00 2.00 0.00
WIND LOAD
Wind load from super-structure 602.67 129.27 517.09 22.17 2866.38 11465.51
Wind load from sub-structure 30.79 85.34 11.13 342.57 949.45
SEISMIC EFFECTS
on superstructure except surfacing 3513.34 4160.54 4160.54 75685.76 75685.76
on pier cap 502.03 594.51 594.51 9923.50 9923.50
on pier 2477.87 2934.32 2934.32 25748.65 25748.65
On surfacing/ wearing coat 224.25 265.56 265.56 4830.87 4830.87
on pile cap 2926.67 3465.79 3465.79 3003.68 3003.68
Vertical Push-Pull 67.77
for Live load
For Class-A
One lane / one span loaded 314.62 20.26 25.30 512.45
Three lane / one span loaded 629.25 40.52 25.30 1024.91
One lane / Both span loaded 409.14 26.34 25.30 666.40
Three lane / Both span loaded 818.28 52.69 25.30 1332.80
For IRC class 70R Tracked
One span loaded 461.14 29.69 25.30 751.10
Both span loaded 488.68 31.47 25.30 795.95
For IRC class 70R Wheeled
One span loaded 626.04 40.31 25.30 1019.68
Both span loaded 698.88 45.00 25.30 1138.32
HYDRAULIC LOAD
Water current force on shaft 0.00 40.87 4.73 0.00 193.20
Buoyant force on pile cap 4107.60

243
 LOAD COMBINATION FOR PIER SHAFT BASE (For Ultimate Limit State)

Loads V ML MT HL HT
Dead Load 21262.31 0.00 0.00 0.00 0.00
SIDL 1521.00 0.00 0.00 0.00 0.00
Surfacing 786.84 0.00 0.00 0.00 0.00
Class A(3L/1S) LL1 991.31 1090.44 1685.22 0.00 0.00
Class A(3L/BS) LL2 1289.10 172.78 2191.47 0.00 0.00
70R Tr.1L+CL-A 1L(1S) LL3 725.82 798.40 1524.22 0.00 0.00
70R Tr.1L+CL-A 1L(BS). LL4 769.16 0.00 1615.23 0.00 0.00
70R Wh.1L+CL-A 1L(1S) LL5 986.25 1084.88 2125.37 0.00 0.00
70R Wh.1L+CL-A 1L(BS) LL6 1101.00 74.91 2372.66 0.00 0.00
Class SV(1S) LL7 2299.06 2528.96 689.72 0.00 0.00
Class SV(BS) LL8 1885.40 1456.46 565.62 0.00 0.00
BrakingClass A(3L/1S) LL1 54.44 9258.29 0.00 487.53 0.00
BrakingClass A(3L/BS) LL2 54.44 11357.33 0.00 598.07 0.00
Braking70R Tr.1L+CL-A 1L(1S) LL3 16.20 7485.78 0.00 394.20 0.00
Braking70R Tr.1L+CL-A 1L(BS). LL4 16.20 7485.78 0.00 394.20 0.00
Braking70R Wh.1L+CL-A 1L(1S) LL5 23.14 8055.48 0.00 424.20 0.00
Braking70R Wh.1L+CL-A 1L(BS) LL6 23.14 8055.48 0.00 424.20 0.00
Friction Class SV(1S) LL7 0.00 7466.25 0.00 393.17 0.00
Friction Class SV(BS) LL8 0.00 7230.59 0.00 380.76 0.00
Dead Load Seismic 5428.21 81920.20 0.00 6363.94 0.00
Seismic Class A(3L/1S) LL1 503.40 0.00 755.10 0.00 32.41
Seismic Class A(3L/BS) LL2 654.62 0.00 981.94 0.00 42.15
Seismic 70R Tr.1L+CL-A 1L(1S) LL3 368.92 0.00 553.37 0.00 23.75
Seismic 70R Tr.1L+CL-A 1L(BS). LL4 390.94 0.00 586.42 0.00 25.17
Seismic 70R Wh.1L+CL-A 1L(1S) LL5 500.83 0.00 751.25 0.00 32.25
Seismic 70R Wh.1L+CL-A 1L(BS) LL6 559.10 0.00 838.66 0.00 36.00
Wind load 602.67 2888.82 11210.09 160.07 602.44
Water Current force -1693.04 0.00 0.00 0.00 40.87

NON-SEISMIC CASE

A HFL / DRY CONDITION B HFL / DRY CONDITION WIND C ONE SPAN DISLODGED CASE
DL+SIDL+Surfacing+/-WL+WCF DL+SIDL+Surfacing+WCF
DL+SIDL+Surfacing+LL+Br. LL+WCF
Loads FOS Loads FOS Loads FOS
Dead Load 1.35 Dead Load 1.35 Dead Load 1.35
SIDL 1.35 SIDL 1.35 SIDL 1.35
Surfacing 1.75 Surfacing 1.75 Surfacing 1.75
LL 1.50 LL 1.50 Water Current force 1
Braking LL 1.15 Wind load 1.50
Water Current force 1.00 Water Current force 1.00
Special vehicle 1.0 Special vehicle 1.0
SEISMIC CASE

A HFL / DRY CONDITION ` B ONE SPAN DISLODGED CASE

DL+SIDL+Surfacing+LL+Br. LL+Sis. DL+SIDL+Surfacing+WCF (Non-
LL+WCF+DL SEISMIC seismic/Seismic)
Loads FOS Loads FOS
Dead Load 1 Dead Load 1.35
SIDL 1 SIDL 1.35
Surfacing 1 Surfacing 1.75
LL 0.2 Water Current force 1
Braking LL 0.2 DL Seismic 1.5
Seismic LL 1.5
DL Seismic 1.5
WCF 1

244
 Vu MLu MTu HLu Htu
1 DL+SIDL+Surfacing+LL1+Braking LL1+WCF 31990.96 12282.68 2527.83 560.67 40.87
2 DL+SIDL+Surfacing+LL2+Braking LL2+WCF 32437.65 13320.09 3287.20 687.78 40.87
3 DL+SIDL+Surfacing+LL3+Braking LL3+WCF 31548.76 9806.24 2286.32 453.33 40.87
4 DL+SIDL+Surfacing+LL4+Braking LL4+WCF 31613.77 8608.64 2422.84 453.33 40.87
HFL Condition 5 DL+SIDL+Surfacing+LL5+Braking LL5+WCF 31947.40 10891.11 3188.06 487.83 40.87
Non Seismic 6 DL+SIDL+Surfacing+LL6+Braking LL6+WCF 32119.52 9376.17 3558.98 487.83 40.87
7 DL+SIDL+Surfacing+LL7+Braking LL7+WCF 32740.46 2528.96 689.72 0.00 40.87
8 DL+SIDL+Surfacing+LL8+Braking LL8+WCF 32326.80 1456.46 565.62 0.00 40.87
9 DL+SIDL+Surfacing+LL1+Braking LL1+WCF+WL(UP) 31086.95 16615.91 19342.96 800.76 944.53
10 DL+SIDL+Surfacing+LL2+Braking LL2+WCF+WL(UP) 31533.65 17653.31 20102.33 927.88 944.53
11 DL+SIDL+Surfacing+LL3+Braking LL3+WCF+WL(UP) 30644.75 14139.46 19101.45 693.42 944.53
12 DL+SIDL+Surfacing+LL4+Braking LL4+WCF+WL(UP) 30709.76 12941.87 19237.97 693.42 944.53
13 DL+SIDL+Surfacing+LL5+Braking LL5+WCF+WL(UP) 31043.39 15224.34 20003.19 727.92 944.53
14 DL+SIDL+Surfacing+LL6+Braking LL6+WCF+WL(UP) 31215.51 13709.39 20374.11 727.92 944.53
15 DL+SIDL+Surfacing+LL1+Braking LL1 33684.01 12282.68 2527.83 560.67 0.00
16 DL+SIDL+Surfacing+LL2+Braking LL2 34130.70 13320.09 3287.20 687.78 0.00
17 DL+SIDL+Surfacing+LL3+Braking LL3 33241.80 9806.24 2286.32 453.33 0.00
18 DL+SIDL+Surfacing+LL4+Braking LL4 33306.81 8608.64 2422.84 453.33 0.00
19 DL+SIDL+Surfacing+LL5+Braking LL5 33640.44 10891.11 3188.06 487.83 0.00
DRY Condition
Non Seismic

20 DL+SIDL+Surfacing+LL6+Braking LL6 33812.56 9376.17 3558.98 487.83 0.00

21 DL+SIDL+Surfacing+LL7 34433.50 2528.96 689.72 0.00 0.00
22 DL+SIDL+Surfacing+LL8 34019.84 1456.46 565.62 0.00 0.00
23 DL+SIDL+Surfacing+LL1+Braking LL1+WL(UP) 32780.00 16615.91 19342.96 800.76 903.66
24 DL+SIDL+Surfacing+LL2+Braking LL2+WL(UP) 33226.69 17653.31 20102.33 927.88 903.66
25 DL+SIDL+Surfacing+LL3+Braking LL3+WL(UP) 32337.79 14139.46 19101.45 693.42 903.66
26 DL+SIDL+Surfacing+LL4+Braking LL4+WL(UP) 32402.80 12941.87 19237.97 693.42 903.66
27 DL+SIDL+Surfacing+LL5+Braking LL5+WL(UP) 32736.43 15224.34 20003.19 727.92 903.66
28 DL+SIDL+Surfacing+LL6+Braking LL6+WL(UP) 32908.55 13709.39 20374.11 727.92 903.66
29 DL+SIDL+Surfacing+LL1+Br. LL1+Sis. LL1+WCF+DL SEISMIC 30228.57 124950.04 337.04 9643.42 40.87
HFL Condition

30 DL+SIDL+Surfacing+LL2+Br. LL2+Sis. LL2+WCF+DL SEISMIC 30288.13 125186.32 438.29 9665.52 40.87

Seismic

31 DL+SIDL+Surfacing+LL3+Br. LL3+Sis. LL3+WCF+DL SEISMIC 30167.83 124537.13 304.84 9624.75 40.87

32 DL+SIDL+Surfacing+LL4+Br. LL4+Sis. LL4+WCF+DL SEISMIC 30176.49 124377.45 323.05 9624.75 40.87
33 DL+SIDL+Surfacing+LL5+Br. LL5+Sis. LL5+WCF+DL SEISMIC 30221.30 124708.37 425.07 9630.75 40.87
34 DL+SIDL+Surfacing+LL6+Br. LL6+Sis. LL6+WCF+DL SEISMIC 30244.25 124506.38 474.53 9630.75 40.87
35 DL+SIDL+Surfacing+LL1+Br. LL1+Sis. LL1+DL SEISMIC 31921.61 124950.04 337.04 9643.42 0.00
DRY Condition

36 DL+SIDL+Surfacing+LL2+Br. LL2+Sis. LL2+DL SEISMIC 31981.17 125186.32 438.29 9665.52 0.00

Seismic

37 DL+SIDL+Surfacing+LL3+Br. LL3+Sis. LL3+DL SEISMIC 31860.87 124537.13 304.84 9624.75 0.00

38 DL+SIDL+Surfacing+LL4+Br. LL4+Sis. LL4+DL SEISMIC 31869.54 124377.45 323.05 9624.75 0.00
39 DL+SIDL+Surfacing+LL5+Br. LL5+Sis. LL5+DL SEISMIC 31914.34 124708.37 425.07 9630.75 0.00
40 DL+SIDL+Surfacing+LL6+Br. LL6+Sis. LL6+DL SEISMIC 31937.29 124506.38 474.53 9630.75 0.00
One Span No

DL+SIDL+Surfacing+DL SEISMIC
dislodged LL

41 31712.47 122880.30 0.00 9545.91 0.00

DL+SIDL+Surfacing
42 14374.18 17673.95 0.00 0.00 40.87
DL+SIDL+Surfacing+DL Seismic
43 23363.01 87256.40 0.00 9545.91 40.87

245
 LOAD COMBINATION FOR PIER SHAFT BASE (For Serviceability Limit State)

Loads V ML MT HL HT
Dead Load 21262.31 0.00 0.00 0.00 0.00
SIDL 1521.00 0.00 0.00 0.00 0.00
Surfacing 786.84 0.00 0.00 0.00 0.00
Class A(3L/1S) LL1 991.31 1090.44 1685.22 0.00 0.00
Class A(3L/BS) LL2 1289.10 172.78 2191.47 0.00 0.00
70R Tr.1L+CL-A 1L(1S) LL3 725.82 798.40 1524.22 0.00 0.00
70R Tr.1L+CL-A 1L(BS). LL4 769.16 0.00 1615.23 0.00 0.00
70R Wh.1L+CL-A 1L(1S) LL5 986.25 1084.88 2125.37 0.00 0.00
70R Wh.1L+CL-A 1L(BS) LL6 1101.00 74.91 2372.66 0.00 0.00
Class SV(1S) LL7 2299.06 2528.96 689.72 0.00 0.00
Class SV(BS) LL8 1885.40 1456.46 565.62 0.00 0.00
BrakingClass A(3L/1S) LL1 54.44 9258.29 0.00 487.53 0.00
BrakingClass A(3L/BS) LL2 54.44 11357.33 0.00 598.07 0.00
Braking70R Tr.1L+CL-A 1L(1S) LL3 16.20 7485.78 0.00 394.20 0.00
Braking70R Tr.1L+CL-A 1L(BS). LL4 16.20 7485.78 0.00 394.20 0.00
Braking70R Wh.1L+CL-A 1L(1S) LL5 23.14 8055.48 0.00 424.20 0.00
Braking70R Wh.1L+CL-A 1L(BS) LL6 23.14 8055.48 0.00 424.20 0.00
Dead Load Seismic 5428.21 81920.20 0.00 6363.94 0.00
Seismic Class A(3L/1S) LL1 503.40 0.00 755.10 0.00 32.41
Seismic Class A(3L/BS) LL2 654.62 0.00 981.94 0.00 42.15
Seismic 70R Tr.1L+CL-A 1L(1S) LL3 368.92 0.00 553.37 0.00 23.75
Seismic 70R Tr.1L+CL-A 1L(BS). LL4 390.94 0.00 586.42 0.00 25.17
Seismic 70R Wh.1L+CL-A 1L(1S) LL5 500.83 0.00 751.25 0.00 32.25
Seismic 70R Wh.1L+CL-A 1L(BS) LL6 559.10 0.00 838.66 0.00 36.00
Wind load 602.67 2888.82 11210.09 160.07 602.44
Water Current force -1693.04 0.00 0.00 0.00 40.87

NON-SEISMIC CASE

HFL / DRY CONDITION HFL / DRY CONDITION ONE SPAN DISLODGED CASE
A B C

DL+SIDL+Surfacing+LL+Br. LL+WCF DL+SIDL+Surfacing+/-WL+WCF DL+SIDL+Surfacing+WCF

Loads FOS Loads FOS Loads FOS

Dead Load 1.00 Dead Load 1.00 Dead Load 1.00
SIDL 1.00 SIDL 1.00 SIDL 1.00
Surfacing 1.00 Surfacing 1.00 Surfacing 1.00
LL 1.00 Wind load 1.00 Water Current force 1.00
Braking LL 0.75 Water Current force 1.00 Special vehicle 1.0
Water Current force 1.00 Special vehicle 1.0
Special vehicle 1.0

246
 Vu MLu MTu HLu Htu
1 DL+SIDL+Surfacing+LL1+Braking LL1+WCF 22909.25 8034.15 1685.22 365.65 40.87
2 DL+SIDL+Surfacing+LL2+Braking LL2+WCF 23207.04 8690.77 2191.47 448.55 40.87
3 DL+SIDL+Surfacing+LL3+Braking LL3+WCF 22615.08 6412.73 1524.22 295.65 40.87
4 DL+SIDL+Surfacing+LL4+Braking LL4+WCF 22658.42 5614.33 1615.23 295.65 40.87
5 DL+SIDL+Surfacing+LL5+Braking LL5+WCF 22880.72 7126.49 2125.37 318.15 40.87
HFL Condition
Non Seismic
6 DL+SIDL+Surfacing+LL6+Braking LL6+WCF 22995.47 6116.52 2372.66 318.15 40.87
7 DL+SIDL+Surfacing+LL7+WCF 24176.17 2528.96 689.72 0.00 40.87
8 DL+SIDL+Surfacing+LL8+WCF 23762.51 1456.46 565.62 0.00 40.87
9 DL+SIDL+Surfacing+LL1+Braking LL1+WCF+WL(UP) 22306.57 10922.97 12895.31 525.72 643.31
10 DL+SIDL+Surfacing+LL2+Braking LL2+WCF+WL(UP) 22604.37 11579.58 13401.56 608.62 643.31
11 DL+SIDL+Surfacing+LL3+Braking LL3+WCF+WL(UP) 22012.41 9301.55 12734.30 455.71 643.31
12 DL+SIDL+Surfacing+LL4+Braking LL4+WCF+WL(UP) 22055.75 8503.15 12825.32 455.71 643.31
13 DL+SIDL+Surfacing+LL5+Braking LL5+WCF+WL(UP) 22278.05 10015.30 13335.46 478.21 643.31
14 DL+SIDL+Surfacing+LL6+Braking LL6+WCF+WL(UP) 22392.80 9005.34 13582.74 478.21 643.31
15 DL+SIDL+Surfacing+LL1+Braking LL1 24602.29 8034.15 1685.22 365.65 0.00
16 DL+SIDL+Surfacing+LL2+Braking LL2 24900.08 8690.77 2191.47 448.55 0.00
17 DL+SIDL+Surfacing+LL3+Braking LL3 24308.12 6412.73 1524.22 295.65 0.00
18 DL+SIDL+Surfacing+LL4+Braking LL4 24351.46 5614.33 1615.23 295.65 0.00
19 DL+SIDL+Surfacing+LL5+Braking LL5 24573.77 7126.49 2125.37 318.15 0.00
DRY Condition
Non Seismic

20 DL+SIDL+Surfacing+LL6+Braking LL6 24688.51 6116.52 2372.66 318.15 0.00

21 DL+SIDL+Surfacing+LL7 25869.21 2528.96 689.72 0.00 0.00
22 DL+SIDL+Surfacing+LL8 25455.55 1456.46 565.62 0.00 0.00
23 DL+SIDL+Surfacing+LL1+Braking LL1+WL(UP) 23999.61 10922.97 12895.31 525.72 602.44
24 DL+SIDL+Surfacing+LL2+Braking LL2+WL(UP) 24297.41 11579.58 13401.56 608.62 602.44
25 DL+SIDL+Surfacing+LL3+Braking LL3+WL(UP) 23705.45 9301.55 12734.30 455.71 602.44
26 DL+SIDL+Surfacing+LL4+Braking LL4+WL(UP) 23748.79 8503.15 12825.32 455.71 602.44
27 DL+SIDL+Surfacing+LL5+Braking LL5+WL(UP) 23971.09 10015.30 13335.46 478.21 602.44
28 DL+SIDL+Surfacing+LL6+Braking LL6+WL(UP) 24085.84 9005.34 13582.74 478.21 602.44
dged
Span
dislo
One

29 DL+SIDL+Surfacing+WCF (Non-seismic) 10092.04 0.00 0.00 0.00 40.87

247
 PIER SHAFT DESIGN(ULS)

Total Ultimate Loads (Loads in KN, moments in KN-m)

Load Case Vu MLu MTu
30 Maximum longitudinal Moment case 30288.13 125186.32 438.29
21 Maximum vertical load case 34433.50 2528.96 689.72
31 Minimum vertical load case 30167.83 124537.13 304.84
42 1 Span dislodged case 23363.01 87256.40 0.00
Section chech at pier base

Pier Type = Wall type with semicircular end

Depth of pier = 3.00 m
Length of pier in transverse direction = 8.000 m
Length of pier = (semi-circular portion) (on each end) 1.50 m
Pier steam thickness at bottom = 3.00 m
2
Area of section = 31.07 m

Grade of concrete : M 30
Grade of steel = Fe 500
Ecm of concrete = 31000 N/mm2 (From table 6.5, IRC:112-2011, page no. 38)
Es of steel = 200000 N/mm2 (From clause6.3.5, IRC:112-2011, page no. 32)
Design compressive strength of concrete = sc = fcd = afck/gm = 13.400 N/mm2
(From clause6.3.5, IRC:112-2011, page no. 32)
Design peak strength of steel = fy/gs = 434.783 N/mm2

Slenderness criteria check:

Clear height of pier shaft = 16.25 m (upto pier cap top)
Effective length, l e = 1.3l 0 = 21.125 m (Table 11.1, case-4, IRC:112-2011, page-114)

Now thickness of the wall, t = 3m

Ratio of effective length to its thickness, l e /t = 7.04

As the ratio does not exceed 12, it is short and no secondary effect to be considered
(clause 7.6.4, IRC:112-2011, page-57)
Effective cover = 101 mm

d'

1 Analysis of section longitudinal direction : ( Check for load combination case 30 )

Provide 32 mm dia bar @ 150 mm c/c
2
Provide 32 mm dia. Bar 53 nos 42603.52 mm
2
+ 32 mm dia. Bar 53 nos 42603.52 mm
2
and 32 mm dia. Bar 20 nos 16076.8 mm
2
+ 32 mm dia. Bar 20 nos 16076.8 mm
Effective cover = 101 mm
2
Total area of steel = 117360.64 mm
% of steel = 0.38

248
Interaction check

(MEdx/MRdx)^a+(MEdy/MRdy)^a<= 1 (Eq. 8.3, IRC:112-2011,page-75)

Load Case = 30 21 31 42
Pu = Design shear force = KN 30288.13 34433.50 30167.83 23363.01
MEdx = Design moment in longitudinal direction = KN-m 125186.32 2529.0 124537.1 87256.4
MEdy = Design moment in transeverse direction = KN-m 438.29 689.72 304.84 0.00
Resisting moment in longitudinal direction (From M-
MRdx = KN-m
L Curve) = 130800.00 150000.00 130700.00 110400.00
Resisting moment in transeverse direction (From M-
MRdy = KN-m
T Curve) = 70000.0 72000.0 69500.0 60000.0
NEd = Design axial force = KN 30288.13 34433.50 30167.83 23363.01
NRd = Design axial resistance = KN 452223.82 452223.82 452223.8 452223.82
NEd/NRd = 0.10 0.1 0.10 0.1
Type of cross section of abutment = Rectangular Rectangular Rectangular Rectangular
a= 1.00 1.00 1.00 1.00
(MEdx/MRdx)^a+(MEdy/MRdy)^a = 0.96 0.03 0.96 0.79
Check = OK OK OK OK

PIER SHAFT DESIGN(SLS)

Load Case Vsls MLsls MTsls

10 Maximum longitudinal Moment case 22604.37 11579.6 13401.56
11 Minimum vertical load case 22012.41 9301.5 12734.30
29 1 Span dislodged case 10092.04 0.0 0.00

Stress level check:

Grade of concrete = M 30
Grade of steel = Fe 500
Width of section considered = 1m

Section is checked for SLS

Design moment = 1447.45 KN-m (for 1m width)
Width of section = 1m
Depth of section = 3.00 m
"E" value of steel = 200000 Mpa
"E" value of concrete = 31000 Mpa
Modular ratio in tension = 9.3
Concrete failure strain = 0.0035
Maximum allowable stress in concrete = 0.48fck = 14.4 Mpa
(Clause 12.2.1(1), IRC:112-2011, page-120)
Maximum allowable stress in steel = 0.8fyk = 400 Mpa
(Clause 12.2.2, IRC:112-2011, page-120)

Total reinforcement provided in 1 m width = 5325 mm2

Effective depth "d" = 2899 mm
Netral axis depth = x = 214.50 mm
CG of compressive force = 89.230 mm from most compressed surface
Moment , Mu =σst*Ast*(d-0.416*xu) = 6509 OK

So, stress in steel = 96.7 Mpa OK, within permissible limit

Total force = 515.1 KN
Stress in concrete = 4.8 Mpa OK, within permissible limit

249
Crack width check:

Total depth of effective rectangular section= 3000 mm

Effective depth= 2899 mm
Area of tensile reinforcement provided= 42604 sqmm
Crack width, Wk = Sr.max(Ôsm-Ôcm) Where, Sr.max = Maximum crack spacing
Ôsm = mean strain in the reinforcement under the relavant combination of loads
Ôcm = mean strain in the concrete between cracks.

Now,
(Eq. 12.6, IRC:112-2011, page-125)
Where, ssc = stress in the tension reinforcement = 96.73 Mpa
ae = Es/Ecm = 6.45
fct.eff = mean value of tensile strength of concrete = 2.9 Mpa
rr.eff = As/Ac.eff Where, Ac.eff = Effective area of concrete in tension, surrounding
the reinforcement of depth h c.eff
Where, hc.eff = lesser of the followings
2.5(h-d);(h-x/3);or h/2
Where, A = level of steel centroid
B = Effective tension area, Ac.eff
Ô1,Ô2 = greater and lesser tensile strain
So, hc.eff = 253 mm
2
Ac.eff = 252500 mm
Now. rr.eff = As/Ac.eff = 0.1687268
kt = factor dependant on duration of the load may be taken as 0.5

Now in situations where spacing of bonded reinforcement within the tension zone is reasonably
close (i.e <=5(c+f/2)), the maximum crack spacing,

Where, f = diameter of bar = 32 mm c = clear cover = 75 mm

k1 = co-efficient taking acount of bond properties of reinforcement = 0.8
k2 = co- efficient taking account of distribution of strain = 0.5
So,Sr.max = 287.241 mm
And, Ôsm-Ôcm = 0.000393924
Minimum value of Ôsm - Ôcm = 0.0002902
So, governing value of Ôsm - Ôcm = 0.00039392

So, crack width, Wk = Sr.max(Ôsm-Ôcm) = 0.113 mm

Maximum crack width = 0.3 mm (Table 12.1, IRC:112-2011, page-122)
crack width within permissible limit

2=0 x

250
 Design of Pier Cap
No. of Bearing = 8
3 3 3

P1 P2 P4 P5

9.40 1.55

3 0.2

PIER CAP (TRANSVERSE VIEW)

2.2

0.400 1.40 0.400

3.4

PIER CAP (LONGITUDINAL VIEW)

251
Checking for transverse direction :
ac = 0.200 m
h = 2.00 m
ac / h = 0.1 < 1 Hence pier cap is to be designed as corbel

Checking for longitudinal direction :

ac = 0.400 m
h = 2.00 m
ac / h = 0.2 < 1 Hence pier cap is to be designed as corbel

CORBEL DESIGN:
Distance of central line of beraing from face of pier shaft = 0.400 m
Pier Cap thickness at face of pier shaft= 2m
Which is less than the pier cap thickness at face of pier shaft .
hence the pier cap will be designed as a corbel.

Distance of load from face of pier support a = 400 mm

Considering dispersion of loads across span upto mid depth of uniform section of pier cap .

Taken width of corbel as = 3400 mm

Depth of corbel h = 2000 mm
Top uniform section s = 1000 mm
Considering clear cover to reinforcement as 50 mm
Dia of main bar = 25 mm
Calculated d' = 1937 mm

Grade of concrete used M30

252
 Vertical reaction :

i) Dead load reaction on pier = 14875.87 KN

ii)Live load reaction on pier = 2299.06 KN
iii)Horrizontal Force= 598 KN

iv)Distribution factor for live load = 0.278

v)Coefficient of friction at bearing = 0.03
vi)Horizontal seismic coefficient = 0.180

Vu = Shear force= 3467.285 KN

Hu = Horizental tensile force= 76.209 KN

Step I s/d' 0.5163 > 0.5 ok

Step II d = 0.8 d' = 1549.6 mm

Vu /bd = 0.658 N /mm2
fc' = 24 N /mm2
0.15 fc' = 3.6 N /mm2 > 0.658 OK

For monolithic construction µ = 1.4

2
fy = 500 N / mm

Design for non seismic case :

2
Step III Avf = Vu/0.85 fsy µ = 5827.369 mm (µ = 1.4 for concrete placed monolithically across
2
Step IV At = Hu/ 0.85 fsy = 179.315 mm interface)
2
Step V Af = [Vu a + Hu ( h - d')]/0.85 fsy d = 2113.206 mm

Step VI Total primary reinforcement will be max of the following :

2
i) Af + At = 2292.521 mm
2
ii)(2/3)Avf + At = 4064.2279 mm
2
iii)(0.04xfc'/fsy)x(bxd') = 12644.736 mm

Provide 25 mm tor bar @ 125 mm c/c

2
Ast provided (As)= 13836 mm OK

2
Step VII Ah = 1056.603 mm
2
Avf /3 = 1942.456 mm

Provide 6 legged 16 m dia stirrup in 4 layers

top ( 2/3 d') depth= 1.292 m
2
Ast provided = 4825.49 mm OK

253
 Design for seismic case :

i) Dead load reaction on pier = 2677.66 KN

ii) Live load reaction on pier = 234.17 KN
iii) Horrizontal Force= 42.15 KN

Vu = 381.541 KN
Hu = 11.601 KN

2
Step III Avf = 641.245 mm
2
Step IV At = 27.296 mm
2
Step V Af = 2113.206 mm

Step VI Total primary reinforcement will be max of the following :

2
i) Af + At = 2140.502 mm
2
ii) (2/3)Avf + At = 454.79261 mm
2
iii) (0.04xfc'/fsu)x(bxd') 12644.736 mm

Provide 25 mm tor bar @ 125 mm c/c. in

2
Ast provided = 13345.000 mm OK

2
Step VII Ah = 1056.603 mm
2
Avf /3 = 213.748 mm

Provide 25 mm tor bar @ 125 mm c/c

2
Ast provided = 4825.48632 mm OK

Reinforcement provided in pier cap as follows :

At top along longitudinal direction provide 25 mm tor bar @ 125 mm c/c

At top along transverse direction provide 25 mm tor bar @ 125 mm c/c
At bottom along longitudinal direction provide 16 mm tor bar @ 125 mm c/c
At bottom along transverse direction provide 16 mm tor bar @125 mm c/c
Provide 16mm dia 6 L Stirrup 4 layers

254
 D. LOAD COMBINATION FOR ABUTMENT FOUNDATION BASE (Ultimate Limit State)

Loads V ML MT HL HT
Dead Load 31531.31 0.00 0.00 0.00 0.00
SIDL 1521.00 0.00 0.00 0.00 0.00
Surfacing 786.84 0.00 0.00 0.00 0.00
Class A(3L/1S) LL1 900.37 990.40 1530.63 0.00 0.00
Class A(3L/BS) LL2 1170.84 156.93 1990.44 0.00 0.00
70R Tr.1L+CL-A 1L(1S) LL3 659.83 725.82 1385.65 0.00 0.00
70R Tr.1L+CL-A 1L(BS). LL4 769.16 0.00 1615.23 0.00 0.00
70R Wh.1L+CL-A 1L(1S) LL5 986.25 1084.88 2125.37 0.00 0.00
70R Wh.1L+CL-A 1L(BS) LL6 1101.00 74.91 2372.66 0.00 0.00
Class SV(1S) LL7 2299.06 2528.96 689.72 0.00 0.00
Class SV(BS) LL8 1885.40 1456.46 565.62 0.00 0.00
BrakingClass A(3L/1S) LL1 54.44 10233.36 0.00 487.53 0.00
BrakingClass A(2L/BS) LL2 54.44 12553.46 0.00 598.07 0.00
Braking70R Tr.1L+CL-A 1L(1S) LL3 16.20 8274.17 0.00 394.20 0.00
Braking70R Tr.1L+CL-A 1L(BS). LL4 16.20 8274.17 0.00 394.20 0.00
Braking70R Wh.1L+CL-A 1L(1S) LL5 23.14 8903.87 0.00 424.20 0.00
Braking70R Wh.1L+CL-A 1L(BS) LL6 23.14 8903.87 0.00 424.20 0.00
Friction Class SV(1S) LL7 0.00 8252.58 0.00 393.17 0.00
Friction Class SV(BS) LL8 0.00 7992.10 0.00 380.76 0.00
Dead Load Seismic 9711.92 119192.47 0.00 11420.71 0.00
Seismic Class A(2L/1S) LL1 629.25 0.00 1024.91 0.00 40.52
Seismic Class A(2L/BS) LL2 818.28 0.00 1332.80 0.00 52.69
Seismic 70R T(2L/1S) LL3 461.14 0.00 751.10 0.00 29.69
Seismic 70R T(2L/BS) LL4 488.68 0.00 795.95 0.00 31.47
Seismic 70R W(2L/1S) LL5 626.04 0.00 1019.68 0.00 40.31
Seismic 70R W(2L/BS) LL6 698.88 0.00 1138.32 0.00 45.00
Wind load 602.67 3208.95 12414.96 160.07 602.44
Water Current force 4107.60 0.00 193.20 0.00 40.87

NON-SEISMIC CASE

A HFL / DRY CONDITION B HFL / DRY CONDITION C ONE SPAN DISLODGED CASE
DL+SIDL+Surfacing+LL+Br. LL+WCF DL+SIDL+Surfacing+/-WL+WCF DL+SIDL+Surfacing+WCF
Loads FOS Loads FOS Loads FOS
Dead Load 1.35 Dead Load 1.35 Dead Load 1.35
SIDL 1.35 SIDL 1.35 SIDL 1.35
Surfacing 1.75 Surfacing 1.75 Surfacing 1.75
LL 1.50 LL 1.50 Water Current force 1
Braking LL 1.15 Wind load 1.50 Special vehicle 1.0
Water Current force 1.00 Water Current force 1.00
Special vehicle 1.0 Special vehicle 1.0
SEISMIC CASE

A HFL / DRY CONDITION B ONE SPAN DISLODGED CASE

DL+SIDL+Surfacing+LL+Br. LL+Sis. DL+SIDL+Surfacing+WCF (Non-
LL+WCF+DL SEISMIC seismic/Seismic)
Loads FOS Loads FOS
Dead Load 1.00 Dead Load 1.35
SIDL 1.00 SIDL 1.35
Surfacing 1.00 Surfacing 1.75
LL 0.20 Water Current force 1.00
Braking LL 0.20 DL Seismic 1.50
Seismic LL 1.00
DL Seismic 1.00
WCF 1.00

255
 COMB V ML MT HL HT
1 DL+SIDL+Surfacing+LL1+Braking LL1+WCF 51518.35 13253.97 2489.14 560.67 40.87
2 DL+SIDL+Surfacing+LL2+Braking LL2+WCF 51924.06 14671.87 3178.85 687.78 40.87
3 DL+SIDL+Surfacing+LL3+Braking LL3+WCF 51113.58 10604.02 2271.67 453.33 40.87
4 DL+SIDL+Surfacing+LL4+Braking LL4+WCF 51277.56 9515.29 2616.04 453.33 40.87
5 DL+SIDL+Surfacing+LL5+Braking LL5+WCF 51611.19 11866.76 3381.26 487.83 40.87
HFL Condition
Non Seismic

6 DL+SIDL+Surfacing+LL6+Braking LL6+WCF 51783.31 10351.82 3752.18 487.83 40.87

7 DL+SIDL+Surfacing+LL7+WCF 52404.25 2528.96 882.92 0.00 40.87
8 DL+SIDL+Surfacing+LL8+WCF 51990.59 1456.46 758.82 0.00 40.87
9 DL+SIDL+Surfacing+LL1+Braking LL1+WCF+WL 52422.36 18067.39 21111.58 800.76 944.53
10 DL+SIDL+Surfacing+LL2+Braking LL2+WCF+WL 52828.07 19485.29 21801.29 927.88 944.53
11 DL+SIDL+Surfacing+LL3+Braking LL3+WCF+WL 52017.59 15417.44 20894.12 693.42 944.53
12 DL+SIDL+Surfacing+LL4+Braking LL4+WCF+WL 52181.57 14328.72 21238.48 693.42 944.53
13 DL+SIDL+Surfacing+LL5+Braking LL5+WCF+WL 52515.20 16680.19 22003.70 727.92 944.53
14 DL+SIDL+Surfacing+LL6+Braking LL6+WCF+WL 52687.32 15165.24 22374.62 727.92 944.53
15 DL+SIDL+Surfacing+LL1+Braking LL1 47410.75 13253.97 2295.94 560.67 0.00
16 DL+SIDL+Surfacing+LL2+Braking LL2 47816.46 14671.87 2985.65 687.78 0.00
17 DL+SIDL+Surfacing+LL3+Braking LL3 47005.98 10604.02 2078.48 453.33 0.00
18 DL+SIDL+Surfacing+LL4+Braking LL4 47169.96 9515.29 2422.84 453.33 0.00
19 DL+SIDL+Surfacing+LL5+Braking LL5 47503.59 11866.76 3188.06 487.83 0.00
DRY Condition
Non Seismic

20 DL+SIDL+Surfacing+LL6+Braking LL6 47675.71 10351.82 3558.98 487.83 0.00

21 DL+SIDL+Surfacing+ LL7 48296.65 2528.96 689.72 0.00 0.00
22 DL+SIDL+Surfacing+ LL8 47882.99 1456.46 565.62 0.00 0.00
23 DL+SIDL+Surfacing+LL1+Braking LL1+WL 48314.76 18067.39 20918.38 800.76 903.66
24 DL+SIDL+Surfacing+LL2+Braking LL2+WL 48720.47 19485.29 21608.10 927.88 903.66
25 DL+SIDL+Surfacing+LL3+Braking LL3+WL 47909.99 15417.44 20700.92 693.42 903.66
26 DL+SIDL+Surfacing+LL4+Braking LL4+WL 48073.97 14328.72 21045.29 693.42 903.66
27 DL+SIDL+Surfacing+LL5+Braking LL5+WL 48407.60 16680.19 21810.50 727.92 903.66
28 DL+SIDL+Surfacing+LL6+Braking LL6+WL 48579.72 15165.24 22181.42 727.92 903.66
29 DL+SIDL+Surfacing+LL1+Br. LL1+Sis. LL1+WCF+DL SEISMIC 47849.64 121437.22 499.32 11518.22 40.87
HFL Condition

30 DL+SIDL+Surfacing+LL2+Br. LL2+Sis. LL2+WCF+DL SEISMIC 47903.73 121734.54 591.29 11540.32 40.87

Seismic

31 DL+SIDL+Surfacing+LL3+Br. LL3+Sis. LL3+WCF+DL SEISMIC 47793.89 120992.46 470.33 11499.55 40.87

32 DL+SIDL+Surfacing+LL4+Br. LL4+Sis. LL4+WCF+DL SEISMIC 47815.75 120847.30 516.24 11499.55 40.87
33 DL+SIDL+Surfacing+LL5+Br. LL5+Sis. LL5+WCF+DL SEISMIC 47860.56 121190.21 618.27 11505.55 40.87
34 DL+SIDL+Surfacing+LL6+Br. LL6+Sis. LL6+WCF+DL SEISMIC 47883.51 120988.22 667.73 11505.55 40.87
35 DL+SIDL+Surfacing+LL1+Br. LL1+Sis. LL1+DL SEISMIC 43742.04 121437.22 306.13 11518.22 0.00
DRY Condition

36 DL+SIDL+Surfacing+LL2+Br. LL2+Sis. LL2+DL SEISMIC 43796.13 121734.54 398.09 11540.32 0.00

Seismic

37 DL+SIDL+Surfacing+LL3+Br. LL3+Sis. LL3+DL SEISMIC 43686.29 120992.46 277.13 11499.55 0.00

38 DL+SIDL+Surfacing+LL4+Br. LL4+Sis. LL4+DL SEISMIC 43708.15 120847.30 323.05 11499.55 0.00
39 DL+SIDL+Surfacing+LL5+Br. LL5+Sis. LL5+DL SEISMIC 43752.96 121190.21 425.07 11505.55 0.00
40 DL+SIDL+Surfacing+LL6+Br. LL6+Sis. LL6+DL SEISMIC 43775.91 120988.22 474.53 11505.55 0.00
One Span No
dislodged LL

41 DL+SIDL+Surfacing+DL SEISMIC 43551.08 119192.47 0.00 0.00 0.00

42 DL+SIDL+Surfacing 27106.40 25298.68 193.20 0.00 40.87

43 DL+SIDL+Surfacing+DL Seismic 34390.34 122705.36 193.20 0.00 40.87

256
 H. LOAD COMBINATION FOR ABUTMENT FOUNDATION BASE (Servicebility Limit State)

Loads V ML MT HL HT
Dead Load 31531.31 0.00 0.00 0.00 0.00
SIDL 1521.00 0.00 0.00 0.00 0.00
Surfacing 786.84 0.00 0.00 0.00 0.00
Class A(3L/1S) LL1 900.37 990.40 1530.63 0.00 0.00
Class A(3L/BS) LL2 1170.84 156.93 1990.44 0.00 0.00
70R Tr.1L+CL-A 1L(1S) LL3 659.83 725.82 1385.65 0.00 0.00
70R Tr.1L+CL-A 1L(BS). LL4 769.16 0.00 1615.23 0.00 0.00
70R Wh.1L+CL-A 1L(1S) LL5 986.25 1084.88 2125.37 0.00 0.00
70R Wh.1L+CL-A 1L(BS) LL6 1101.00 74.91 2372.66 0.00 0.00
Class SV(1S) LL7 2299.06 2528.96 689.72 0.00 0.00
Class SV(BS) LL8 1885.40 1456.46 565.62 0.00 0.00
BrakingClass A(3L/1S) LL1 54.44 10233.36 0.00 487.53 0.00
BrakingClass A(3L/BS) LL2 54.44 12553.46 0.00 598.07 0.00
Braking70R Tr.1L+CL-A 1L(1S) LL3 16.20 8274.17 0.00 394.20 0.00
Braking70R Tr.1L+CL-A 1L(BS). LL4 16.20 8274.17 0.00 394.20 0.00
Braking70R Wh.1L+CL-A 1L(1S) LL5 23.14 8903.87 0.00 424.20 0.00
Braking70R Wh.1L+CL-A 1L(BS) LL6 23.14 8903.87 0.00 424.20 0.00
Dead Load Seismic 9711.92 119192.47 0.00 11420.71 0.00
Seismic Class A(3L/1S) LL1 629.25 0.00 1024.91 0.00 40.52
Seismic Class A(3L/BS) LL2 818.28 0.00 1332.80 0.00 52.69
Seismic 70R Tr.1L+CL-A 1L(1S) LL3 461.14 0.00 751.10 0.00 29.69
Seismic 70R Tr.1L+CL-A 1L(BS). LL4 488.68 0.00 795.95 0.00 31.47
Seismic 70R Wh.1L+CL-A 1L(1S) LL5 626.04 0.00 1019.68 0.00 40.31
Seismic 70R Wh.1L+CL-A 1L(BS) LL6 698.88 0.00 1138.32 0.00 45.00
Wind load 602.67 3208.95 12414.96 160.07 602.44
Water Current force 4107.60 0.00 193.20 0.00 40.87

NON-SEISMIC CASE

A HFL / DRY CONDITION B HFL / DRY CONDITION C ONE SPAN DISLODGED CASE

DL+SIDL+Surfacing+LL+Br. LL+WCF DL+SIDL+Surfacing+/-WL+WCF DL+SIDL+Surfacing+WCF

Loads FOS Loads FOS Loads FOS
Dead Load 1 Dead Load 1 Dead Load 1
SIDL 1 SIDL 1 SIDL 1
Surfacing 1 Surfacing 1 Surfacing 1
LL 1 Wind load 1 Water Current force 1
Braking LL 0.75 Water Current force 1
Water Current force 1
Special vehicle 1.0

257
 COMB V ML MT HL HT
1 DL+SIDL+Surfacing+LL1+Braking LL1+WCF 38887.95 8665.42 1723.82 365.65 40.87
2 DL+SIDL+Surfacing+LL2+Braking LL2+WCF 39158.43 9572.02 2183.63 448.55 40.87
HFL Condition
Non Seismic 3 DL+SIDL+Surfacing+LL3+Braking LL3+WCF 38618.74 6931.44 1578.85 295.65 40.87
4 DL+SIDL+Surfacing+LL4+Braking LL4+WCF 38728.06 6205.63 1808.43 295.65 40.87
5 DL+SIDL+Surfacing+LL5+Braking LL5+WCF 38950.37 7762.78 2318.57 318.15 40.87
6 DL+SIDL+Surfacing+LL6+Braking LL6+WCF 39065.11 6752.81 2565.85 318.15 40.87
7 DL+SIDL+Surfacing+LL7+WCF 40245.81 2528.96 882.92 0.00 40.87
8 DL+SIDL+Surfacing+LL8+WCF 39832.15 1456.46 758.82 0.00 40.87
9 DL+SIDL+Surfacing+LL1+Braking LL1+WCF+WL 39490.62 11874.37 14138.79 525.72 643.31
10 DL+SIDL+Surfacing+LL2+Braking LL2+WCF+WL 39761.10 12780.97 14598.59 608.62 643.31
11 DL+SIDL+Surfacing+LL3+Braking LL3+WCF+WL 39221.41 10140.39 13993.81 455.71 643.31
12 DL+SIDL+Surfacing+LL4+Braking LL4+WCF+WL 39330.74 9414.57 14223.39 455.71 643.31
13 DL+SIDL+Surfacing+LL5+Braking LL5+WCF+WL 39553.04 10971.73 14733.53 478.21 643.31
14 DL+SIDL+Surfacing+LL6+Braking LL6+WCF+WL 39667.79 9961.76 14980.81 478.21 643.31
15 DL+SIDL+Surfacing+LL1+Braking LL1 34780.35 8665.42 1530.63 365.65 0.00
16 DL+SIDL+Surfacing+LL2+Braking LL2 35050.83 9572.02 1990.44 448.55 0.00
17 DL+SIDL+Surfacing+LL3+Braking LL3 34511.14 6931.44 1385.65 295.65 0.00
18 DL+SIDL+Surfacing+LL4+Braking LL4 34620.46 6205.63 1615.23 295.65 0.00
19 DL+SIDL+Surfacing+LL5+Braking LL5 34842.77 7762.78 2125.37 318.15 0.00
DRY Condition
Non Seismic

20 DL+SIDL+Surfacing+LL6+Braking LL6 34957.51 6752.81 2372.66 318.15 0.00

21 DL+SIDL+Surfacing+LL7 36138.21 2528.96 689.72 0.00 0.00
22 DL+SIDL+Surfacing+LL8 35724.55 1456.46 565.62 0.00 0.00
23 DL+SIDL+Surfacing+LL1+Braking LL1+WL 35383.02 11874.37 13945.59 525.72 602.44
24 DL+SIDL+Surfacing+LL2+Braking LL2+WL 35653.50 12780.97 14405.40 608.62 602.44
25 DL+SIDL+Surfacing+LL3+Braking LL3+WL 35113.81 10140.39 13800.61 455.71 602.44
26 DL+SIDL+Surfacing+LL4+Braking LL4+WL 35223.14 9414.57 14030.19 455.71 602.44
27 DL+SIDL+Surfacing+LL5+Braking LL5+WL 35445.44 10971.73 14540.33 478.21 602.44
28 DL+SIDL+Surfacing+LL6+Braking LL6+WL 35560.19 9961.76 14787.62 478.21 602.44
One Span
dislodged

DL+SIDL+Surfacing+WCF (Non-seismic) 37946.76 0.00 193.20 0.00 40.87

29

258
 CHECK FOR PILE CAPACITY
3.7
Diameter of pile = 1.2 m
C/C of pile along longitudinal direction = 3.7 m
C/C of pile along transeverse direction = 3.7 m
No. of piles along longitudinal direction = 4 nos.
No. of piles along transeverse direction = 5 nos.
Edge Clearance = 0.15 m 3.7
Pile cap dimension in longitudinal direction = 12.6 m
Pile cap dimension in transeverse direction = 16.3 m
Pier dimension in longitudinal direction = 3 m
Pier dimension in transeverse direction = 8 m
Depth of pile cap = 2 m
Height of earth above pile cap = 3.555 m
Clear cover = 0.075 m
Effective depth of pile cap = 1.909 m

Load combination for pile load (with unfactored load)

Load Case V ML MT HL HT
MLmax 1 36740.89 13990.49 13104.68 553.23 602.44
Considering Wind
Vmax 2 36740.89 13990.49 13104.68 553.23 602.44
MLmax 3 45312.443 127033.50 13691.22 11777.4 647.44 Considering
Vmax 4 45312.443 127033.50 13691.22 11777.4 647.437 Seismic
MLmax 5 40245.812 10781.547 882.915 393.167 40.871
Normal Case
Vmax 6 40245.812 10781.547 882.915 393.167 40.871
1 span dislodged
MLmax 7 21027.178 0.000 193.198 0.000 40.871
(Seismic)

Check for pile capacity TRAFFIC DIRECTION

Total no. of pile = 20 PILE CAP

Pile No. Trans. Long.

17 16 9 8 1
xi yi xi2 yi2
1 7.40 5.55 54.76 30.80
2 7.40 1.85 54.76 3.42
3 7.40 -1.85 54.76 3.42 18 15 10 7 2
4 7.40 -5.55 54.76 30.80
5 3.70 -5.55 13.69 30.80 12.6
6 3.70 -1.85 13.69 3.42
7 3.70 1.85 13.69 3.42
19 14 11 6 3
8 3.70 5.55 13.69 30.80
9 0 5.55 0 30.80
10 0 1.85 0 3.42
11 0 -1.85 0 3.42 20 13 12 5 4
12 0 -5.55 0 30.80
13 -3.70 -5.55 13.69 30.80
14 -3.70 -1.85 13.69 3.42 16.3
15 -3.70 1.85 13.69 3.42
16 -3.70 5.55 13.69 30.80
17 -7.40 5.55 54.76 30.80
18 -7.40 1.85 54.76 3.42
19 -7.40 -1.85 54.76 3.42
20 -7.40 -5.55 54.76 30.80

ZL1 = 74 M3 ZL2 = 148 M3

ZT1= 61.7 M3 ZT2= 185.0 M3

259
Moment per unit load on pile at provided pile cap position = 3.97 KN-m/KN
Moment in pile
Load
V/N ML/ZL1 ML/ZL2 MT/ZT1 MT/ZT2 H/N due to horizontal
Case
force
1 1837.04 189.06 94.530 212.51 70.84 40.90 162.153
2 1837.04 189.06 94.530 212.51 70.84 40.90 162.153
3 2265.62 1716.67 858.334 222.02 74.01 589.76 2338.387
4 2265.62 1716.67 858.334 222.02 74.01 589.76 2338.387
5 2012.29 145.70 72.848 14.32 4.77 19.76 78.365
6 2012.29 145.70 72.848 14.32 4.77 19.76 78.365
7 1051.36 0.00 0.000 3.13 1.04 2.04 8.103

Vertical Loads on piles

Load Pile marks 1,4,20,17 Pile marks 2,3,19,18 Pile marks 8,5,13,16 Pile marks 7,6,14,15
Case Vmax Vmin Vmax Vmin Vmax Vmin Vmax Vmin
1 2238.61 1435.48 2096.94 1577.15 2144.08 1530.01 2002.41 1671.68
2 2238.61 1435.48 2096.94 1577.15 2144.08 1530.01 2002.41 1671.68
3 4204.31 326.93 4056.30 474.95 3345.98 1185.27 3197.96 1333.28
4 4204.31 326.93 4056.30 474.95 3345.98 1185.27 3197.96 1333.28
5 2172.30 1852.28 2162.76 1861.82 2099.46 1925.12 2089.91 1934.67
6 2172.30 1852.28 2162.76 1861.82 2099.46 1925.12 2089.91 1934.67
7 1054.49 1048.23 1052.40 1050.31 1054.49 1048.23 1052.40 1050.31

Load Pile marks 9,12 Pile marks 10,11

Case Vmax Vmin Vmax Vmin
1 2049.55 1624.54 1907.88 1766.21 Maximum horizontal force = 40.896 KN (For non-seismic case)
2 2049.55 1624.54 1907.88 1766.21 Weight of pile = 36 KN
3 2487.64 2043.60 2339.63 2191.62
4 2487.64 2043.60 2339.63 2191.62
5 2026.61 1997.97 2017.06 2007.52
6 2026.61 1997.97 2017.06 2007.52
7 1054.49 1048.23 1052.40 1050.31

SEISMIC CASE WIND CASE

Vmax = 4204.311 KN Vmax = 2238.613 KN
Load Case = 3 Load Case = 1
Coresponding moment = 2338.387 KN-M Coresponding moment = 162.153 KN-M
Mmax = 2338.387 KN-M Mmax = 162.153 KN-M
Load Case = 3 Load Case = 1
Coresponding min. vertical load = 326.933393 KN Coresponding min. vertical load = 1624.536 KN

NORMAL CASE
Vmax = 2172.305 KN
Load Case = 5
Coresponding moment = 5.000 KN-M
Mmax = 78.365 KN-M
Load Case = 5
Coresponding min. vertical load = 1852.2765 KN

From geotechnical investigation report

For pile length 15 m from Bottom of PileCap
Vertical capacity = 5000 KN OK (Seismic)
Vertical capacity = 5000 KN OK (Wind)
Vertical capacity = 4000 KN OK (Normal)
Horizontal capacity = 400 KN OK

260
 DESIGN OF PILE CAP BY BENDING ANALOGY (ULS)
load
comb sl LOAD CASE Vu MLu MTu HLu HTu
30 MLmax 47903.73 121734.54 591.3 11540.32 40.87
10 Vmax 52828.07 19485.292 21801.29 927.878 944.527
41 Vmin 43551.08 119192.47 0.00 0.00 0.00
43 1 span dislodged 34390.34 122705.36 193.20 0.00 40.87
No. of piles = 20
B' D
B 2.2 ML 1.909
0.75 5.9 0.891 4.741
0.75
17 16 9 8 1

3.7

18 15 10 7 2
MT
12.6

19 14 11 6
3

20 13 12 5 4

B B' 16.3 D
6.65

4.741

1.2
Load
V/N ML/ZL1 ML/ZL2 MT/ZT1 MT/ZT2
Case
30 2395.19 1645.06 822.5307 9.588 3.196
10 2641.40 263.31 131.6574 353.534 117.845
41 2177.55 1610.71 805.3545 0.000 0.000
43 1719.52 1658.18 829.0903 3.133 1.044

Loads on piles
Moment
Load
Pile 1 Pile 2 Pile 3 Pile 4 Pile 5 Pile 6 Pile 7 Pile 8 in each
Case
pile
30 4049.84 4043.44 4037.052 4030.660 3208.1290 3214.52 3220.91 3227.31 2287.88
10 3258.25 3022.56 2786.874 2551.184 2419.5266 2655.22 2890.91 3126.60 262.49
41 3788.26 3788.26 3788.263 3788.263 2982.9084 2982.91 2982.91 2982.91 0.00
43 3380.83 3378.74 3376.653 3374.565 2545.4744 2547.56 2549.65 2551.74 8.10

261
Considering case 30
Bending Moment at section B-B & B'-B' (in KN-m)
Moment
Sl. No. Force due to Force Moment
arm
1 Pile 1 4049.837 5.9 23894.036
2 Pile 2 4043.444 5.9 23856.321
3 Pile 3 4037.052 5.9 23818.607
4 Pile 4 4030.660 5.9 23780.892
5 Pile 5 3208.129 2.2 7057.884
6 Pile 6 3214.521 2.2 7071.947
7 Pile 7 3220.914 2.2 7086.010
8 Pile 8 3227.306 2.2 7100.073
9 Self Wt. -4189.500 3.325 -13930.09
10 Earth Wt. -595.747 3.325 -1980.86
Total 107754.82
Design moment positive means tension at bottom of pile
Shear force at section D-D ("d" distance away from B-B) in KN
Total For Shear
Sl. No. Force due to
Force at D-D
1 Pile 1 4049.837 4049.837
2 Pile 2 4043.444 4043.444
3 Pile 3 4037.052 4037.052
4 Pile 4 4030.660 4030.660
5 Pile 5 3208.129 2382.036
6 Pile 6 3214.521 2386.782
7 Pile 7 3220.914 2391.528
8 Pile 8 3227.306 2396.275
9 Self Wt. -4189.500 -2986.83
10 Earth Wt. -595.747 -424.73
Total 22306.056
Design of pile cap in flexure
Grade of concrete = M 30
Grade of steel = Fe 500
Width of section considered = 1m

Section is checked for ULS

Design moment = 8551.97 KN-m (for 1m width)
Width of section = 1 m
Depth of section = 2 m
"E" value of steel = 200000 Mpa
"E" value of concrete = 31000 Mpa
Design compressive strength of concrete =
fcd=afck/gm = 13.40 Mpa Where, a = 0.67
gm = 1.5
Design peak strength of steel = fy/gs = 434.783 Mpa Where, gs = 1.15
Concrete failure strain = Ôcu1 = 0.0035 (Table 6.5, IRC:112-2011, page-38)
Concrete limiting strain = Ôc2 = 0.002 (Table 6.5, IRC:112-2011, page-38)
Yield strain of steel = 0.87fy/Es = 0.00218
Limiting strain of steel = (0.87fy/Es+0.002) = 0.00418
Reinforcement provided: 32 mm dia.
125 mm c/c distance in 2 layers
2
Total reinforcement provided = 12861 mm
Clear cover = 75 mm
Effective depth "d" = 1909 mm
Actual Neutral Axis depth xu (0.87f
= yAst )/(0.36fckb )=518.03 mm
Actual strain in steel = 0.013 mm
Stress in steel = 434.783 Mpa
Balanced Neutral Axis depth xu,max = 870.504 mm
So, Section is under reinforced, ok
CG of compressive force = 215.501 mm from most compressed surface
Moment of resistance, Mu = (Stress in steel)x(area of steel)x(d-CG of compressive force) =
9469.931 kN OK

262
 CHECK FOR SHEAR IN PILE CAP (Clause 10.3.2, IRC:112-2011, page-88)
Design Shear Force = 1770.322 KN
The design shear resistance of the member without shear reinforcement, VRd.c =
=[0.12K(80r1.fck)0.33+0.15scp]bw.d
Where, K = 1+√(200/d)<=2.0
So, K = 1.324
r1 = Asl/bw.d
2
Where Asl = Area of steel provided = 12861 mm
bw = Width of section = 1000 mm
d= 1909 mm
r1 = 0.0067
scp = NEd/Ac < 0.2fcd, where, NEd = Axial compressive force = 0
Ac = Cross Sectional area of concrete
scp = 0 So,VRd.c = 759.69 KN
Now, VRd.c minimum = (nmin+0.15scp)bw.d
where nmin = 0.031K3/2fck1/2 = 0.25858
So, VRd.c minimum = 493.630 KN
So, governing shear resistance = 759.69 KN Shear reinforcement required

Calculation of shear reinforcement:

1 for σ cp =0, Ref: Eq-
αcw= 1.000
10.9, IRC-112:2011
bw(mm)= 1000
z(mm)= 0.9*d for RCC 1718
v1= for fck<80MPa 0.6
fcd= Design value of concrete
0.67*fck/γm 13.4
compressive strength=
Value of θ° = 45.0
tanθ= 1.0
cotθ= 1.0
Vrd.min= 6906.8

SHEAR REINFORCEMENT DETAILS

Stirrup Dia (mm),φ= 25
No. of Leg, 4
Spacing of the stirrup (mm), S= 175
Asw, Provided (mm2)= 1962.5
Asw, Required (mm2)= VRd.s=(Asw/S)*z*fywd*cotθ 518.4
fywd (Mpa) = 0.8*fyk/γm, γm =1.15 347.8
Check Ref.: Eqn-10.7, IRC-112,2011 OK
Ast, Provided (mm2)= 11214.3
Reinforcement ratio for shear Asw/(bw*d) 0.0009
Min. Permissible Reinforcement ratio
for shear
0.072*fck0.5/fyk 0.0008
Check Ref.: cl-10.3.3.5, IRC-112,2011 OK

b a b

263
264
265
266
 SERVICEABILITY LIMIT STATE CHECK
SL NO. LOAD CASE Vu MLu MTu HLu HTu
10 MLmax 39761.10 12780.97 14598.59 608.618 643.309
7 Vmax 40245.81 2528.96 882.92 0.00 40.87
17 Vmin 34511.140 6931.44 1385.65 295.647 40.871
29 1 span dislodged 37946.76 0.00 193.20 0.00 40.87
No. of piles = 20

B'
B 2.2 ML 0.891
0.75 5.9 1.909 4.741

0.75
17 16 99 8 1
3.7

18 15 10 7 2
MT
3 2 12.6
19 14 11 6 3

20 13 12 5 4

16.3
B B'
6.65

1.2
Load
Case V/N ML/ZL1 ML/ZL2 MT/ZT1 MT/ZT2
10 1988.05 172.72 86.357907 236.734 78.911
7 2012.29 34.18 17.087584 14.318 4.773
17 1725.56 93.67 46.834076 22.470 7.490
29 1897.34 0.00 0 3.133 1.044

267
Vertical Loads on piles
Load
Pile 1 Pile 2 Pile 3 Pile 4 Pile 5 Pile 6 Pile 7 Pile 8
Case
10 2397.50 2239.68 2081.86 1924.04 1837.68 1995.50 2153.32 2311.15
7 2060.78 2051.24 2041.69 2032.15 2015.06 2024.61 2034.15 2043.70
17 1841.70 1826.72 1811.74 1796.76 1749.92 1764.90 1779.88 1794.86
29 1900.47 1898.38 1896.29 1894.20 1894.20 1896.29 1898.38 1900.47

Considering case 10
Bending Moment at section B-B (in KN-m)
Moment
Sl. No. Force due to Force Moment
arm
1 Pile 1 2397.505 5.9 14145.28
2 Pile 2 2239.682 5.9 13214.12
3 Pile 3 2081.859 5.9 12282.97
4 Pile 4 2032.148 5.9 11989.67
5 Pile 5 2015.061 2.2 4433.13
6 Pile 6 2024.606 2.2 4454.13
7 Pile 7 2153.324 2.2 4737.31
8 Pile 8 2311.147 2.2 5084.52
4 Self Wt. -4189.500 3.325 -13930.09
5 Earth Wt. -595.747 3.325 -1980.86
Total 54430.20

Design moment positive means tension at bottom of pile

Shear force at section D-D ("d" distance away from B-B) in KN

Total For Shear
Sl. No. Force due to
Force at D-D
1 Pile 1 2397.505 2397.505
2 Pile 2 2239.682 2239.682
3 Pile 3 2081.859 2081.859
4 Pile 4 2032.148 2032.148
5 Pile 5 2015.061 1496.183
6 Pile 6 2024.606 1503.270
7 Pile 7 2153.324 1598.843
8 Pile 8 2311.147 1716.027
9 Self Wt. -4189.500 -2986.830
10 Earth Wt. -595.747 -424.727
Total 11653.959

268
Stress level check:

Grade of concrete = M 30
Grade of steel = Fe 500
Width of section considered = 1.0 m

Section is checked for SLS

Design moment = 4319.86 KN-m (for 1m width)
Width of section = 1m
Depth of section = 2m
"E" value of steel = 200000 Mpa
"E" value of concrete = 31000 Mpa
Modular ratio in tension = 9.3333333
Concrete failure strain = 0.0035
Maximum allowable stress in concrete = 0.48fck = 14.4 Mpa
(Clause 12.2.1(1), IRC:112-2011, page-120)
Maximum allowable stress in steel = 0.8fyk = 400 Mpa
(Clause 12.2.2, IRC:112-2011, page-120)

2
Total reinforcement provided = 12861 mm
Effective depth "d" = 1909 mm
Neutral axis depth = x = 567.51
CG of compressive force = 189.169 mm from most compressed surface
Now moment, M = (Stress in steel)x(area of steel)x(d-CG of compressive force) =

So, stress in steel = 195.30 Mpa OK, within permissible limit

Total force = 2511.79 KN
Stress in concrete = 8.852 Mpa OK, within permissible limit

Crack width check:

Crack width, Wk = Sr.max(Ôsm-Ôcm) Where, Sr.max = Maximum crack spacing

Ôsm = mean strain in the reinforcement under the relavant combination of loads
Ôcm = mean strain in the concrete between cracks.

Now,

(Eq. 12.6, IRC:112-2011, page-125)

Where, ssc = stress in the tension reinforcement = 195.30 Mpa
ae = Es/Ecm = 6.4516129
fct.eff = mean value of tensile strength of concrete = 2.9 Mpa
rr.eff = As/Ac.eff Where, Ac.eff = Effective area of concrete in tension, surrounding
the reinforcement of depth h c.eff
Where, hc.eff = lesser of the followings

2=0 x Where, A = level of steel centroid

B = Effective tension area, Ac.eff
h
d Ô1,Ô2 = greater and lesser tensile strain

hc.eff

1 B

269
 So, hc.eff = 227.5 mm
2
Ac.eff = 227500 mm
Now. rr.eff = As/Ac.eff = 0.0565338
kt = factor dependant on duration of the load may be taken as 0.5

Now in situations where spacing of bonded reinforcement within the tension zone is reasonably
close (i.e <=5(c+f/2)), the maximum crack spacing,

Where, f = diameter of bar = 32 mm c = clear cover = 75 mm

k1 = co-efficient taking acount of bond properties of reinforcement = 0.8
k2 = co- efficient taking account of distribution of strain = 0.5
So,Sr.max = 351.226 mm
And, Ôsm-Ôcm = 0.0008
Minimum value of Ôsm - Ôcm = 0.0005859
So, governing value of Ôsm - Ôcm = 0.0008015

So, crack width, Wk = Sr.max(Ôsm-Ôcm) = 0.281 mm

Maximum crack width = 0.3 mm (Table 12.1, IRC:112-2011, page-122)
Crack width within permissible limit

270
 DESIGN OF PILES

Diameter of piles, D = 1200 mm

2
fck of concrete = 35 N/mm
2
fy of steel = 500 N/mm
Clear cover to the reinforcement = 75 mm
Loads Loads on piles
Moment
Load in each
Pile 1 Pile 2 Pile 3 Pile 4 Pile 5 Pile 6 Pile 7 Pile 8
Case piles KN-
m
30 4049.84 4043.44 4037.05 4030.66 3208.13 3214.521 3220.914 3227.31 2287.884
10 3258.25 3022.56 2786.87 2551.18 2419.53 2655.216 2890.906 3126.6 262.4915
41 3788.26 3788.26 3788.26 3788.26 2982.91 2982.908 2982.908 2982.91 0
43 3380.83 3378.74 3376.65 3374.56 2545.47 2547.563 2549.652 2551.74 8.102709

d'
Diameter of bars provided = 32 mm
No. of bars provided = 48 Nos. in 2 layers
Percentage of stee, p = 3.413
So, p/fck = 0.098
d'/D = 0.076
Now for case 30, Pile No. 1
Pu = 4049.84 KN
2
Pu/fck.D = 0.0804

Now for case 10,

Pile 5 Pu = 2419.53 KN
Pu/fck.D2 = 0.0480

From SP 16, chart 60, we get,

Mu1/fckD3 = 0.26
So, Mu1 = 15724.8 KN-m
Now, Mu/Mu1 = 0.017 SAFE

From SP 16, chart 60, we get,

Mu1/fckD3 = 0.32
So, Mu1 = 19353.6 KN-m
Now, Mu/Mu1 = 0.118 SAFE

Continue all bars upto end of pile

Provide distribution reinforcement 10 mm dia.
@ 150 mm c/c

271
Summarised Reinforcement Detailing
(According to chapter 16, IRC:112-2011, page-171)
PIER SHAFT
2
Total vertical reinforcement provided = 10669.1 mm
2
Concrete area, Ac = 3883573 mm
2
Now, 0.0024Ac = 9320.575 mm < Steel provided, OK
2
and 0.04Ac = 155342.9 mm > Steel provided, OK

Tie bar provide 16 mm dia. @ 150 mm c/c.

2
Total horizontal reinforcement provided = 1608 mm
2
Now 25% of vertical steel = 1340 mm < Steel provided, OK
2
and 0.001Ac = 239 mm < Steel provided, OK

Vertical reinforcement provided =

32 mm dia @ 150 mm c/c.
Horizontal reinforcement provided =
16 mm dia @ 150 mm c/c.

272
PILE CAP
Main reinforcement provided 32 mm dia. 125 mm c/c
in 2 layers
2
Steel in 1m strip = 12861.44 mm
2
As.min = 0.26fctm/fykbtd= 2878.77 mm OK
2
or, 0.0013btd = 2481.7 mm OK
Distribution reinforcement provided at bottom and both direction at top
25 mm dia. 150 mm c/c
OK
Provide surface reinforcement 16 mm dia. 6 Nos. each face
Provide shear reinforcement 25 mm dia 4 legged stirrup @
175 mm spacing at toe side
PIER CAP

At top along longitudinal direction provide 25 mm tor bar @ 125 mm c/c

At top along transverse direction provide 25 mm tor bar @ 125 mm c/c
At bottom along longitudinal direction provide 16 mm tor bar @ 125 mm c/c
At bottom along transverse direction provide 16 mm tor bar @125 mm c/c
Provide 16 mm dia 6 L Stirrup 4 layers

PILE
Main reinforcement provided 32 mm dia. 48 Nos. in 2 layers
Continue all bars upto end of pile
Distribution reinforcement provided 10 mm dia. 150 mm c/c

273
ESTIMATE OF IRANG BRIDGE
CH._95.500 KM

274
COST ABSTRACT

275
 ABSTRACT
Sr No Description of Bill Items Amount (INR Crore)
A Road Portion (Approach road)
I Cutting , Earthfilling & Disposal 1.65
II Sub base 0.24
III Non-Bituminous Base Course 0.47
IV Bituminous Base Course 0.25
V Wearing Coat 0.14
Sub Total A 2.75
B Culvert (Sub Total B) 0.38
C Bridge
I Foundation 9.10
II Substructure 5.52
III Superstructure 10.28
IV Protection work 0.17
V Miscellaneous 0.03
Sub Total C 25.1
D Grand Total (A+B+C) (As per SOR 2016) 28.23
E Inflation @ 2.93% 0.83
F Add GST @ 6% 1.69
G Civil work without Maintenance (D+E+F) 30.75
COST ESTIMATION

277
Summary Sheet of Major Bridge (Quantities & Amount)
CHAINAGE 3X41M
95.500 KM Twin Bridge
Rate Amount
of
Span(m) x (Rs.) (Rs.)
CW=9.5
Height(m)=
BW=12.5
ITEM NO. Description Unit
A. Foundation
Item no 1(a) Excavation (upto 3 m depth) cum 4191.910 423.50 17,75,274.00
Item no 1(b) Excavation (3 m to 6 m depth) in rock cum 2519.090 1,736.73 43,74,979.00
Item no 2 R.C.C M30 (Foundation) cum 2132.000 11,269.97 2,40,27,572.00
Item no 3 P.C.C (M-15) cum 209.510 8,873.64 18,59,116.00
Item no 4 Bored cast-in-situ M35 grade R.C.C. Piles m 1200.000 19,561.41 2,34,73,692.00
Item no 5 Steel liner 6mm thick (1.2m DIA PILE) ton 1.240 100,426.17 1,24,528.00
Item no 6 Steel (Foundation) ton 469.160 75,930.20 3,56,23,412.00
B. SubStructure
Item no 1(a) R.C.C M30 (Substructure) upto 5m cum 784.810 10,581.08 83,04,136.00
Item no 1(b) R.C.C M30 (Substructure) from 5m to 10m cum 497.600 10,721.42 53,34,978.00
Item no 1(C) R.C.C M30 (Substructure) above 10m cum 637.90 10,861.77 69,28,722.00
Item no 2 R.C.C M35 (Substructure) upto 5m cum 66.040 11,381.14 7,51,610.00
Item no 3 Steel (Substructure) ton 289.812 75,930.20 2,20,05,483.00
Item no 4 Weep Holes each 338.000 482.27 1,63,007.00
Item no 5 Backfilling - Granular Material cum 667.860 2,152.78 14,37,756.00
Item no 6 Backfilling - Sandy Material cum 1288.740 2,254.65 29,05,658.00
Item no 7 Filter Media cum 339.280 2,168.88 7,35,858.00
Item no 8 Elastomeric Bearing cc 1145609 3.19 36,54,493.00
Item no 9 Brick Masonary Wall at Median cum 8.750 9,667.37 84,589.00
Item no 10 Pot & Pot cum PTFE ton capacity 9600.000 504.74 48,45,504.00
C. Super Structure
Item no 1(a) P.S.C M45 (Superstructure) upto 5m cum 1553.840 18,764.75 2,91,57,419.00
Item no 1(b) R.C.C M45 (Superstructure) upto 5m cum 699.800 13,858.18 96,97,955.00
Item no 1(c) RCC M30 Kerb cum 52.210 12,774.37 6,66,950.00
Item no 2(a) Steel (PSC) ton 131.010 134,692.76 1,76,46,098.00
Item no 2(b) Steel (Superstructure) ton 458.320 76,311.35 3,49,75,017.00
Item no 3(a) Bituminous Concrete Wearing Coat(40mm) cum 101.040 14,039.14 14,18,514.00
Item no 3(b) Mastic Asphalt (25mm) sqm 2525.920 553.17 13,97,273.00
Item no 3(c) Tack Coat sqm 2525.920 15.63 39,470.00
Item no 3(d) Cement concrete wearing course(75 mm) cum 29.410 16,790.82 4,93,818.00
Item no 4 Railing metre 261.440 2,361.87 6,17,486.00
Item no 5 Crash Barrier metre 530.560 6,919.68 36,71,305.00
Item no 6 Drainage Spout each 46.00 1,919.84 88,313.00
Item no 7 PCC below approach slab cum 24.260 8,739.16 2,12,012.00
Item no 8 R.C.C. Approach Slab with steel cum 50.400 16,567.57 8,35,005.00
Item no 9 Strip Seal Expansion Joint metre 50.000 41863.77 20,93,189.00
Item no 10 Filler Joint
(i) copper plate metre 50.000 6,379.01 3,18,950.00
(ii) fibar board metre 50.000 504.68 25,234.00
(iii) 20mm thick premoulded joint filler metre 50.000 602.12 30,106.00
(iv) joint sealing compound metre 50.000 32.00 1,600.00
D. Protection Work
Item no 1a Boulder Pitching cum 202.420 4,092.80 8,28,465.00
Item no 1b Filter Blanket cum 101.210 3,649.89 3,69,405.00
Item no 2 PCC(M15) Toe Wall cum 48.440 9,950.67 4,82,011.00
Item no 5 750 mm thick Flexible appron cum 46.238 2,971.45 1,37,394.00
Item no 6 Below Curtain Wall- PCC (M-15) cum 10.105 9,950.67 1,00,552.00
Item no 7 Excavation cum 318.444 423.50 1,34,861.00
Item no 9 PCC M20 curtain wall cum 68.321 8926.714 6,09,882.00
MISCELLANEOUS
Item no 1a Painting sqm 2081.110 127.320 2,64,967.00
Item no 1b Citizen information Board NH Project no 2.000 25000.000 50,000.00
ROAD PART
Item no 1 Earth cutting for Approach Road cum 15900.000 174.210 27,69,939.00
Earth Filling under road
Item no 1a Granular Material cum 2498.760 2152.780 53,79,280.00
Item no 1b Sandy Material cum 2498.760 2254.650 56,33,829.00
Item no 1b Disposal For Excavated Earth cum 10902.480 252.040 27,47,861.06
Pavement Composition
Item no 1a BC cum 99.000 14039.135 13,89,874.00
Item no 1b DBM cum 198.000 12478.705 24,70,784.00
Item no 1c WBM cum 990.000 4815.815 47,67,657.00
Item no 1d GSB cum 594.000 4013.178 23,83,828.00
TOTAL = 28,23,16,670.06

278
LEAD DETAILS

279
 Leads for Various Materials

Name of Name of
Sl. No. Distance from Source to BridgeLocation Total Lead
Material Source
1 Sand (Fine) Noney 58 km by road to Irang Bridge Location 60 Km
2 Filling Material Local - 10km
3 Stone Metal Barak 69 km by road to Irang Bridge Location 71 km
4 Stone Boulder Barak 69 km by road to Irang Bridge Location 71 km
5 Stone Chips, Noney 58 km by road to Irang Bridge Location 60 Km
Aggregate
6 Coarse Sand Noney 58 km by road to Irang Bridge Location 60 Km
7 Cement Imphal 105.5 km by road to Irang Bridge Location 107.5 Km
8 Steel Imphal 105.5 km by road to Irang Bridge Location 107.5 Km
Numaligarh
9 Bitumen Refinery, 415 km by road to Irang Bridge Location 417 Km
Assam
10 Structural Steel Imphal 105.5 km by road to Irang Bridge Location 107.5 Km

280
 Carriage Cost of Material (Including loading & unloading )
Rubbish
Name of Quarries Local
Lead Upto Site (KM)= 10
Cost of
Lead Carriage Rate Carriage
Sl.No. Kilometer Unit
(km) (Km) (Rs) (In Rs)

Upto 1 per m3 156.01

3
Upto 2 per m 181.12
3
Upto 3 per m 205.75
1 10.00 Upto 4 per m 3
229.37
3
Upto 5 per m 5 252.04 252.04
for Every km beyond 5 km
per m3
up to 10 km 5 24.59 122.95
Total 374.99
Stone aggregate below 40mm nominal size
Name of Quarries Noney
Lead Upto Bridge Location (KM)= 58
Lead Upto Quarry (KM)= 2
Total Lead (KM)= 60
Cost of
Carriage Rate
Sl.No. Lead in km Kilometer Unit Carriage
(Km) (Rs)
(In Rs)
Upto 1 per m3 149.05
3
Upto 2 per m 173.04
3
Upto 3 per m 196.57
3
Upto 4 per m 219.13
3
Upto 5 per m 5 240.80 240.80
2 60.17
for Every km beyond 5 km
per m3 117.45
up to 10 km 5 23.49
for Every km beyond10 km
per m3 187.90
up to 20 km 10 18.79

for Every km beyond 20 km per m3

40.17 15.05 604.48
Total 1150.63

281
Sand
Name of Quarries Noney
Lead Upto Bridge Locationl (KM)= 58
Lead on Quarry (KM)= 2.00
Total Lead (KM)= 60
Cost of
Carriage Rate
Sl.No. Lead in km Kilometer Unit Carriage
(Km) (Rs)
(In Rs)
Upto 1 per m3 149.05
3
Upto 2 per m 173.04
3
Upto 3 per m 196.57
3
Upto 4 per m 219.13
3
Upto 5 per m 5 240.80 240.80
3 60.17
for Every km beyond 5 km
per m3 117.45
up to 10 km 5 23.49
for Every km beyond10 km
per m3 187.90
up to 20 km 10 18.79

for Every km beyond 20 km per m3 604.48

40.17 15.05
Total 1150.63
Boulder
Name of Quarries Barak
Lead Upto Bridge Location (KM)= 69
Lead upto Quarry (KM)= 2.00
Total Lead (KM)= 71
Cost of
Rate Carriage
Sl.No. Lead in km Kilometer Unit Carriage
(Rs) (In Rs)

Upto 1 per m3 165.34

3
Upto 2 per m 191.94
3
Upto 3 per m 218.05
3
Upto 4 per m 243.08
3
Upto 5 per m 5 267.11 267.11
4 71.49
for Every km beyond 5 km
per m3 130.30
up to 10 km 5.00 26.06
for Every km beyond10 km
per m3 208.50
up to 20 km 10.00 20.85

for Every km beyond 20 km per m3 859.95

51.49 16.7
Total 1465.86

282
Cement, Steel
Name of Quarries Imphal
Lead Upto Bridge Location (KM)= 105.50
Lead upto Quarry (KM)= 2.00
Total Lead (KM)= 107.50 Cost of
Carriage
Rate
Sl.No. Lead in km Kilometer Unit Carriage (In Rs)
(Rs)

Upto 1 per Tone 106.92

Upto 2 per Tone 124.12
Upto 3 per Tone 141.01
Upto 4 per Tone 157.19
Upto 5 per Tone 5 172.73 172.73
5 107.50 for Every km beyond 5 km
per Tone 84.25
up to 10 km 5 16.85
for Every km beyond10 km
per Tone 134.80
up to 20 km 10 13.48

for Every km beyond 20 km per Tone 945.00

87.50 10.80
Total 1336.78
Bitumen
Name of Quarries Numaligarh Refinery, Assam
Lead Upto Imphal (KM)= 309.5
Lead Upto Bridge Location form Imphal (KM)= 105.50
Lead on Project Road (KM)= 2.00
Total Lead (KM)= 417.00 Cost of
Carriage
Rate
Sl.No. Lead in km Kilometer Unit Carriage (In Rs)
(Rs)

Upto 1 per Tone 106.92

Upto 2 per Tone 124.12
Upto 3 per Tone 141.01
Upto 4 per Tone 157.19
Upto 5 per Tone 5 172.73 172.73
6 417.00 for Every km beyond 5 km
per Tone 84.25
up to 10 km 5 16.85
for Every km beyond10 km
per Tone 134.80
up to 20 km 10 13.48

for Every km beyond 20 km per Tone 4287.60

397.00 10.80
Total 4679.38

283
QUANTITY ESTIMATE OF
BRIDGE & ROAD

284
 DETAIL QUANTITY CALCULATION OF BRIDGE AT IRANG BRIDGE

3 No. X 41 M SPAN CH._95.500 KM IRANG BRIDGE

Length Height
Item Sl No. Description Unit nos. Breadth (m) Quantity
(m) (m)

FOUNDATION
1.1 Excavation upto 3m depth
Abutment-1 cum 2 13.80 8.40 3.00 695.52
Pier-1 cum 2 13.60 17.30 3.00 1411.68
Pier-2 cum 2 13.60 17.30 3.00 1411.68
Abutment-2 cum 2 13.80 8.40 2.20 510.05
Total 4028.93

1.2 Excavation 3.0m to 6.0m depth(in rock)

Abutment-1 cum 2 13.80 8.40 1.862 431.69
Pier-1 cum 2 13.60 17.30 2.859 1345.33
Pier-2 cum 2 13.60 17.30 1.577 742.07
Total 2519.09

2 Pile cap & Foundation Slab RCC M30

Foundation Abutment (Rectangular Part) cum 4 12.80 7.400 1.000 378.88
Slab Abutment (Trapezoidal Part) cum 4 12.80 4.300 0.500 110.08
Pile cap (Pier) cum 4 12.60 16.300 2.00 1643.04
Total= 2132.00

3 Bored Cast-in-situ Pile M35 (dia.=1.2m)

Pier-1 m 40 15.000 600.00
Pier-2 m 40 15.000 600.00
Total= 1200.00

4 PCC M-15 levelling course

Below Foundation Slab for Abutment cum 4 13.10 7.70 0.15 60.52
Below Pile-cap for Pier cum 4 12.90 16.60 0.15 128.48
Total= 189.00

5 Steel Liner(1.2m dia pile)

Pier-1 ton 1 3.77 0.006 3.50 0.62
Pier-2 ton 1 3.77 0.006 3.50 0.62
Total= 1.24

6 HYSD Bars
130kg/cum for pile cap & @
T Total= 469.160
160kg/m for pile

SUBSTRUCTURE
7 RCC M-30 upto 5.0m height
Abutment wall (A1) cum 2 12.50 1.200 1.700 51.00
Abutment wall (A2) cum 2 12.50 1.200 1.700 51.00
Abutment cap cum 4 12.75 2.070 1.000 105.57
Pier shaft (P1) cum 2 21.24 5.000 212.40
Pier shaft (P2) cum 2 21.24 5.000 212.40
Dirt Wall cum 4 12.50 0.400 2.300 46.00
RCC Wall at median cum 2 3.00 0.300 2.600 4.68
Total= 683.05

285
 DETAIL QUANTITY CALCULATION OF BRIDGE AT IRANG BRIDGE

3 No. X 41 M SPAN CH._95.500 KM IRANG BRIDGE

Length Height
Item Sl No. Description Unit nos. Breadth (m) Quantity
(m) (m)
8 RCC M-30 height above 5.0m upto 10.0m
Pier shaft (P1) cum 2 21.24 5.000 212.40
Pier shaft (P2) cum 2 21.24 5.000 212.40
Dirt Wall cum 4 12.50 0.400 1.390 27.80
Fin Wall cum 4 4.50 0.500 4.000 36.00
Bracket cum 4 12.50 0.180 9.00
Total= 497.600

9 RCC M-30 height above 10.0m

Pier shaft (P1) cum 2 21.24 6.25 265.50
Pier shaft (P2) cum 2 21.24 6.25 265.50
Pier cap(Trapizoidal portion) cum 2 10.95 2.40 1.00 21.90
Pier cap(Rectangular portion) cum 2 12.50 3.40 1.00 85.00
Total= 637.90

10 Brick Masonary Wall at Median

cum 2 3.00 0.30 4.86 8.75
Total = 8.75

11 RCC M-35 for Pedestal & Seismic Arrestor Blocks height upto 5.0m
cum 2 0.80 0.800 0.243 0.31
cum 2 0.80 0.800 0.290 0.37
Pedestal at Abutment Pot bearing
cum 2 0.80 0.800 0.365 0.47
cum 2 0.80 0.800 0.440 0.56
cum 2 0.80 0.800 0.243 0.31
Pedestal at Abutment Pot cum PTFE cum 2 0.80 0.800 0.290 0.37
bearing cum 2 0.80 0.800 0.365 0.47
cum 2 0.80 0.800 0.440 0.56
cum 4 0.80 0.800 0.243 0.62
cum 4 0.80 0.800 0.290 0.74
Pedestal at Pier for Pot bearing
cum 4 0.80 0.800 0.365 0.93
cum 4 0.80 0.800 0.440 1.13
cum 4 0.80 0.800 0.243 0.62
Pedestal at Pier for Pot cum PTFE cum 4 0.80 0.800 0.290 0.74
bearing cum 4 0.80 0.800 0.365 0.93
cum 4 0.80 0.800 0.440 1.13
Block RB2 cum 16 1.000 0.550 1.425 12.54
Block RB1 cum 24 0.800 1.321 25.36
Block RB3 cum 16 1.060 0.740 1.425 17.88
Total= 66.04

11 HYSD Bars
@ 150 kg/cum T 282.689
Total= 282.689

286
 DETAIL QUANTITY CALCULATION OF BRIDGE AT IRANG BRIDGE

3 No. X 41 M SPAN CH._95.500 KM IRANG BRIDGE

Length Height
Item Sl No. Description Unit nos. Breadth (m) Quantity
(m) (m)
12 Weep holes
Spacing for weep holes = 2 m in horizontal and 1 m in vertical direction
No of weep holes in horizontal direction per abutment = 11.7/2+1 = 7
No of weep holes in vertical direction per abutment = 1.7+1 = 3
No of weep holes in horizental direction per Fin wall = 4.5/2+1 = 4
No of weep holes in vertical direction per Fin wall = (4+1)/2/1+1 = 4
No of weep holes in horizental direction at median = (3)/2+1 = 3
No of weep holes in vertical direction at median= (7.44)/1+1 = 9
Total no of Weep holes per abutment = 7 x 3 21
Total no of Weep holes per Fin wall = 4 x 4 16
Total no of Weep holes at median= 9 x 3 27
Total no of weep holes = 21 x 4 + 16 x 4+27 x 2 Total 202.00

13.1 Backfilling - Granular Material

Behind Abutment cum 8 21.20 1.000 169.60
Behind Pier cum 8 29.90 2.000 478.40
Total 648.00

13.2 Backfilling - Sandy Material

Behind Abutment cum 4 12.50 4.50 6.390 1437.75
Front of Abutment cum 4 12.50 2.800 0.750 105.00
Deduct for filter media cum -254.01
Total 1288.74

14 Filter media
Behind Abutment cum 4 12.000 0.60 6.390 184.03
Behind Fin wall cum 4 4.500 0.60 4.000 43.20
Behind RCC wall at median cum 2 3.000 0.60 7.440 26.78
Total 254.01

15 Pot & Pot cum PTFE Bearing

ton 48 200.00 9600.00
Total 9600.00

16 Elastomeric Bearing
Bearing B1 cucm 24 37.00 54.50 9.80 474281
Bearing B2 cucm 16 27.00 42.00 13.00 235872
Bearing B3 cucm 32 27.00 42.00 12.00 435456
Total 1145609

287
 DETAIL QUANTITY CALCULATION OF BRIDGE AT IRANG BRIDGE

3 No. X 41 M SPAN CH._95.500 KM IRANG BRIDGE

Length Height
Item Sl No. Description Unit nos. Breadth (m) Quantity
(m) (m)
SUPERSTRUCTURE

17 PSC M-45 Girder portion

cum 6 32.400 5.028 977.44
Long Girder middle portion
cum 12 2.050 9.756 240.00
Long Girder straight end portion

cum 12 1.600 7.392 141.93

Long Girder varying portion
End Cross Girder (portion in between
cum 12 0.400 14.700 70.56
the long girder)
End Cross Girder (triangular part) cum 12 0.400 1.840 8.83
Intermediate Cross Girder (portion in
cum 18 0.300 14.742 79.61
between the long girder)
Intermediate Cross Girder
cum 18 0.300 6.568 35.47
(rectangular part)
Total 1553.84
18 R.C.C. Deck slab (M40)
Deck Slab without Cantilever cum 6 39.70 12.50 0.225 669.94
Cantilever portion of Deck Slab cum 12 0.63 12.50 0.316 29.86
Total 699.80

19 RCC M30 Kerb

cum 2 130.720 0.500 0.225 29.41
Total 29.41

19 PSC Steel
@550kg/m length of PSC girder TON 131.01 131.01
Total 131.01

20 Superstructure Steel (HYSD Bars)

@ 200 kg/cum TON 456.610
Total= 456.610

21 Railing
m 2 130.72 261.44
Total= 261.44

22 RCC M40 Crash Barrier

m 4 130.72 522.88
Total= 522.88

23 Drainage Spout nos. 42 Total 42.00

24 M15 PCC below Approach Slab

cum 4 3.370 12.000 0.15 24.26
Total 24.26

25 Approach Slab(M30)
Approach Slab cum 4 3.500 12.000 0.300 50.40
Total 50.40

26 Bituminus concrete wearing course

cum 2 130.72 9.50 0.040 99.35
Total= 99.35

288
 DETAIL QUANTITY CALCULATION OF BRIDGE AT IRANG BRIDGE

3 No. X 41 M SPAN CH._95.500 KM IRANG BRIDGE

Length Height
Item Sl No. Description Unit nos. Breadth (m) Quantity
(m) (m)
27 Mastic asphalt
sqm 2 130.72 9.50 2483.68
Total= 2483.68

28 Tack coat
sqm 2 130.72 9.50 2483.68
Total= 2483.68

29 Cement Concrete wearing coarse(75mm)

cum 2 130.72 1.50 0.075 29.41
Total= 29.41

30 Filler joint
Providing & fixing 2 mm thick
corrugated copper plate in expansion m 4 12.50 50.00
joint
Providing & fixing 20 mm thick
compressible fibre board in m 4 12.50 50.00
expansion joint
Providing and fixing in position 20
m 4 12.50 50.00
mm thick premoulded joint filler
Providing and filling joint sealing
m 4 12.50 50.00
compound

31 Strip Seal Expansion Joint

m 4 12.500 50.00
Total 50.00

PROTECTION WORK

Pitching with Stone Blanket (A1

32 cum 2 104.69 0.30 62.814
side)
Pitching with Stone Blanket (A2
cum 2 232.67 0.30 139.602
side)
Total 202.42

33 Toe Wall
In A1 side cum 2 26.992 0.353 19.056
In A2 side cum 2 41.616 0.353 29.381
Total 48.44

34 Filter Blanket PCC(M15) below pitching

A1 side cum 2 104.69 0.15 31.407
A2 side cum 2 232.67 0.15 69.801
Total= 101.21

MISCELLANNEOUS
35 Painting
Railing(Post) sqm 144 1.05 1.10 166.32
Railing(Beam) sqm 6 0.69 130.72 541.18
Crash Barrier sqm 4 2.627 130.72 1373.61
Total 2081.110

Citizen information Board NH

36 no Total 2.000
Project

289
 ESTIMATE OF QUANTITY OF BOX CULVERT

Box Size:- 1 cell of 3 m x 3 m

with Flexible Appron

Item No. Description Unit nos Length (m) Breadth (m) Height (m) Quantity

A. FOUNDATION

1 Excavation(up to 3m)
Box Bridge cum 1 6.640 13.000 0.870 75.098
Shear Key cum 2 6.640 1.680 0.780 17.402
Return Wall-II cum 4 4.710 4.300 0.870 70.480
` Total 162.980

2 PCC-M15
Box Bridge cum 1 5.640 9.940 0.150 8.409
Shear Key cum 2 5.940 1.503 0.150 2.678
Return Wall-II cum 4 4.360 3.600 0.150 9.418
Total 20.505

B. SUBSTRUCTURE

3 RCC-M30 (upto 5m)

Bottom Slab cum 1 5.640 12.000 0.420 28.426
Box Side Wall cum 2 12.000 0.420 3.000 30.240
Base slab of return wall II cum 4 4.210 3.300 0.300 16.672
Return wall I cum 4 0.900 0.300 3.420 3.694
Return wall II cum 4 4.210 0.275 3.540 16.394
Shear key cum 2 5.640 0.538 6.069
Haunch cum 2 12.000 0.011 0.264
Total= 101.759

4 Substructure Steel (HYSD Bars)

70 kg/cum of Concrete ton 1 7.123 7.123
Total 7.123

5 Weep holes
Spacing for weep holes = 2 m in horizontal and 1 m in vertical direction
No of weep holes in horizontal direction per abutment =11.4/2+1 = 7
No of weep holes in vertical direction per abutment =2.8/1+1 = 4
No of weep holes in horizontal direction per return wall =5.11/2+1 = 4
No of weep holes in vertical direction per return wall =3.54/1 +1= 5
Total no of Weep holes per abutment = 7 x 4 28
Total no of Weep holes per return wall = 4 x 5 16
Total no of weep holes = 28 x 2 + 16 x 4 136

6 Backfilling - Granular Material

Behind Side Wall cum 2 0.900 11.400 3.420 70.178
4 1.100 4.210 3.540 65.575
Behind Return wall II cum 2 7.600 4.210 2.670 170.859
4 1.850 4.210 3.540 110.285
Deduct for filter media cum 85.273
Box cum 1 18.640 0.420 7.829
Shear key cum 2 2.820 0.780 4.399
Return Wall-II cum 4 6.360 0.300 7.632
Total 19.860

290
 7 Filter media
Behind Abutment cum 2 11.400 0.600 3.420 46.786
Behind Return Wall cum 4 4.530 0.600 3.540 38.487
Total 85.273

C. SUPERSTRUCTURE

8 RCC-M30(up to 5m)
Box Bridge cum 1 3.840 12.000 0.489 22.533
(+)Haunch cum 2 12.000 0.011 0.264
Total 22.797

9 Superstructure Steel (HYSD Bars)

75 kg/cum of concrete ton 1 1.710 1.710
Total 1.710

10 Bituminas Concrete Wearing Course

cum 1 3.840 11.000 0.040 1.690
Total 1.690

11 Mastic Asphalt
sqm 1 3.840 11.000 42.240
Total 42.240

12 Tack Coat
sqm 1 3.840 11.000 42.240
Total 42.240

13 Crash Barrier R.C.C. M40 m 2 3.840 7.680

Total 7.680

14 Drainage Spout nos. 4 4

D. PROTECTION WORK

15 750 mm thick Flexible appron

Upstream cum 1 13.700 1.500 0.750 15.413
Downstream cum 1 13.700 3.000 0.750 30.825
Total 46.238

16 Curtain Wall- PCC (M-20)

Downstream side cum 1 21.900 1.910 41.829
Upstream side cum 1 17.900 1.480 26.492
Total 68.321

17 Excavation in Soil
Curtain Wall (downstream) cum 1 22.900 2.850 2.650 172.952
Curtain Wall (upstream) cum 1 18.900 2.500 2.150 101.588
Flexible appron(downstream) cum 1 12.700 0.175 0.750 1.667
Flexible appron(upstream) cum 1 12.700 1.850 0.750 17.621
Rigid appron(downstream) cum 1 13.600 1.175 0.400 6.392
Rigid appron(upstream) cum 1 13.600 3.350 0.400 18.224
Total 318.444

18 PCC (M-15)
Below Curtain Wall
Downstream side cum 1 21.900 1.850 0.150 6.077
Upstream side cum 1 17.900 1.500 0.150 4.028
Total 10.105

291
 DETAIL QUANTITY CALCULATION OF ROAD PART

3 No. X 41 M SPAN CH._95.500 KM IRANG BRIDGE

Length Breadth Height
Item Sl No. Description Unit nos Quantity
(m) (m) (m)
37 Earth cutting for Approach Road
cum 1 150.00 13.25 8.00 15900.00
EARTH FILLING
38
UNDER ROAD
GRANULAR
cum 2 120 16.5 0.631 2498.76
MATERIAL

SANDY MATERIAL cum 2 120 16.5 0.631 2498.76

39 Disposal For Excavated Earth

cum 1 10902.48

40 Pavement Composition
2.1 BC cum 2 120 16.5 0.025 99.000
2.2 DBM cum 2 120 16.5 0.05 198.000
2.3 WBM cum 2 120 16.5 0.25 990.000
2.4 GSB cum 2 120 16.5 0.15 594.000

292
 RESETTLEMENT
REHABILITATION & SOCIAL
IMPACT ASSESSMENT

293
Consultancy Services for preparation of Detailed Project Report
and providing pre-construction services in respect of 4 laning with paved
shoulder of Imphal-Jiribam road section on NH-37(NH-53)
for proposed bridge over River Irang in the State of Manipur.

INTRODUCTION AND BACKGROUND

1.1. The Project
Manipur is one of the Border States in the northeastern part of the country having an
international boundary of about 352 kms. long stretch of land with Myanmar in the southeast.
It is bounded by Nagaland in the north, Assam in the west and Mizoram in the south. It has a
total area of 22327 sq. kms. It lies between 23.80° N to 25.70° N latitude and 93.50° E to
94.80° E longitude.
Geographically, the State of Manipur could be divided into two regions, viz. the hill and the
valley. The valley lies in the central part of the State and the hills surround the valley. The
average elevation of the valley is about 790 m above the sea level and that of the hills is
between 1500 m and 1800m. The hill region comprises of ten districts viz. Senapati,
Kangpokpi,Tamenglong, Noney, Churachandpur, Pherzawl, Tengnoupal, Kamjong, Chandel
and Ukhrul and the valley region consists of six districts, viz. Imphal East, Imphal West,
Thoubal, Jiribam, Kakching and Bishnupur. The hill districts occupy about 90 percent (20089
sq km) of the total area of the State and the valley occupies only about tenth (2238 sq km) of
the total area of the State. Imphal is the capital city of Manipur. In the year 2009–10, the
tertiary sector of the economy (service industries) was the largest contributor to the gross
domestic product of the state, contributing 57.8% of the state domestic product compared to
24% from primary sector (agriculture, forestry, mining) and 18.2% from secondary sector
(industrial and manufacturing). Agriculture is the leading occupation in Manipur. In terms net
state domestic product (NSDP), Manipur has the sixth largest economy (2009–2010) in
India, with an NSDP of 3663 billion Indian rupees.
The existing Bridge is located at Km 95.500 on NH-37 (NH-53) in Noney district of Manipur.
The road is a part of economic corridor (EC NO. 44 North east North East Corridor) Silchar –
Jiribam – Imphal. It provides direct connectivity to Silchar (Assam) via Jiribam with state
capital Imphal. The road also provides connectivity to important major town / market areas of
Tupul, Noney, Awangkhul, Khongsang, Nungba, Kaimai, Jiribam etc. The existing Bailey
Bridge is unable to carry the current traffic load of the NH and also this narrow bridge causes
congestion in that location. To avoid the congestion of traffic and considering the present
condition of existing bridge NHIDCL has decided to provide a new 4 -lane bridge as per IRC
standard.
The existing ROW width along the project road has been observed to be around 7m.
However, the existing ROW does not cater to the codal provision of 24m ROW of Hill Road
in open areas and hence land acquisition is required at proposed bridge approaches to
accommodate the 4 lane bridge proposal.
The road approach of the bridge passes through mountainous terrain. The topography is
mostly rural in nature. As per the reconnaissance survey it has been observed that there are
8 nos. of households are likely to be affected for the project
The existing Bridge is Single Lane Bailey Bridge. It is a single span bridge with span length
of 43.7 m. The carriageway width of the existing bridge is 4 meter with outer to outer width

294
Consultancy Services for preparation of Detailed Project Report
and providing pre-construction services in respect of 4 laning with paved
shoulder of Imphal-Jiribam road section on NH-37(NH-53)
for proposed bridge over River Irang in the State of Manipur.

5.6m. The existing bridge condition along the road is poor. 3 x 41m PSC T- Girder 4-lane
bridge is proposed just on the upstream side of the existing bridge.
Figure 1: Photograph of Existing Irang Bridge

Adequate attention has been given during the feasibility phases of the project preparation to
minimize the adverse impacts on land acquisition and resettlement impacts. However,
technical and engineering constraints were one of the major concerns during exploration of
various alternative alignment option. With the available options proposed bridge alignment
has been has finalised with best engineering solution as well as avoiding large scale land
acquisition and involuntary resettlement impacts.

1.2. Scope of Land Acquisition and Resettlement Impacts

The existing ROW width along the project road has been observed to be around 7m in an
average. However, the existing ROW is not sufficient to accommodate the 4 lane bridge
proposal. Hence, adequate land is to be acquired near the bridge approaches.

1.3. Stakeholders Consultation and Participation

Focus Group Consultations with various stakeholders were carried out during various
phases of project preparation. Key person and focus group consultations at section of the
society were arranged at the stage of project preparation to ensure peoples’ participation in
the planning phase of this project and to treat public consultation and participation as a
continuous two way process. Aiming at promotion of public understanding and fruitful
solutions of developmental problems such as local needs and problem and prospects of
resettlement, various sections of DPs and other stakeholders were consulted through focus
group discussions and individual interviews.
To keep more transparency in planning and for further active involvement of APs and other
stakeholders, the project information will be disseminated through disclosure of resettlement
planning documents.

1.4. Legal and Policy Framework

The legal framework and principles adopted for addressing resettlement issues in the Project
have been guided by the proposed legislation and policies of the Government of Manipur,

295
Consultancy Services for preparation of Detailed Project Report
and providing pre-construction services in respect of 4 laning with paved
shoulder of Imphal-Jiribam road section on NH-37(NH-53)
for proposed bridge over River Irang in the State of Manipur.

Government of India and National Highway’s guidelines. Prior to the preparation of the
Resettlement Plan, a detailed analysis of the proposed national and state policies was
undertaken and an entitlement matrix has been prepared for the entire program. The section
below provides details of the various national and state level legislations studied and their
applicability within this framework. This resettlement plan (RP) is prepared based on the
review and analysis of all applicable legal and policy frameworks of the country and State
policy requirements. Land acquisition for the project would be done as per State provisions
in accordance with RTFCLARR 2013 and/or other prevailing acts and rules of Govt.
Manipur.
All common property resources (CPR) lost due to the project will be replaced or
compensated by the project.
The project will recognize two types of displaced persons like (i) persons with formal legal
rights to land lost in its entirety or in part and (ii) persons who lost the land they occupy in its
entirety or in part who have no formal legal rights to such land, but who have claims to such
lands that are recognized or recognizable under national/state laws. The involuntary
resettlement requirements apply to all types of displaced persons.

1.5. Entitlements, Assistance and Benefits

The project will have two types of displaced persons i.e., (i) persons with formal legal rights
to land lost in its entirety or in part and (ii) persons who lost the land they occupy in its
entirety or in part who have no formal legal rights to such land, but who have claims to such
lands that are recognized or recognizable under national/state laws. The involuntary
resettlement requirements apply to all types of displaced persons.
Compensation for the lost assets to all displaced persons will be paid on the basis of
replacement cost. Resettlement assistance for lost income and livelihoods will be provided to
title holders. Special resettlement and rehabilitation measures will be made available to the
“Vulnerable Group” comprises of DPs living below poverty line (BPL), SC, ST, women
headed households, the elderly and the disabled. The detail of the assistance and
entitlements has been discussed in the following chapters.

1.6. Resettlement Budget

The resettlement cost estimate for this project includes eligible compensation, resettlement
assistance and support cost for RP implementation. The support cost, which includes
staffing requirement, monitoring and reporting, involvement of other stakeholders in project
implementation and other administrative expenses are part of the overall project cost. The
unit cost for land and other assets in this budget has been derived through field survey,
consultation with affected families, relevant local authorities and reference from old
practices. Contingency provisions have also been made to take into account variations from
this estimate. All procedure is followed as per the provision of Section 26 to 30 and Section
41 of RTFCLARR Act 2013. The total R&R budget for the proposed project RP works out to
Rs. 3.81 Crore. The detail of the same is depicted in the table below.

296
 Consultancy Services for preparation of Detailed Project Report
and providing pre-construction services in respect of 4 laning with paved
shoulder of Imphal-Jiribam road section on NH-37(NH-53)
for proposed bridge over River Irang in the State of Manipur.

R&R Budget
Road Name : IMPHAL TO JIRIBAM (NH-37) Location : Irang Bridge

Rate Quantity Cost

Item Total Area (Ha)
/Number
(in Rs. Per Ha) (in Rs.)
I. Compensation for losss of Private Property
1. Loss of Land (agricultural, homestead, commercial or otherwise)
Effective Average Cost of Rural Land @ Rs.14,400 per
katta 4,305,600.00 1.2369 5,325,596.64

Sub Total (A) 5,325,596.64

2. Loss of Structure (house, shop, building or immovable property or assets attached to land
Type of Structure Rs. Per Sqm Area (Sqm)

Pucca 16218.00 49 794,682.00

Semi Pucca 12448.00 244 3,037,312.00

Kutchcha 3769.00 60 226,140.00

Boundary wall (in M) 6244.00 30 187,320.00

Subtotal (B) 4,245,454.00

100% Solatium for Land and Structure (C) 19,142,101.28

II. Rehabilitation and Resettlement (Land owners & families dependent on Land)
3. Loss of Land
Special Cash Assistance of Rs. 5 lakhs 500,000.00 0 -

Subsistence Allowance for 12 months 36,000.00 0 -

Additional Assistance to Vulnerable Groups 25,000.00 6 150,000.00

Transitional Allowance 50,000.00 6 300,000.00

One Time Resettlement Allowance 50,000.00 6 300,000.00

Subtotal (D) 750,000.00

4. Loss of Residence

Special Cash Assistance of Rs. 5 lakhs 500,000.00 0 -

Shifting Assistance to DPs 50,000.00 0 -
Subsistence Allowance for 12 months 36,000.00 0 -

Additional Assistance to Vulnerable Groups 25,000.00 5 125,000.00

Transitional Allowance 50,000.00 5 250,000.00

One Time Resettlement Allowance 50,000.00 5 250,000.00

Subtotal (E) 625,000.00

297
 Consultancy Services for preparation of Detailed Project Report
and providing pre-construction services in respect of 4 laning with paved
shoulder of Imphal-Jiribam road section on NH-37(NH-53)
for proposed bridge over River Irang in the State of Manipur.

5. Loss of Shop/trade/commercial structure

Onetime financial assistance of Rs. 25,000 to families losing
shop for reconstruction of shop 25,000.00 2 50,000.00

Special Cash Assistance of Rs. 5 lakhs 500,000.00 0 -

Subsistence Allowance for 12 months 36,000.00 2 72,000.00

Additional Assistance to Vulnerable Groups 25,000.00 2 50,000.00

Transitional Allowance 50,000.00 2 100,000.00

One Time Resettlement Allowance 50,000.00 2 100,000.00

Subtotal (F) 372,000.00

IV. Impact to Standing Crops and Trees

Average cost of the fruit bearing trees 300.00 42 12,600.00

Subtotal (J) 12,600.00

III. Impact to Squatters/ Encroachers
1. Loss of Residence
House Construction Assistance of Rs. 50,000 50,000.00 0.00 -
Shifting Assistance to DPs 10,000.00 0.00 -
Subsistence Allowance for 3 months 18,000.00 0.00 -
Subtotal (G) -
2. Loss of Shop/trade/commercial structure
Shop Construction Assistance of Rs. 20,000 20,000.00 0.00 -
Shifting Assistance to DPs 10,000.00 0.00 -
Subsistence Allowance for 3 months 18,000.00 0.00 -
Subtotal (H) -
3. Loss of commercial Kiosk/vendor
Special one time Assistance of Rs. 18,000 18,000.00 0.00 -
Subsistence Allowance for 3months 9,000.00 0.00 -
Subtotal (I) -
IV. Impact to Vulnerable Household
One time Assistance who have to relocate 25,000.00 0 -
Subtotal (J) -
V. Imapct to Tenant during Construction

Subsistence Allowance for 3months 18,000.00 1 18,000.00

Rental Assistance of Rs. 9,000 9,000.00 1 9,000.00

Subtotal (K) 27,000.00

VI. Common Property Resource

Religious Structures 250,000.00 0 -

298
 Consultancy Services for preparation of Detailed Project Report
and providing pre-construction services in respect of 4 laning with paved
shoulder of Imphal-Jiribam road section on NH-37(NH-53)
for proposed bridge over River Irang in the State of Manipur.

School/Community Property 100,000.00 0 -

Quasi Govt/ VC Buildings 500,000.00 1 500,000.00

Cost of structure in lieu of community Land 2,500,000.00 0 -

Subtotal (L) 500,000.00

VIII. Unforeseen Impacts
Total of (A to
Contingency of 15% L) 15% 4,649,962.79

Subtotal (M) 4,649,962.79

Total(O) = (A to M) 35,649,714.71

Inflation (P) accounted for @ 7% of (O) 2,495,480.03

Grand Total (Q) = (O+P)) 38,145,194.74

299
Consultancy Services for preparation of Detailed Project Report
and providing pre-construction services in respect of 4 laning with paved
shoulder of Imphal-Jiribam road section on NH-37(NH-53)
for proposed bridge over River Irang in the State of Manipur.

1.7. Institutional Arrangements

For implementation of RP there will be a set of institutions involve at various levels and
stages of the project. The Executing Agency (EA) for the Project is National Highways &
Infrastructure Development Corporation Limited. They have already set up office headed by
a General Manager (GM) with Technical Manager and Assistant General Managers (AGM)
assisted by other staffs. This office will be functional for the whole Project duration. The EA,
headed by GM will have overall responsibility for implementation of the project and will also
be responsible for the overall coordination among Government of Manipur under Public
Works Department and Project Implementing Unit (PIU) at the site. For resettlement
activities, PIU will do the overall coordination, planning, implementation, and financing.
Project Implementation Unit (PIU) will be established at project level for the implementation
of project/sub-projects.

1.8. Implementation Schedule

Implementation of RP mainly consists of compensation to be paid for affected structures and
rehabilitation and resettlement activities. A composite implementation schedule for R&R
activities in the project including various sub tasks and time line matching with civil work
schedule is prepared. The cut-off date will be notified formally for titleholder as the date of
LA notification. However, the sequence had change or delay had occurred due to
circumstances beyond the control of the Project and accordingly the time can be adjusted for
the implementation of the plan.

1.9. Monitoring and Reporting

Monitoring and reporting are critical activities in involuntary resettlement management in
order to ameliorate problems faced by the DPs and develop solutions immediately.
Monitoring is a periodic assessment of planned activities providing midway inputs. It
facilitates change and gives necessary feedback of activities and the directions on which
they are going. In other words, monitoring apparatus is crucial mechanism for measuring
project performance and fulfilment of the project objectives.
PIU responsible for supervision and implementation of the RP will prepare monthly progress
reports on resettlement activities and submit to NHIDCL. The Resettlement Officer of
NHIDCL would be responsible for monitoring of the RP implementation will submit a
quarterly review report to determine whether resettlement goals have been achieved, more
importantly whether livelihoods and living standards have been restored/ enhanced and
suggest suitable recommendations for improvement. All the resettlement monitoring reports
will be disclosed to DPs as per procedure followed for disclosure of resettlement documents
by the NHIDCL.

---------------------

300
LAND ACQUISITION PLAN

301
 95+650

R
LA
PIL
600
95+

95
+8
00 123
.00
00
95

R
LA
PIL
+9
00

SSB
B SSBB

R
LA
PIL
Proposed Road Centre Line :
0+200

A
:
Proposed Chainage
:
Proposed ROW
:
Existing ROW +5
95
00
:
Proposed Land Acquisition

R
LA
Existing Carriageway

PIL
:

Proposed Road :
Toe Line :
400
95+

95+283
302
NATIONAL HIGHWAYS AND INFRASTRUCTURE
AS DEVELOPMENT CORPORATION LTD.
SHOWN 4, Parliament Street, LAND ACQUISITION OF APPROACH ROAD
New Delhi - 110001
CONSULTANCY SERVICES FOR PREPARATION OF DETAILED PROJECT REPORT AND
MKD. DATE DESCRIPTION CHKD. APPRD.
PRE-CONSTRUCTION SERVICES IN RESPECT OF 4 LANING WITH PAVED SHOULDER OF
BRIDGE & APPROACH ROAD OVER IRANG RIVER
APRIL, 2018 IMPHAL - JIRIBAM ROAD SECTION (LENGTH- 220KM ) ON NH-37 (NH-53)
REVISIONS ROAD NAME:- IMPHAL - JIRIBAM ( NH-53 )
FOR PROPOSED BRIDGE OVER RIVER IRANG IN THE STATE OF MANIPUR.
 LAND ACQUISITION AREA

BRIDGE OVER IRANG RIVER & DIVERSION ROAD

(KM 95+283 TO KM 95+650 )
Sl. No. Design Land to be acquired (in sqm) Land to be acquired (in Hect.)
Chainage Chainage To Length in Left Right Total Left Right Total
From (Km) Km
(Km)

1 95+283 95+650 0.367 5512.901 6856.506 12369.4070 0.5513 0.6857 1.2369

303
RATE ANALYSIS FOR BRIDGE
WORKS

304
 HAULAGE CALCULATION SHEET FOR BRIDGE WORKS

Cost for Final Rates (

Sl. No. Cl No. Item Unit SOR Rate Materials Required Unit Quantity Rate
haulage (Rs) Rs.)

Earth work in excavation of

13.1
foundation ……
(a) Ordinary soil
(i) Depth upto 3 m Cum 423.50 423.50
(ii) Depth 3 m to 6 m Cum 523.02 523.02
(iii) Above 6 m depth Cum 677.49 677.49
(b) Ordinary rock
(i) If blasting is resorted to Cum 655.48 655.48
(ii) If blasting is not resorted to Cum 1736.73 1736.73
(c) Hard rock ( requiring blasting ) Cum 877.38 877.38
(d) Hard rock ( blasting prohibited ) Cum 2662.10 2662.10
(e) Marshy soil (upto 3 m depth) Cum 723.73 723.73
13.2 Filling in Foundation Trenches
(i) Coarse sand Cum 2194.17 Sand Cum 1.200 1150.63 1380.76 3574.93
(ii) Sandy soil with PI value less than 6 Cum 553.64 553.64
Backfilling abutment, wing wall and
13.3 Return walls complete as per drawing
and technical specification
(a) Gravelly materials Cum 772.02 Aggregate/Stone Chips Cum 1.2000 1150.63 1380.76 2152.78
Good Sandy Soil free from organic
(b) Cum 873.89 Sand Cum 1.2000 1150.63 1380.76 2254.65
material

Filter medium behind abutment,wing

13.4 wall and return wall complete as per Cum 788.12 Stone Aggregate Cum 1.2000 1150.63 1380.76 2168.88
drawing and technical specification .

Sand Cum 0.260 1150.63 299.16

Brick masonry work in cement mortar
14.1 Cum 9445.33 Cement Tonne 0.123 1336.78 163.76
1:3 in foundation ……
Brick Nos. 480.00 9908.25
Foundation

Stone masonry work in cement

14.2 mortar 1:3 in foundation complete as
drawing and Technical Specification

Stone Cum 1.100 1465.86 1612.45

(a) Coursed rubble masonry( first sort ) Cum 5403.19 Sand Cum 0.315 1150.63 362.45
Cement Tonne 0.153 1336.78 204.53 7582.61
Stone Cum 1.000 1465.86 1465.86
Random Rubble Masonry
(b) Cum 5384.68 Sand Cum 0.347 1150.63 399.27
(coursed/uncoursed )
Cement Tonne 0.168 1336.78 224.58 7474.39
cement concrete for Plain/Reinforced
14.3
concrete in open foundation ….

Aggt. Cum 0.85 1150.63 978.04

A PCC M15 Grade Cum 6936.68 Sand Cum 0.45 1150.63 517.78
Cement Tonne 0.33 1336.78 441.14 8873.64
Aggt. Cum 0.90 1150.63 1035.57
B PCC M20 Grade Cum 7542.48 Sand Cum 0.45 1150.63 517.78
Cement Tonne 0.38 1336.78 507.98 9603.81
Aggt. Cum 0.980 1150.63 1127.62
C PCC M25 Grade Cum 7736.69 Sand Cum 0.365 1150.63 419.98
Cement Tonne 0.400 1336.78 534.71 9819.00
Aggt. Cum 0.980 1150.63 1127.62
D PCC M30 Grade Cum 7949.99 Sand Cum 0.365 1150.63 419.98
Cement Tonne 0.420 1336.78 561.45 10059.04

305
 HAULAGE CALCULATION SHEET FOR BRIDGE WORKS

Cost for Final Rates (

Sl. No. Cl No. Item Unit SOR Rate Materials Required Unit Quantity Rate
haulage (Rs) Rs.)

Aggt. Cum 0.850 1150.63 978.04

E RCC M20 Grade Cum 7923.25 Sand Cum 0.425 1150.63 489.02
Cement Tonne 0.400 1336.78 534.71 9925.02
Aggt. Cum 0.900 1150.63 1035.57
F RCC M25 Grade Cum 8165.63 Sand Cum 0.450 1150.63 517.78
Cement Tonne 0.410 1336.78 548.08 10267.06
Aggt. Cum 0.860 1150.63 989.54
G RCC M30 Grade Cum 8484.10 Sand Cum 0.430 1150.63 494.77
Cement Tonne 0.450 1336.78 601.55 10569.97
Aggt. Cum 0.850 1150.63 978.04
H RCC M35 Grade Cum 9263.66 Sand Cum 0.400 1150.63 460.25
Cement Tonne 0.475 1336.78 634.97 11336.92
Aggt. Cum 0.850 1150.63 978.04
I RCC M40 Grade Cum 9530.57 Sand Cum 0.400 1150.63 460.25
Cement Tonne 0.500 1336.78 668.39 11637.25
Providing and laying cutting edge of
14.4 MT 128456.14 128456.14
mild steel for well foundation …
HYSD bar reinforcement in foundation
14.8 MT 74526.58 HYSD bars MT 1.050 1336.78 1403.62 75930.20
…
Providing and laying steel liner for
cubs and steining for wells including
14.10 MT 99022.55 Steel MT 1.050 1336.78 1403.62 100426.17
fabrication and setting out as per
detailed drawing
Boring, Providing and installing bored
14.11 cast-in-situ reinforcement cement
concrete pile…..
(a) 1200 mm dia (M20 grade ) Rm 15362.33 15362.33
(b) 1000 mm dia (M20 grade ) Rm 10668.28 10668.28
(C) 750 mm dia (M20 grade ) Rm 6000.91 6000.91
Note : For load testing assume
(a) Initial & Routine test L.S. cost Tonne 362.41 362.41
(b) For lateral testing test L.S. cost Tonne 14641.26 14641.26
Boring, Providing and installing bored
cast-in-situ reinforcement cement
14.12
concrete pile of specified dia and
length ……
Aggt./Stone Chips Cum 1.017 1150.63 1170.19
(a) 1200 mm dia (M35 grade ) Rm 17172.69 Sand Cum 0.509 1150.63 585.10
Cement Tonne 0.474 1336.78 633.43 19561.41
Aggt./Stone Chips Cum 0.707 1150.63 812.92
(b) 1000 mm dia (M35 grade ) Rm 11925.48 Sand Cum 0.353 1150.63 406.46
Cement Tonne 0.329 1336.78 440.04 13584.90
Aggt./Stone Chips Cum 0.397 1150.63 457.03
© 750 mm dia (M35 grade ) Rm 6708.08 Sand Cum 0.199 1150.63 228.52
Cement Tonne 0.185 1336.78 247.39 7641.02
Note : For load testing assume
(a) Initial & Routine test L.S. cost Tonne 503.12 503.12
(b) For lateral testing test L.S. cost Tonne 15901.68 15901.68
Cement concrete for Reinforced
14.15
concrete in pile cap
Aggt./Stone Chips Cum 0.850 1150.63 978.04
(a) M-40 Grade Cum 10230.57 Sand Cum 0.400 1150.63 460.25
Cement Tonne 0.500 1336.78 668.39 12337.25
Aggt./Stone Chips Cum 0.850 1150.63 978.04
(b) M-35 Grade Cum 9963.66 Sand Cum 0.400 1150.63 460.25
Cement Tonne 0.475 1336.78 634.97 12036.92
Aggt./Stone Chips Cum 0.860 1150.63 989.54
(c) M-30 Grade Cum 9184.10 Sand Cum 0.430 1150.63 494.77
Cement Tonne 0.450 1336.78 601.55 11269.97
Aggt./Stone Chips Cum 0.900 1150.63 1035.57
(d) M-25 Grade Cum 8865.63 Sand Cum 0.450 1150.63 517.78
Cement Tonne 0.410 1336.78 548.08 10967.06

306
 HAULAGE CALCULATION SHEET FOR BRIDGE WORKS

Cost for Final Rates (

Sl. No. Cl No. Item Unit SOR Rate Materials Required Unit Quantity Rate
haulage (Rs) Rs.)

SUB-STRUCTURE
Brick masonry work in cement mortar
1:3 in Sub-structure complete
15.1 excluding pointing and plastering, as Cum 9667.37 9667.37
per drawing and technical
specifications
Stone masonry work in cement
mortar 1:3 in Sub-structure complete
15.2
as drawing and Technical
Specification
Stone Cum 1.100 1465.86 1612.45
(a) Coursed rubble masonry( first sort ) Cum 6377.48 Sand Cum 0.315 1150.63 362.45
Cement Tonne 0.153 1336.78 204.53 8556.90
Stone Cum 1.0000 1465.86 1465.86
Random Rubble Masonry
(b) Cum 5658.74 Sand Cum 0.3470 1150.63 399.27
(coursed/uncoursed )
Cement Tonne 0.1680 1336.78 224.58 7748.45

cement concrete for Plain/Reinforced

15.3
concrete in open foundation

(a) PCC M15 Grade

Aggt./Stone Chips Cum 0.900 1150.63 1035.57
(i) upto 5m height Cum 6936.68 Sand Cum 0.450 1150.63 517.78
Cement Tonne 0.275 1336.78 368.06 8858.09
Aggt./Stone Chips Cum 0.900 1150.63 1035.57
(ii) Between 5 to 10 m height Cum 7051.44 Sand Cum 0.450 1150.63 517.78
Cement Tonne 0.275 1336.78 368.06 8972.85
Aggt./Stone Chips Cum 0.900 1150.63 1035.57
(iii) Above 10 m Cum 7166.21 Sand Cum 0.450 1150.63 517.78
Cement Tonne 0.275 1336.78 368.06 9087.62
(b) PCC M20 Grade
Aggt./Stone Chips Cum 0.900 1150.63 1035.57
(i) upto 5m height Cum 7542.48 Sand Cum 0.450 1150.63 517.78
Cement Tonne 0.344 1336.78 459.85 9555.69
Aggt./Stone Chips Cum 0.900 1150.63 1035.57
(ii) Between 5 to 10 m height Cum 7667.24 Sand Cum 0.450 1150.63 517.78
Cement Tonne 0.344 1336.78 459.85 9680.45
Aggt./Stone Chips Cum 0.900 1150.63 1035.57
(iii) Above 10 m Cum 7792.00 Sand Cum 0.450 1150.63 517.78
Cement Tonne 0.344 1336.78 459.85 9805.21
(c) PCC M25 Grade
Aggt./Stone Chips Cum 0.900 1150.63 1035.57
(i) upto 5m height Cum 7736.69 Sand Cum 0.450 1150.63 517.78
Cement Tonne 0.399 1336.78 533.82 9823.87
Aggt./Stone Chips Cum 0.900 1150.63 1035.57
(ii) Between 5 to 10 m height Cum 7864.57 Sand Cum 0.450 1150.63 517.78
Cement Tonne 0.399 1336.78 533.82 9951.75
Aggt./Stone Chips Cum 0.900 1150.63 1035.57
(iii) Above 10 m Cum 7992.44 Sand Cum 0.450 1150.63 517.78
Cement Tonne 0.399 1336.78 533.82 10079.62

307
 HAULAGE CALCULATION SHEET FOR BRIDGE WORKS

Cost for Final Rates (

Sl. No. Cl No. Item Unit SOR Rate Materials Required Unit Quantity Rate
haulage (Rs) Rs.)

(d) PCC M30 Grade

Aggt./Stone Chips Cum 0.900 1150.63 1035.57
(i) upto 5m height Cum 7949.99 Sand Cum 0.450 1150.63 517.78
Cement Tonne 0.405 1336.78 541.84 10045.19
Aggt./Stone Chips Cum 0.900 1150.63 1035.57
(ii) Between 5 to 10 m height Cum 8081.39 Sand Cum 0.450 1150.63 517.78
Cement Tonne 0.405 1336.78 541.84 10176.59
Aggt./Stone Chips Cum 0.900 1150.63 1035.57
(iii) Above 10 m Cum 8212.80 Sand Cum 0.450 1150.63 517.78
Cement Tonne 0.405 1336.78 541.84 10308.00
(e) RCC M20 Grade
Aggt./Stone Chips Cum 0.900 1150.63 1035.57
(i) upto 5m height Cum 7923.25 Sand Cum 0.450 1150.63 517.78
Cement Tonne 0.347 1336.78 464.31 9940.91
Aggt./Stone Chips Cum 0.900 1150.63 1035.57
(ii) Between 5 to 10 m height Cum 8054.33 Sand Cum 0.450 1150.63 517.78
Cement Tonne 0.347 1336.78 464.31 10071.99
Aggt./Stone Chips Cum 0.900 1150.63 1035.57
(iii) Above 10 m Cum 8185.40 Sand Cum 0.450 1150.63 517.78
Cement Tonne 0.347 1336.78 464.31 10203.06
(f) RCC M25 Grade
Aggt./Stone Chips Cum 0.900 1150.63 1035.57
(i) Upto 5m height Cum 8165.63 Sand Cum 0.450 1150.63 517.78
Cement Tonne 0.403 1336.78 539.17 10258.15
Aggt./Stone Chips Cum 0.900 1150.63 1035.57
(ii) Between 5 to 10 m height Cum 8300.71 Sand Cum 0.450 1150.63 517.78
Cement Tonne 0.403 1336.78 539.17 10393.23
Aggt./Stone Chips Cum 0.900 1150.63 1035.57
(iii) Above 10 m Cum 8435.79 Sand Cum 0.450 1150.63 517.78
Cement Tonne 0.403 1336.78 539.17 10528.31
(g) RCC M30 Grade
Aggt./Stone Chips Cum 0.900 1150.63 1035.57
(i) upto 5m height Cum 8484.10 Sand Cum 0.450 1150.63 517.78
Cement Tonne 0.407 1336.78 543.62 10581.08
Aggt./Stone Chips Cum 0.900 1150.63 1035.57
(ii) Between 5 to 10 m height Cum 8624.44 Sand Cum 0.450 1150.63 517.78
Cement Tonne 0.407 1336.78 543.62 10721.42
Aggt./Stone Chips Cum 0.900 1150.63 1035.57
(iii) Above 10 m Cum 8764.79 Sand Cum 0.450 1150.63 517.78
Cement Tonne 0.407 1336.78 543.62 10861.77
(h) RCC M35 Grade
Aggt./Stone Chips Cum 0.900 1150.63 1035.57
(i) upto 5m height Cum 9263.66 Sand Cum 0.450 1150.63 517.78
Cement Tonne 0.422 1336.78 564.12 11381.14
Aggt./Stone Chips Cum 0.900 1150.63 1035.57
(ii) Between 5 to 10 m height Cum 9416.78 Sand Cum 0.450 1150.63 517.78
Cement Tonne 0.422 1336.78 564.12 11534.26
Aggt./Stone Chips Cum 0.900 1150.63 1035.57
(iii) Above 10 m Cum 9569.90 Sand Cum 0.450 1150.63 517.78
Cement Tonne 0.422 1336.78 564.12 11687.38

308
 HAULAGE CALCULATION SHEET FOR BRIDGE WORKS

Cost for Final Rates (

Sl. No. Cl No. Item Unit SOR Rate Materials Required Unit Quantity Rate
haulage (Rs) Rs.)

(i) RCC M40 Grade

Aggt./Stone Chips Cum 0.850 1150.63 978.04
(i) upto 5m height Cum 9530.57 Sand Cum 0.400 1150.63 460.25
Cement Tonne 0.500 1336.78 668.39 11637.25
Aggt./Stone Chips Cum 0.850 1150.63 978.04
(ii) Between 5 to 10 m height Cum 9688.10 Sand Cum 0.400 1150.63 460.25
Cement Tonne 0.500 1336.78 668.39 11794.78
Aggt./Stone Chips Cum 0.850 1150.63 978.04
(iii) Above 10 m Cum 9845.63 Sand Cum 0.400 1150.63 460.25
Cement Tonne 0.500 1336.78 668.39 11952.31
HYSD bar reinforcement in Sub-
15.5 MT 74526.58 HYSD bars MT 1.050 1336.78 1403.62 75930.20
structure ….
Supplying, fitting and fixing in position
Tonne
15.6 true to line and level cast steel rocker 2.79 2.79
Capacity
…..
Supplying, fitting and fixing in position
Tonne
15.7 true to line and level forged steel roller 2.79 2.79
Capacity
bearing ….
Supplying, fitting and fixing in position
Tonne
15.8 true to line and level sliding plate 8.73 8.73
Capacity
bearing with PTFE …..
Supplying, fitting and fixing in position
true to line and level elastomeric Cubic
15.9 3.19 3.19
bearing conforming to IRC: 83 (Part-II) Centimetre
…..
Supplying, fitting and fixing in position
true to line and level POT-PTFE bearing Tonne
15.10 504.74 504.74
consisting of a metal piston supported Capacity
by a disc or unreinforced …..
Supplying, fitting and fixing in position
true to line and level sliding plate Tonne
15.11 6.36 6.36
bearing with stainless steel plate Capacity
sliding …….
Sand Cum 0.0018 1150.63 2.01
15.12 Providing weep holes …. Rm 479.12
Cement Tonne 0.0009 1336.78 1.14 482.27
SUPER-STRUCTURE
cement concrete Reinforced concrete
16.1
in super-structure……
(a) RCC Grade M25
Aggt. Cum 0.900 1150.63 1035.57
(i) For solid slab super-structure Cum 10042.08 Sand Cum 0.450 1150.63 517.78
Cement Tonne 0.410 1336.78 548.08 12143.51
Aggt. Cum 0.900 1150.63 1035.57
(ii) For T-beam & slab Cum 10667.57 Sand Cum 0.450 1150.63 517.78
Cement Tonne 0.410 1336.78 548.08 12769.00
Aggt. Cum 0.900 1150.63 1035.57
For box girder abnd balance
(iii) Cum 11918.54 Sand Cum 0.450 1150.63 517.78
cantelever
Cement Tonne 0.410 1336.78 548.08 14019.97
(a) RCC Grade M30
Aggt. Cum 0.860 1150.63 989.54
(i) For solid slab super-structure Cum 10688.50 Sand Cum 0.430 1150.63 494.77
Cement Tonne 0.450 1336.78 601.55 12774.37
Aggt. Cum 0.860 1150.63 989.54
(ii) For T-beam & slab Cum 11520.73 Sand Cum 0.430 1150.63 494.77
Cement Tonne 0.450 1336.78 601.55 13606.60
Aggt. Cum 0.860 1150.63 989.54
For box girder abnd balance
(iii) Cum 13185.19 Sand Cum 0.430 1150.63 494.77
cantelever
Cement Tonne 0.450 1336.78 601.55 15271.06

309
 HAULAGE CALCULATION SHEET FOR BRIDGE WORKS

Cost for Final Rates (

Sl. No. Cl No. Item Unit SOR Rate Materials Required Unit Quantity Rate
haulage (Rs) Rs.)

(a) RCC Grade M35

Aggt. Cum 0.850 1150.63 978.04
(i) For solid slab super-structure Cum 10715.54 Sand Cum 0.400 1150.63 460.25
Cement Tonne 0.480 1336.78 641.65 12795.49
Aggt. Cum 0.850 1150.63 978.04
(ii) For T-beam & slab Cum 11420.33 Sand Cum 0.400 1150.63 460.25
Cement Tonne 0.475 1336.78 634.97 13493.59
Aggt. Cum 0.850 1150.63 978.04
For box girder abnd balance
(iii) Cum 12829.92 Sand Cum 0.400 1150.63 460.25
cantelever
Cement Tonne 0.475 1336.78 634.97 14903.18
(a) RCC Grade M40
Aggt. Cum 0.850 1150.63 978.04
(i) For solid slab super-structure Cum 11025.71 Sand Cum 0.400 1150.63 460.25
Cement Tonne 0.500 1336.78 668.39 13132.39
Aggt. Cum 0.850 1150.63 978.04
(ii) For T-beam & slab Cum 11751.50 Sand Cum 0.400 1150.63 460.25
Cement Tonne 0.500 1336.78 668.39 13858.18
Aggt. Cum 0.850 1150.63 978.04
(iii) For box girder and balance cantelever Cum 13203.09 Sand Cum 0.400 1150.63 460.25
Cement Tonne 0.500 1336.78 668.39 15309.77

cement concrete for Prestressed

16.2 concrete in super-structure as per
drawing and Technical Specification…

(a) M-35 grade

Aggt. Cum 0.85 1150.63 978.04
(i) For girder and slab superstructure Cum 15174.64 Sand Cum 0.40 1150.63 460.25
Cement Bags 0.48 1336.78 641.65 17254.59
For box girder abnd balance
(ii) Cum 17352.53 17352.53
cantelever
(a) M-40 grade
Aggt. Cum 0.850 1150.63 978.04
(i) For girder and slab superstructure Cum 16026.75 Sand Cum 0.400 1150.63 460.25
Cement Tonne 0.500 1336.78 668.39 18133.43
(ii) For box girder abnd balance Cum 18335.41 18335.41
(a) M-45 grade
Aggt. Cum 0.850 1150.63 978.04
(i) For girder and slab superstructure Cum 16608.32 Sand Cum 0.420 1150.63 483.27
Cement Tonne 0.520 1336.78 695.13 18764.75
For box girder abnd balance
(ii) Cum 19003.13 19003.13
cantelever
(a) M-50 grade
Aggt. Cum 0.850 1150.63 978.04
(i) For girder and slab superstructure Cum 17189.88 Sand Cum 0.400 1150.63 460.25
Cement Tonne 0.540 1336.78 721.86 19350.03
For box girder abnd balance
(ii) Cum 19670.86 19670.86
cantelever

310
 HAULAGE CALCULATION SHEET FOR BRIDGE WORKS

Cost for Final Rates (

Sl. No. Cl No. Item Unit SOR Rate Materials Required Unit Quantity Rate
haulage (Rs) Rs.)

HYSD bar reinforcement in super-

16.3 MT 74907.73 HYSD bars MT 1.050 1336.78 1403.62 76311.35
structure complete ….
16.4 High tensile steel wires/strands MT 166659.51 HYSD bars MT 1.021 1336.78 1365.15 168024.66
including all accessories for stressing….
Cement concrete wearing coat M-30 Aggt. Cum 0.860 1150.63 989.54
16.5 grade including reinforcement Cum 14704.95 Sand Cum 0.430 1150.63 494.77
complete … Cement Tonne 0.450 1336.78 601.55 16790.82
Asphaltic concrete wearing coat of
16.6 25mm compacted thickness complete Cum 14467.58 14467.58
…
Aggregate/Stone Chips Cum 0.0135 1150.63 15.50
Bituminous Mastic wearing coat
16.7 Sqm 658.49 Bitumen Tonne 0.0028 4679.38 13.24
excluding tack coat complete ….
Lime Stone MT 0.0050 1150.63 5.72 692.94
Aggregate/Stone Chips Cum 0.0767 1150.63 88.25

Sand Cum 0.039 1150.63 44.87

Reinforced concrete railing of M30
16.8 Rm 2158.29
Gradecomplete …. Cement Tonne 0.0347 1336.78 46.39

Steel Tonne 0.0180 1336.78 24.06 2361.87

16.9 Mild steel railling complete … Rm 4486.97 Steel Tonne 0.0429 1336.78 57.32 4544.29
16.11 Drainage Spouts complete …. Each 1914.49 Steel Tonne 0.004 1336.78 5.35 1919.84
Aggregate/Stone Chips Cum 0.9000 1150.63 1035.57

Reinforced cement concrete approach Sand Cum 0.4500 1150.63 517.78

16.12 Cum 14408.25
slab M-25 including reinforcement…. Cement Tonne 0.4033 1336.78 539.12

Steel Tonne 0.0500 1336.78 66.84 16567.57

Aggregate/Stone Chips Cum 0.900 1150.63 1035.57

PCC M15 ordinary Grade leveling
16.13 Cum 6817.79 Sand Cum 0.450 1150.63 517.78
course below approach slab …
Cement Tonne 0.2753 1336.78 368.02 8739.16
Painting in Kerb in black and yellow
16.14 Metre 127.32 127.32
alternate bands complete …
Providing Reinforced Elasomeric
16.15 (neoprene) slab seal type of expansion
joint complete ….
Expansion joint for movement upto
(i) Rm 69792.80 69792.80
50mm
Providing single gap(unitary) strip/seal
type of expansion joint of movement
16.16 Rm 41863.77 41863.77
capacity of 80 mm with fatigue tested
structure section….
Aggregate/Stone Chips Cum 0.0135 1150.63 15.50
Mastic asphalt (providing and laying
16.17 12mm thik mastic asphalt wearing Sqm 518.72 Bitumen Tonne 0.0028 4679.38 13.24
coures on top of deck ...)
Lime Stone MT 0.0050 1150.63 5.72 553.17

Laying apron complete as per drawing

17.1
and Technical specification.

(a) Boulder Cum 2053.98 Stone Boulder Cum 1.2000 1465.86 1759.03 3813.01
(b) Boulder in wire crates. Cum 2014.46 Stone Boulder Cum 1.2007 1465.86 1760.06 3774.52
Aggregate/Stone Chips Cum 0.275 1150.63 316.81
(c) Cement concrete block (M-15grade) Cum 7912.98 Sand Cum 0.450 1150.63 517.78
Cement Tonne 0.900 1336.78 1203.10 9950.67
Filter material underneath pitching in
17.2 slopes complete as per drawing and Cum 2269.13 Stone Aggregate Cum 1.200 1150.63 1380.76 3649.89
Technical specification
17.3 Pitching on slopes
(a) Stone Cum 2333.77 Stone Boulder Cum 1.200 1465.86 1759.03 4092.80
Aggregate/Stone Chips Cum 0.275 1150.63 316.81
(b) Cement concrete block (M-15grade) Cum 7912.98 Sand Cum 0.450 1150.63 517.78
Cement Tonne 0.900 1336.78 1203.10 9950.67

311
RATE ANALYSIS FOR ROAD
WORKS

312
 HAULAGE CALCULATION SHEET FOR ROAD WORKS

Cost for
Final Rates
Code No. Item Unit SOR rate Materials Required Unit Quantity Rate haulage
( Rs.)
(Rs)

2.1 Cutting of Trees, including cutting of trunks. Each

(i) Girth from 300 mm to 600 mm Each 272.60 272.60
(ii) Girth above 600 mm to 900 mm Each 539.76 539.76
(iii) Girth above 900 mm to 1800 mm Each 1363.01 1363.01
(iv) Girth above 1800 mm to 2700 mm Each 2270.78 2270.78
(v) Girth above 2700 mm Each 5438.49 5438.49
Clearing and grubbing road land including
2.3
uprooting rank vegetation…..
(a) (by manual means)
i) In area of light jungle Hectare 90145.00 90145.00
ii) In area of thorny jungle Hectare 135217.50 135217.50
(b) (by mechanical means) Hectare 6425.10 6425.10
Dismantling upto 1.5m in foundation and/or
2.4
1.5m above ground level….
a) Lime concrete, cement concrete/lean mix
(i) Cum 450.73 450.73
concrete.
b)Cement concrete 1:4:8 or 1:5:10 mix Cum 901.45 901.45
c)Cement concrete 1:3:6 Cum 1352.18 1352.18
d)Cement concrete plain 1:2:4 mix and precast
Cum 2264.46 2264.46
cement concrete blocks.
e)Reinforced cement concrete with cleaning,
straightening and cutting of bars and Cum 5051.75 5051.75
separating out from RCC.
(ii) Dismantling Brick / Tile work
a)In lime Cum 784.69 784.69
b)In cement mortar Cum 1574.82 1574.82
c)In mud Cum 450.73 450.73
d)Dry brick pitching or brick saling Cum 450.73 450.73
(iii) Dismantling stone masonry
a) Rubble stone masonry in lime Cum 790.30 790.30
b) Rubble stone masonry in cement mortar Cum 1574.82 1574.82
c) Rubble stone masonry in mud Cum 450.73 450.73
d) Dry rubble masonry Cum 450.73 450.73
e) Dismantling stone pitching/dry stone spalls
Cum 450.73 450.73

f) In wire crates including opening of crates and

Cum 766.23 766.23
stacking crates materials.
(vii) Removing hume pipes class NP-3
a) 300mm to 600mm dia Rm 159.12 159.12
b) Above 600mm to 900mm dia Rm 191.18 191.18
c) Above 900mm dia Rm 270.44 270.44
Scarifying including picking up scarified
(viii) material and stacking of old serviceable
material within a lead of 100m
a) Top bituminous surface dressing or premix
Sqm 36.10 36.10
carpet
c) Stone metal crust, 50mm to 100mm thick by
road roller with scarifier along with Sqm 68.76 68.76
20mm,premix carpet/surface dre ssing
d) Kankar/Gravel metal crust upto 150mm thick
Sqm 36.21 36.21
with pickaxes.
2.6 Dismantling Guard Rails …. Rm 52.15 52.15
2.8 Removal of Telephone / Electric Poles …. Each 217.18 217.18

313
 Cost for
Final Rates
Code No. Item Unit SOR rate Materials Required Unit Quantity Rate haulage
( Rs.)
(Rs)

Construction of Embankment with Material

3.12 Cum 126.81 126.81
Obtained from Borrow Pits
Construction of Embankment with Material
3.13 Cum 108.52 108.52
Deposited from Roadway Cutting
Construction of Subgrade and Earthen
3.14 Cum 236.33 236.33
Shoulders
3.15 Compacting Original Ground
Compacting original ground supporting
Cum 59.93 59.93
subgrade
Compacting original ground supporting
3.16 embankment Cum 30.27 30.27

3.17 Stripping and Storing Top Soil Cum 257.42 257.42

3.19 Turfing with Sods Sqm 43.07 43.07
EARTH WORK ON HILL ROAD
Excavation in Hill Area in Soil by Mechanical
3.31 Cum 174.21 174.21
Means
Excavation in Hilly Area in Ordinary Rock by
3.32 Mechanical Means not Requiring Blasting. Cum 250.71 250.71

Excavation in Hilly Areas in Hard Rock

3.33 Requiring Blasting Cum 336.05 336.05

(C) EXCAVATION FOR STRUCTURE

Earth work in excavation of foundation of
3.1
structures ……
(i) Ordinary soil
a) Manual Means (Depth upto 3m) Cum 356.22 356.22
b) Mechanical Means (Depth upto 3m) Cum 104.14 104.14
(ii) Ordinary Rock (not requiring blasting )
a) Manual Means (Depth upto 3m) Cum 445.28 445.28
b) Mechanical Means Cum 140.51 140.51
(iii) Hard Rock (requiring blasting )
a) Manual Means Cum 802.37 802.37
b) Hard Rock ( blasting prohibited) Mechanical
Cum 794.49 794.49
Means
(iv) Marshy soil
a) Manual Means Cum 602.74 602.74
b) Mechanical Means Cum 246.97 246.97
Earth work in excavation of foundation
3.2
trenches etc. in drains and channels etc. …..
(i) Ordinary Soil Cum 284.98 284.98
(ii) Blasting work
a) Soft rock Cum 641.89 641.89
b) Hard rock Cum 635.59 635.59
(iii) Chiselling/wedging out of rock (where
blasting is prohibited).
a) Soft rock Cum 1559.87 1559.87
b) Hard rock Cum 2339.80 2339.80
3.3 Filling in foundation trenches as per drawing
and
a) Technical
Sandy Soil specification Cum 350.30 350.30
b) Sand Gravell Cum 443.47 443.47
3.4 Earth filling with surplus soil excavated from
foundation
(i) Ordinary and taken only from outside of
Soil Cum 189.54 189.54

314
 Cost for
Final Rates
Code No. Item Unit SOR rate Materials Required Unit Quantity Rate haulage
( Rs.)
(Rs)

Sub-base with Close Graded Material (Table:-

4.1
400-1)
Plant Mix Method
Stone Metal Cum 0.45 1465.86 656.71
For Grading- II Material Cum 2693.92 Stone chips /agg Cum 0.32 1150.63 368.20
Sand Cum 0.51 1150.63 589.12 4307.95
Stone chips /agg Cum 0.45 1465.86 656.71
For Grading-III Material Cum 2646.22 Stone chips /agg Cum 0.16 1150.63 184.10
Sand Cum 0.67 1150.63 773.23 4260.25
4.2 By Mix in Place Method
Stone Metal Cum 0.45 1465.86 656.71
For Grading- II Material Cum 2296.77 Stone chips /agg Cum 0.32 1150.63 368.20
Sand Cum 0.51 1150.63 589.12 3910.80
Stone chips /agg Cum 0.45 1150.63 515.48
For Grading-III Material Cum 2249.07 Stone chips /agg Cum 0.16 1150.63 184.10
Sand Cum 0.67 1150.63 773.23 3721.88
Granular Sub-Base with Coarse Graded
4.3
Material ( Table:- 400- 2)
Stone Metal/Stone Cum 0.96 1465.86 1407.23
For Grading- II Material Cum 2237.75
chips /agg
Sand Cum 0.32 1150.63 368.20 4013.18
Stone chips /agg Cum 0.85 1150.63 978.04
For Grading-III Material Cum 2196.37
Sand Cum 0.43 1150.63 494.77 3669.18
4.6 Lime Stabilisation for Improving Subgrade
A By Mechanical Means Cum 1647.34 Lime Tonne 0.053 374.99 19.69 1667.03
B By Manual Means Cum 1691.98 Lime tonne 0.05 374.99 20.00 1711.98
Stone Metal Cum 1.21 1465.86 1773.69
5.1 Water Bound Macdam(IRC Grade-II) Cum 2573.05 Stone Metal/Stone Cum 0.24 1465.86 351.81
chips /agg
Binding Cum 0.08 1465.86 117.27 4815.82
Material(stone)
Stone Metal Cum 0.396 1465.86 580.48
5.2 Wet Mix Macadam Cum 2902.46 Stone Metal/Stone Cum 0.528 1465.86 773.97
chips
Sand /agg Cum 0.396 1150.63 455.65 4712.57
6.1 Prime coat

A) On WBM/ WMM Surface @ 0.70-1.00 kg/sqm Sqm 56.41 Bitumen Emulsion Tonne 0.0008 4679.38 3.74 60.15

B) Stabilised Soil Based / Crusher run macadam

Sqm 95.91 Bitumen Emulsion Tonne 0.001 4679.38 4.68 100.59
0.9 - 1.2kg /sqm
6.2 Tack coat
Providing and applying tack coat with bitumen
emulsion …..
i) On bituminious Surface @ 0.20 - 0.30
Sqm 14.69 Bitumen Emulsion Tonne 0.0002 4679.38 0.94 15.63
kg/sqm
ii) On granular Surface Pre treated with prime
Sqm 16.10 Bitumen Emulsion Tonne 0.00025 4679.38 1.17 17.27
Coat @ 0.25 - 0.30 kg/sqm
iii) On cement concrete pavement @ 0.300 -
Sqm 21.16 Bitumen Emulsion Tonne 0.0003 4679.38 1.40 22.56
0.35 kg/sqm
6.6 Dense Graded Bituminous Macadam
(i) For Grading I ( 40 mm nominal size )
Aggt. Cum 1.44 1150.63 1656.91
Using bitumen 60/70 Cum 10320.84 Bitumen Tonne 0.10 4679.38 485.95
Filler Cum 0.04 374.99 15.00 12478.71
(ii) For GradingII(19 mm nominal size)
Aggt. Cum 1.44 1150.63 1656.91
Using bitumen 60/70 Cum 10368.53 Bitumen Tonne 0.10 4679.38 485.95
Filler Cum 0.04 374.99 15.00 12526.40

315
 Cost for
Final Rates
Code No. Item Unit SOR rate Materials Required Unit Quantity Rate haulage
( Rs.)
(Rs)

6.8 Bituminous Concrete

(i) For Grading-I ( 19 mm nominal size )
Aggt. Cum 1.455 1150.63 1674.17
A) Using Bitumen 60/70 Cum 11743.61 Bitumen Tonne 0.130 4679.38 606.35
Filler Cum 0.040 374.99 15.00 14039.14
(ii) For Grading-II(13 mm nominal size)
Aggt. Cum 1.455 1150.63 1674.17
A) Using Bitumen 60/70 Cum 11631.09 Bitumen Tonne 0.130 4679.38 606.35
Filler Cum 0.040 374.99 15.00 13926.62
Bitumen Tonne 0.006 4679.38 26.74
Fine Aggt. Cum 0.011 1150.63 12.82
Lime Stone MT 0.010 374.99 3.86
6.16 Mastic Asphalt Sqm 1078.93 Coarse Aggt. Cum 0.016 1150.63 18.08
Stone Chips Cum 0.001 1150.63 0.66

Bitumen for Coating Tonne 0.000014 4679.38 0.07 1141.15

Crushed Stone Aggt. Cum 0.061 1150.63 69.65

Precast Cement concrete M20 Kerb including
8.1 Rm 506.34 Coarse Sand Cum 0.030 1150.63 34.84
fixing at site
Cement Tonne 0.016 1336.78 21.17 631.99
Reinforced cement concrete M15 kilometer
8.2
stone …..
Stone Chips Cum 0.353 1150.63 405.60
Sand Cum 0.176 1150.63 202.80
a) 5th KM stone Each 3607.40
Cement Tonne 0.108 1336.78 144.16
Steel Tonne 0.004 1336.78 4.92 4364.87
Stone Chips Cum 0.242 1150.63 278.86
Sand Cum 0.121 1150.63 139.43
b) Ordinary kilometer stone Each 2052.04
Cement Tonne 0.074 1336.78 99.11
Steel Tonne 0.0019 1336.78 2.51 2571.96
8.6 Painting on Steel Surfaces Sqm 74.28 74.28

316
 Cost for
Final Rates
Code No. Item Unit SOR rate Materials Required Unit Quantity Rate haulage
( Rs.)
(Rs)

8.11 Retro- reflectorised Traffic signs

Providing and fixing of retro- reflectorised Stone Chips Cum 0.108 1150.63 124.27
Sand Cum 0.540 1150.63 621.34
( i ) 90 cm equilateral triangle Each 4082.64
Cement MT 0.033 1336.78 44.11
Steel Tonne 0.019 1336.78 25.40 4897.76
Stone Chips Cum 0.108 1150.63 124.27
Sand Cum 0.540 1150.63 621.34
( ii ) 60 cm equilateral triangle Each 3183.63
Cement MT 0.033 1336.78 44.11
Steel Tonne 0.019 1336.78 25.40 3998.75
Stone Chips Cum 0.108 1150.63 124.27
Sand Cum 0.540 1150.63 621.34
( iii ) 60 cm circular Each 3656.60
Cement MT 0.033 1336.78 44.11
Steel Tonne 0.019 1336.78 25.40 4471.72
Stone Chips Cum 0.108 1150.63 124.27
Sand Cum 0.540 1150.63 621.34
( iv ) 80 mm x 60 mm rectangular Each 7596.37
Cement MT 0.033 1336.78 44.11
Steel Tonne 0.019 1336.78 25.40 8411.49
Stone Chips Cum 0.108 1150.63 124.27
Sand Cum 0.540 1150.63 621.34
( v ) 60 cm x 45 cm rectangular Each 3521.33
Cement MT 0.033 1336.78 44.11
Steel Tonne 0.019 1336.78 25.40 4336.45
Stone Chips Cum 0.108 1150.63 124.27
Sand Cum 0.540 1150.63 621.34
(vi ) 60 cm x 60 cm square Each 3988.61
Cement MT 0.033 1336.78 44.11
Steel Tonne 0.019 1336.78 25.40 4803.73
Stone Chips Cum 0.108 1150.63 124.27
Sand Cum 0.540 1150.63 621.34
( vii ) 90 cm high octagon Each 8092.74
Cement MT 0.033 1336.78 44.11
Steel Tonne 0.019 1336.78 25.40 8907.86
Stone Chips Cum 0.120 1150.63 138.08
Direction and Place Identification signs upto 0.9 Sand Cum 0.060 1150.63 69.04
8.12 Sqm 11432.06
sqm size board. Cement MT 0.037 1336.78 49.46
Steel Tonne 0.021 1336.78 28.07 11716.71
Stone Chips Cum 0.144 1150.63 165.69
Direction and Place Identification signs with size Sand Cum 0.072 1150.63 82.85
8.13 Sqm 11978.04
more than 0.9 sqm size board.
Cement MT 0.044 1336.78 58.82
Steel Tonne 0.038 1336.78 50.80 12336.19

Road Marking with Hot Applied Thermoplastic

8.14 Compound with Reflectorising Glass Beads on Sqm 1121.14 1121.14
Bituminous Surface

Road Delineators
8.15 Piece 1061.01 1061.01
120x120 -Road Delineator
8.17 RCC Crash Barrier m 4613.12 6919.68
8.18 Metal Beam Crash Barrier
A Type - A, "W" : Metal Beam Crash Barrier
(a) For post Height of 1.2 m Rm 2639.41 2639.41
(b) For post Height of 1.5 m Rm 2571.65 2571.65
(c) For post Height of 1.8 m Rm 2680.55 2680.55
Road Markers/Road stud with lense reflector
8.20

(i) Solar light emiiting Diodes Nos. 2470.87 2470.87

(ii) Light Reflecting Lense Type Nos. 364.55 364.55
Lighting on Bridges
8.21 Nos. 21114.20 21114.20

317