IRC SP 73 2007 Manual of standards & specifications for two laning of state highways on BOT basis.pdf
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IRC:SP:73-2007
MANUAL OF STANDARDS & SPECIFICATIONS
FOR
TWO LANING OF STATE HIGHWAYS
ON B.O.T.
BASIS
INDIAN ROADS CONGRESS 2007
I
I
'
i
Digitized by the Internet Archive in
2014
I
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https://archive.org/details/govlawircy2007sp73
IRC:SP:73-2007
MANUAL OF STANDARDS & SPECIFICATIONS
FOR
TWO LANING OF STATE HIGHWAYS
ON BASIS
B.O.T.
Published by
INDIAN ROADS CONGRESS Kama Sector
New
6,
Koti Marg,
R.K. Puram,
Delhi
-
110022 Price Rs. 500.00
2007
(Plus Packing
&
Postage)
IRC:SP:73-2007 First Published
:
August, 2007
Reprinted
:
September, 2008
Reprinted
:
October,
2010
(The Rights of Publication and of Translation are reserved)
(The
official
amendments
in its periodical,
to this
document would be published by
'Indian Highways',
which
shall
the
IRC
be considered as
effective and as part of the code/guidelines/manual, etc.
from the
Date specified therein)
Printed at India Offset Press, A-1, Phase- 1, Ind. Area, Mayapuri,
(500 copies)
New Delhi
11 0064
FOREWORD There to ensure
is
an urgent need to improve the existing State Highways,
at least to
2-lane standards,
balanced road network connectivity in the country. Availability of funds, to undertake
this gigantic task,
by the States has remained a serious constraint so
private investment for the
Agreement
Model Concession Agreement prescribes
PWDs
With
view
a
to attracting
development of State roads, the Planning Commission has recently
brought out a "Model Concession
Standards by State
far.
for compliance
for Public Private Partnership.
for preparation
of a
by the Concessionaire.
It
Schedule-D of the
Manual of
Specifications
was
a Standard
felt that
and
Manual
of Specifications and Standards should be brought out by the Indian Roads Congress (IRC) to ensure uniformity of approach and to facilitate easy implementation by various State Governments.
Accordingly, the Planning Commission, Govt, of India entrusted the
An the
work
Expert Group comprising the following was constituted by the
to
IRC
IRC.
for preparation of
Manual.
(i)
Shri D.P.
Gupta
(ii)
Shri S.C.
Sharma
(iii)
Shri N.K.
The
first
draft
:
Sharma
:
Former Director General (Road Development)
Former Director General (Road Development) Technical Advisor,
document prepared by
contracts
Preparation,
:
Management
&
the
IRC
Expert Group was submitted to the Project
Quality Assurance
(G-I)
Committee of
IRC
the
in
September, 2006. The Committee constituted a Sub-Group comprising of S/Shri S.K. Nirmal, K.
Venkata Ramana and Pranavant, General Managers, National Highways Authority of India to
examine the
document
draft
in greater detail.
The Expert Group subsequently modified the
draft
by incorporating the comments of G-1 Committee. The modified draft was approved by G-1
Committee
in its
meeting held on 7th January, 2007. This draft was considered and approved
by the General Specifications and Standards (GSS) Committee with some observations
in its
meeting held on 31st January, 2007. The amended draft was approved by the Executive Committee of the
IRC on
6th February, 2007 with the direction that the
the Stakeholders.
The
draft
was reviewed by
same should be got reviewed by
the Stakeholders at a
Workshop held
on 12th February, 2007 and a few suggestions were made. Considering the urgency a Special Council
in the
IRC
in the matter,
Meeting of the IRC was convened on 24th February, 2007 for consideration
of the draft.
The Council discussed the
comments and
the draft at length
and directed the Secretary General, IRC
get the draft modified by the Expert Group. This modified draft
to
examine
was
further
discussed by a Committee comprising of Shri V.K. Sinha, Secretary General, IRC; Shri G. Sharan,
Additional
Director General,
MOSRTH
(Convenor,
GSS
Committee); Shri Nirmaljit Singh,
IRC:SP:73-2007
Member
NHAI
(Tech.),
NHAI
(Co-Convenor,
GSS
Committee); Shri S.K. Puri, Chief General Manager,
MOSRTH;
(Convenor, G-1 Committee); Shri A.P. Bahadur, Chief Engineer,
Shri R.K. Jain, Shri G.S. Khinda, Shri M.V.B. Rao, Technical Advisors,
IRC and
along with Shri Sharad
Varshney, Additional Director (Tech.), IRC. After detailed deliberations and number of modifications, the above draft
IRC
finally
was
expresses
of this
finalisation
acknowledged. The Secretary General,
Commission
An
finally
thanks to
its
Manual. The
IRC and
efforts
all
who have
made by
taken great pains and contributed in
the
Shri
Gajendra Haldea, Adviser
at the
made same
to adopt a balanced
to
of
IRC
are
also
Deputy Chairman, Planning
approach to bring
more entrepreneurs.
best judge of the deficiencies, greatly valued
by IRC
to
keep
if
this
confident that this
in the latest
time, keeping the cost of projects within
A
document of
this nature
cannot remain
continuous up-gradation of technology over the years. Users of
am
staff
are acknowledged.
and specifications,
I
and
officers
by Shri D.R Gupta, Shri S.C. Sharma, Shri R.S. Sharma, former
efforts put in
attempt has been
as to attract
approved for publication by IRC.
any, in the document.
this
technology
manageable static in
Manual
limits so
view of the
are going to be the
Their feedback and suggestions will be
document updated measuring upto the expectations of the
Manual
will
serve
its
Concession Agreement for Public Private Partnership
intended purpose as part of the in State
users.
Model
Highways.
(V.K. Sinha) Secretary General,
August, 2007
iv
IRC
Contents List of the Personnel of
GSS Committee
List of the Personnel of
G-1 Committee
List of
Symbols and Abbreviations
1
General
2
Geometric Design and General Features
3
2.1
General
2.2
Design Speed
2.3
Right-of-Way
2.4
Lane width of Carriageway
2.5
Shoulders
2.6
Roadway Width
2.7
Camber
2.8
Horizontal Alignment
2.9
Sight Distance
2.10
Vertical
2.11
Lateral and Vertical Clearance at Underpasses
2.12
Lateral and Vertical Clearance at Overpasses
2.13
Service Roads
2.14
Grade separated Structures
2.15
Typical Cross Sections
2.16
Capacity of two lane highway
Intersections
or Crossfall
Alignment
and Grade Separators
3.1
Intersections
3.2
At-grade Intersections
3.3
Grade Separated Intersections without ramps
3.4
Interchanges
IRC:SP:73-2007
4
5
Road Embankment and Cuttings 4.1
General
27
4.2
Road Embankment
27
4.3
Roadway
31
4.4
Soil
7
vi
in Cutting
32
Survey Investigations and Design Report
Pavement Design
37
5.1
General
5.2
Method of Design of
5.3
Method of Design of Rigid Pavements
5.4
Design of
5.5
Design Traffic
39
5.6
Subgrade
39
5.7
Pavement Components and Materials
39
5.8
Performance Evaluation
5.9
Widening and Strengthening of Existing Road
Two Lane
6
27
37
*
New
Flexible Pavements
37
37
Pavements
37
•
-
41
to
with Paved Shoulders
41
43
5.10
Design of Strengthening Treatment (Overlay)
5.11
Construction,
5.12
Premature Distress
44
5.13
Detailed Design Report
45
Workmanship and Quality of Work
44
Roadside Drainage
49
6.1
General
49
6.2
Surface Drainage
49
6.3
Median Drainage
50
6.4
Drainage of High Embankment
50
6.5
Catch Water Drains
50
6.6
Sub-surface Drains
50
6.7
Internal Drainage of
Pavement Structures
52
6.8
Survey, Investigations and Design Report
52
Design of Structures
55
7.1
General
55
7.2
Design Loading and Stresses
55
CONTENTS
8
55
7.3
Widening/reconstruction of existing structures
7.4
Structure Types
56
7.5
Hydrology
56
7.6
Sub-Surface Investigations
56
7.7
Culverts
56
7.8
Prestressing
57
7.9
Form Work
58
7.10
Foundation and Sub-structures
59
7.11
Approach Slab
60
7.12
Superstructure
60
7.13
Bearings
60
7.14
Expansion Joints
61
7.15
Wearing Coat
61
7.16
Earth Retaining Structures
61
7.17
River Training and Protective Works
7.18
Safety Barriers
7.19
Rail
7.20
Grade Separated Road Structures
63
7.21
Drainage
63
7.22
Structure in Marine Environment
63
7.23
Repairs and Strengthening
63
7.24
Design Report
64
Road Bridges
Materials and Specifications for Structures
.
,
62
62 62
69
8.1
General
69
8.2
Structural Concrete
70
8.3
Cement
70
8.4
Coarse Aggregates
70
8.5
Sand/Fine Aggregates
71
8.6
Water
71
8.7
Concrete Admixture
71
8.8
Steel
73
8.9
Storage of Materials
74
8.10
Reports to be submitted
74
vii
IRC:SP:73-2007
9
10
11
viii
Traffic Control Devices
and Road Safety Works
77 77
9.1
General
9.2
Road Markings
9.3
Road Signs
9.4
Road Side Safety
9.5
Safety during Construction
83
9.6
Design Report
83
77
'
'
77 80
Barriers
•
93
Toll Plazas
93
10.1
General
10.2
Location of Toll Plaza
10.3
Land
10.4
Layout and Design of Toll Plaza
93
10.5
Tollbooths
94
10.6
Road Works
95
10.7
Traffic Signs
95
10.8
Road Markings
95
10.9
Toll Plaza
^
93 93
for Toll Plaza
Complex
95
10.10 Check/Barriers Gate
95
10.11 Lighting
95
10.12 Water Supply
96
10.13 Fire Fighting System
96
10.14 Report to be submitted
96
Roadside Furniture
109
11.1
General
109
11.2
Road Boundary Stones (RBS)
109
11.3
Kilometer and
11.4
Roadside railings/Pedestrian Guard
11.5
Overhead
11.6
Traffic Impact Attenuators
111
11.7
Road Delineators
111
200m
109
Stones
Traffic Signs
rails
109 110
CONTENTS
12
13
14
Landscaping and Tree Plantation
115
115
12.1
General
12.2
Design consideration
12.3
Maintenance of Plants
in various locations
115 116
119
Project Facilities 13.1
General
119
13.2
Pedestrian Facilities
119
13.3
Street Lighting
120
13.4
Truck Lay byes
121
13.5
Bus Bays and Bus
13.6
Cattle Crossings
13.7
Traffic
13.8
Medical Aid Posts
Shelters
121
123
Aid Posts
123
123
Special Requirements for Hill
Roads
129
14.1
General
129
14.2
Set back Distance at Horizontal Curves
129
14.3
Grade Compensation
129
14.4
Hairpin Bends
129
14.5
Climbing Lane
130
at
Curves
14.10 Retaining Walls
130
Appendices Appendix- 1 List of Paras for Preparing Schedules of the Concession Agreement
Appendix-2
List of
IRC
Publications
133
135
iX
PERSONNEL OF GENERAL SPECIFICATIONS & STANDARDS COMMITTEE (GSS) (As on 31«t January, 2007)
1.
2.
3.
Sharan, G.
Addl. Director General, Ministry of Shipping,
(Convenor)
Transport
Singh, Nirmal
Jit
Member
&
Highways,
(Tech), National
(Co-convenor)
New
Chief Engineer
Ministry of Shipping,
(R),
S&R
New
New
Road
Delhi
Highways Authority of
India,
Delhi
&
Road Transport
Highways,
Delhi
Members 4.
Balachandaran, K.
Chief Engineer (General), Highways Department, Chepauk,
Chennai
UP PWD, Lucknow
5.
Bansal, K.B.
Chief Engineer (Retd.),
6.
Bahadur, A.R
Chief Engineer, Ministry of Shipping, Road Transport
New
Highways,
Delhi
PWD,
7.
Chahal, H.S.
Engineer-in-Chief, Haryana
8.
Chakrabarty, A.
Director General, Central Public
New 9.
Chakraborty, S.S.
Datta,
RK.
Deb, RK.
Works Department,
Director, Consulting Engg. Services
(I)
Pvt. Ltd.,
Executive Director, Consulting Engg. Services
(I)
Pvt. Ltd.,
New 11.
Panchkula
Delhi
Managing
New 10.
&
Delhi
Delhi
Engineer-in-Chief
&
Ex-officio Secretary to the Govt, of
West Bengal, Kolkata 12.
Dhodapkar, A.N.
New
Highways,
CD.
13.
Fakir,
14.
Gupta,
15.
Jain,
16.
Kandasamy, C.
D.R
Vishwas
Delhi
Chief Engineer (PMGSY), Pune
DG(RD)
&
Managing
Member
New Gumge
AS,
MOST
(Retd.),
New
Delhi
Director, Consulting Engineers
(Technical), National
Group
Ltd, Jaipur
Highway Authority of
India,
Delhi
Chief Engineer (West Zone), Arunachal Pradsh
17.
Kato,
18.
Marathe,
19.
Mukherjee, A.
Managing
20.
Narain, A.D.
DG(RD)
21.
Negi, S.R
Engineer-in-Chief,
22.
Pradhan, B.C.
Chief Engineer (NH), Bhubaneshwar
D.G
&
Chief Engineer, Ministry of Shipping, Road Transport
Secretary (Works), Maharashtra Director,
& AS
PWD,
Lea Associate (SA)
(Retd.)
PWD,
Itanagar
Maharashtra Pvt. Ltd.,
New
Delhi
MOST, Noida
H.P PWD, Shimla
XI
LRC:SP:73-2007
23.
Chief General Manager, National Highways Authority of
Puri, S.K.
India,
New
Delhi
PWD
New
24.
Rajoria, K.B.
Engineer-in-Chief, Delhi
25.
Ram, Ghasi
Chief Engineer,
26.
Rathore, S.S.
Principal Secretary to the Govt, of Gujarat,
(Retd.),
HQ DGBR, New
Delhi
Delhi
R&B
Department, Gandhinagar (Gujarat) 27.
Chief Engineer (R&B)
Ravindranath, V.
&
Managing
APRDC,
Director,
Hyderbad 28.
Chief Engineer (Mech.), Ministry of Shipping, Road
Sachdeva, V.K.
&
Transport
Highways,
New
Delhi
New
Delhi
Past Secretary General, Indian Roads Congress,
Delhi
Sharma,G.R
Cheif Engineer, National Highways, Rajasthan
New PWD,
Jaipur
32.
Singhal, K.B. Lai
E-in-C (Retd.) Haryana
33.
Sinha, V.K.
Secretary General, Indian Roads Congress,
34.
Sukumar,
Secreetary to the Govt, of Kamataka, Public
Member
A.K.
29.
Sarin,
30.
Sharma,R.S.
31.
T.
(Engg.), Delhi
Development Authority,
PWD,
Panchkula
New
Delhi
Works
Department, Bangalore 35.
Tamhankar, M.G., Dr.
Director-
Grade
Scientist,
(SERC-G)
Emeritus Scientist (CSIR), Navi
&
(Retd.)
Former
Mumbai
36.
Tyagi, RS.
Ghaziabad, U.P
37.
Verma, V.C Maj.
Executive Director-Marketing, Oriental Structural Engrs. Pvt. Ltd.,
38.
Engineer-in-Chief
39.
Engineer-in-Chief
New
Delhi
E-in-C Branch, Kashmir House, P.O. ;
President,
IRC
Delhi
M.P PWD, Bhopal Ex-Officio
40.
AHQ, New
(Subhash
Member
Patel), Secretary,
R&B
Deptt., Govt, of Gujarat,
Gandhinagar 41.
42.
Director General
Ministry of Shipping,
(Road Development)
New
Secretary General,
IRC
Road Transport
&
Highways,
Delhi
(V.K. Sinha), Indian
Roads Congress,
New
Delhi
Corresponding Members 43.
Das, Ratnakar
E-in-C-cum-Secy. (Retd.), Bhibaneswar
44.
Lauriya, P.K.
Secretary,
45.
Merani, N.V.
Principal Secretary, Maharashtra
46.
Sulochana, V.K. Mrs.
Chief Engineer (Retd.), Trivandrum (Kerala)
PWD,
Raj. (Retd.), Jaipur
PWD
(Retd.),
Mumbai
IRC:SP:73-2007
PERSONNEL OF THE PROJECT PREPARATION, CONTRACT MANAGEMENT & QUALITY ASSURANCE COMMITTEE (G-1) (As on
7^*^
January, 2007)
Puri, S.K.
Chief General Manager, National Highways
(Convenor)
Authority of India,
Datta, P.K.
Executive Director, Consulting Engg. Services
(Co-Convenror)
Pvt. Ltd.,
Venkata Ramana, G.
General Manager (PC), National Highways
(Member-Secretary)
Authority of India,
4.
Aggarwal, M.K.
Chief Engineer (Retd.), Bangalore
5.
Bahadur, A.P
Chief Engineer, Ministry of Shipping, Road Transport
1.
2.
3.
&
New
Highways,
New
Delhi
Delhi
New
New
Delhi
Delhi
Gammon
6.
Bhatia, A.L.
Vice President, Marketing,
7.
Bhasin, A.K.
Group General Manager, RITES
8.
Chakraborti, A.
Director General (Works), C.PW.D.,
9.
Chakraborti, S.P
Consultant,
10.
Ganguh,
Vice President,
11.
Gupta,
12.
Gupta, M.L.
13.
Indoria,
J.
D.R
R.P
New
Jayakodi, U.
India Ltd.,
Ltd.,
Mumbai
Gurgaon,
New
Delhi
Delhi
L&T
Ltd.,
ECC
Constn. Group, Chennai
DG(RD), MOST,
(Retd,.),
New
Delhi
Chief Consultant,
STUP
Consultants Ltd.,
Mumbai
Chief General Manager (T), National Highways Authority of India,
14.
(I)
New
Delhi
Director (Tech.), M/s. Seenaiah
&
Co. Projects Ltd.,
Hyderabad
New
15.
Mahalaha, R.S.
Chief General Manager,
16.
Nanda, PK. Dr
Director,
CRRI,
17.
Singh, Nirmaljit
Member
(Tech.), National
New 18.
Pahuja, Jitender Singh
New
Delhi
Delhi
Highways Authority of
India,
Delhi.
Dy. Principal Consultant, Tondon Consultants Pvt. Ltd.,
New
Dehi
Madhucon
New
19.
Patwardhan, S.V,
Managing
20.
Roy, B.C.
Executive Director, Consulting Engg. Pvt. Ltd,.
Director,
Projects,
Delhi
New
Delhi
xiii
IRC:SP:73-2007
New
21.
Sinha, V.K.
Secretary General, Indian Roads Congress,
22.
Sinha, N.K.
DG(RD)
23.
Subramaniam, K.
General Manager (Operation) Hindustan Constn. Co. Ltd.,
&
Spl. Secy.,
MORT&H
New
(Retd.),
Delhi Delhi
Mumbai
V
DG(RD)
24.
Velayutham,
25.
Singh, Yogender, Lt. Col
GSO-I
&
Spl. Secy.,
President,
IRC
Delhi
(Pav.) Engineer-in-Chief 's Branch,
Ex-Officio
26.
MSRT&H, New
(Subhash
AHQ, New
Delhi
Members
Patel), Secretary,
R&B
Deptt. Govt, of Gujarat,
Gandhinagar 27.
28.
Velayutham) Ministry of Shipping, Road Transport
Director General
(V.
(Road Development)
Highways,
Secretary General,
IRC
New
(V.K. Sinha), Indian Roads Congress,
Corresponding 29.
Bhattacyarya, C.C.
DG
(RD)
&
Consultant,
MORTH
Chakraborty, S.
RITES
31.
Kumar, Vijay
Engineer-in-Chief (Retd.)
32.
Reddi, S.A.
Consultant,
xiv
Delhi
(Retd.), Senior
Consultants (P) Ltd., Kolkata
30.
Ltd.,
New
Member
Spl. Secy.
STP
&
Delhi
Gurgaon
Mumbai
U.P PW.D.
Advisory
List of
Symbols and Abbreviations
AASHTO ADT ASTM
American Association of
BI
Bump
TO BIS
Bureau or Indian Standards
CBR COD HDPE HYSD
California Bearing Ratio
IE
Independent Engineer
IRC
Indian Roads Congress
IS
Indian Standards
LCV
Light Commercial Vehicle
LL
Liquid Limit
T~J
x~v rill
Highway and Transportation
Average Daily Trafric
Amencan
Society for Testing and Materials
Integrator
Commercial Operation Date
High Density Polyethylene High Yield Strength Deformed (Bars)
MCA * ^—V
State
Model Concession Agreement T
MOSRTH NBC
Ministry of Shipping,
NHAI
National Highways Authority of India
OMC
Optimum Moisture Content
PCC PCU TIT TT*T\ PHPD
Plain
Passenger Car Unit
PPM
Parts per million
PSC
Prestressed Concrete
QAM
Quality Assurance Manual
QAP
Quality Assurance Plan
QS
Quality System
RCC ROB
Reinforced Cement Concrete
ROW
Right of
RUB TMT VDF
Road under Bridge (Road under railway
/"^
National Building
Road Transport
&
Highways
Code
Cement Concrete
Peak Hour Peak Direction
Road over Bridge (Road over railway
Way
Thermo Mechanically Treated Vehicle
line)
Damage
Factor
line)
Officials
Section 1
General
SECTION
1
GENERAL The scope of
1.1
work
the
be as
shall
Two
defined in the Concession Agreement.
Two Laning
Laning/
conditions specified in subsequent para 1.13
may
also be referred
to.
with Paved Shoulders of
Specifications and Standards set forth in this
At least two weeks prior to commencement of the work, the Concessionaire shall draw up a Quality Assurance Manual
Manual.
(QAM)
the Project
Highway
be undertaken and
shall
completed by the Concessionaire as per the
1.4
Assurance
Quality
The
Highway and the project facilities shall conform to the design requirements set out in this Manual which are the minimum prescribed. The project report and other information provided by the Government shall be used by the 1.2
Project
Concessionaire only for carrying
for
out
own
its
further
reference and
The
investigations.
System (QS),
covering the Quality
documentation for
all
(QAP)
Plan
and
aspects of the bridge
and road works and send three copies each the IE for review. shall not
The
to
class of quality assurance
be less than Q-3.
The Codes, Standards and Technical
1.5
Specifications project
applicable
components
for
the
design
of
are:
Concessionaire shall be solely responsible for
undertaking
all
necessary
the
and
investigations
surveys,
designs
detailed
Indian Roads Congress (IRC) Codes
(i)
and Standards, as per Appendix-2.
in
accordance with the good industry practice
Road and Bridge Works, Ministry of Shipping, Road Transport & Highways hereinafter Specifications
(ii)
and due diligence, and
Government
against
have no claim
shall
any
for
loss,
damage,
risk, costs, liabilities or obligations arising out
referred to as
of or in relation to the project report and other information provided by the Government.
(iii)
Any
for
MOSRTH
Specifications.
other standards referred to in the
Manual and any supplement issued with the bid document.
Alternative designs and Specifications
1.3 for
the
culverts,
road
pavement
and
underpasses,
over/under
structures
subways,
overpasses,
retaining
bridges,
reinforced earth walls etc.)
(bridges,
walls,
may be adopted by
the Concessionaire in accordance with design
requirements set out
Manual and
in this
1.6
Latest version of the Codes, Standards,
Specifications, etc. notified/published at least
60 days before the shall
The
1.7
Engineer (the "IE") for review and comments,
Transport',
any.
In
particular,
such
comments
shall
specify the conformity, or otherwise, of such
designs
and
requirements
Specifications
specified
in
this
with
date of bid submission
three
copies of each shall be sent to the Independent
if
last
be considered applicable.
the
Manual. The
terms
'Ministry
of
Surface
Road Transport and Highways' and 'Ministry of Shipping, Road
Transport substitute
'Ministry of
&
Highways' or any successor or
thereof
shall
be
considered
as
synonymous.
3
IRC:SP:73-2007
The terms
1.8
used
in
deemed
MOSRTH to
be
and 'Engineer'
'Inspector'
Specifications
"Independent Engineer"
term
the
extent
the
to
be
shall
by
substituted
it
the
of the
provisions
Codes, Standards or
MOSRTH
Certain paras
or part) in Sections
(full
to 14
1
of this Manual refer to the Schedules of the
Specifications,
Concession Agreement. While finalizing the
Manual and
the Specifications and standards specified in
Manual
Guidelines for Preparing Schedules
1.12
IRC
applicable
the provisions contained in this
this
the building works.
of the Concession Agreement
In case of any conflict or inconsistency
1.9
with
elements and/or any other works incidental to
Manual.
this
landscape
facilities,
is
consistent with the provisions of the Concession
Agreement and
road furniture, roadside
report
feasibility/project
for
Highway, and the scope of the
each of
project,
these paras should be carefully
shall apply.
Project
the
examined and
addressed by the Government with a view to In the absence of any specific provision
1.10
on any particular issue
in the aforesaid
Codes
making appropriate provisions
Schedules
in the
of the Concession Agreement. (A
of the
list
or Specifications read in conjunction with the
paras that refer to such Schedules has been
Specifications and Standards contained in this
provided
Manual, the following Standards
at
Appendix- 1 for ready reference).
shall apply in
order of priority:
and
Standards
Alternative
1.13
Specifications
Bureau of Indian Standards (BIS)
(i)
The requirements (ii)
American Highway and
Standards,
British
Association
of
State
Transportation Standards,
or American
design
of
be
Society
alternative
for
(ASTM)
Materials
the
Highway
Project
minimum. The Concessionaire
(AASHTO)
Officials
and
Testing
or
Manual
stated in the
free
to
adopt
will,
international
for the
are
however, practices,
and
materials
specifications,
the
standards to bring in innovation in the design
and construction provided they are comparable
Standards
with the standards prescribed in the Manual. (iii)
Any
other specifications
standards
/
The
Specifications and techniques
proposed by the Concessionaire and
not included in the
reviewed by the IE.
IRC shall
All
1.11
conform (State
items
of
building
(CPWD)
State
shall
Public
Building
Code (NBC). To
provisions for building
IRC/MOSRTH/ shall
State
prevail
in
4
and Specifications British
Standards
Such a proposal
like
AASHTO,
Euro Codes,
and Australian Code shall
etc.
be submitted by the
the
National
for review
the extent, specific
works are made
in
specifications, the
over
the
toll
be supported with authentic standards
Concessionaire to the Independent Engineer
PWD
be deemed to include
Specifications
building
CPWD/NBC
provisions. For this purpose, building works shall
PWD
Specifications/State
Specifications/
1
Specifications for Class
works and standards given
same
works
Works Department PWD)/Central Public Works Department to
MOSRTH
which are
plaza complex,
and comments,
Independent Engineer
is
if
any. In case, the
of the opinion that
by the Concessionaire conformity with any of the
the proposal submitted is
not
in
international standards or codes, then he will
record his reasons and convey the
Concessionaire for compliance.
A
same
to the
record shall
GENERAL
be kept by the Independent Engineer, of the
(ii)
non-compHance by
of bidding
minimum
and
Specifications
Manual and
specified in the in
the Concessionaire of the
Standards
be dealt with
shall
terms of the provisions of the Concession
The Concessionaire
Agreement.
be
shall
responsible for adverse consequences,
if any,
arising
from any such non-compliance.
1.14
Design
In case the average daily traffic at the time
terrain
Volume
and
Carriageway Provision
undertaken
Where
Agreement.
(Two
and
straightaway
lane
may be
specified
in
In case the average daily traffic at the
time of bidding
10,000
PCUs
in the range of 8,000 to
is
in plain terrain or 6,500 to 8,000
in rolling terrain, the
Government
will
may be
opted
augmentation or prescribe Two-laning Plus
Schedule-B of the Concession
straightaway and specify the same accordingly
the
In
and further widening
to
carriageway
Schedule-B
stage,
Two-laning
in
may be
undertaken
Agreement.
first
(without paved shoulders)
lane
Plus
terrain,
decide as to whether adopt two-stage capacity
two-stage capacity augmentation in
rolling
comparatively low,
initial traffic is
and specified
in
laning
in plain
Schedule-B of the Concession Agreement.
PCUs (i)
PCUs
Two
to
carriageway with paved shoulders)
(iii)
Service
8,000
or
widening
more than 10,000 PCUs
is
of
Concession
the
Two-laning Plus (Two-
paved
with
shoulders)
undertaken in the second stage on the basis of
The design service volume of a 2-lane highway is given in Table 2.8. (iv)
the following criteria:
1.15 (a)
maintenance
operations
like
8,000
strengthening,
resurfacing,
repairs
PCUs
Concessionaire shall
In case, the average daily traffic at the
of bidding
time
PCUs
less
than
in plain terrain or
6,500
rolling
in
wide
is
terrain,
carriageway
shoulders
may be
2-lane
initially
with
Before taking up any construction or
first
widening,
work out
the
etc.,
a plan to
ensure the following:
granular
provided as per Para
(i)
Safety of traffic during the period of
construction
2.5.2(ii).
and
reduction
the
of
potential delays to road users. (b)
The carriageway may be widened by providing 1.5
on
either side
traffic
m
wide paved shoulders
when
the average daily
exceeds 10,000
terrain or
8,000
(ii)
PCUs
PCUs
Safety
of
(iii)
The arrangement construction
average in an accounting year. The
requirements
paved
MOSRTH
be
provided
within six months from the close of the accounting year in
in
in plain
in rolling terrain
shall
engaged
construction.
on the basis of the twelve months' shoulders
workers
the
which average
for
shall
of
traffic
during
conform to the Clause 112 of
Specifications.
The
Concessionaire shall furnish and erect the
barricades,
traffic
signs
and
daily traffic exceeds the specified value.
markings, arrangements for adequate
The
lighting,
the
crust thickness
and composition
in
widened portions (paved shoulders)
shall
be
the
same
as
in
the
main
as
equipment and flagman
required
in
accordance
etc.
with
IRC:SP:55.
carriageway. (Refer to para 5.9.9).
5
IRC:SP:73-2007
The Concessionaire
shall
proposal
of
communicate
and Interpretation
1.18
Definitions
during construction to the Independent Engineer
1.18.1
All
for review and comments,
Concessionaire arising out of the provisions of
for
safety
traffic
if
the
and workers
any.
Manual
this
The Concessionaire
1.16
shall
up an
set
adequately equipped field laboratory for testing
conform
obligations
the
be subject
shall
to,
to the provisions of the
of
the
and
shall
Concession
Agreement.
of materials and finished products as prescribed in
Clause 121 of
shall
make
MOSRTH
necessary
Specifications.
arrangements
It
for
additional/confirmatory testing of any materials/
products for which
1.18.2 in
The
Clause
mutandis
rules of interpretation as specified
1.2
of the
to this
MCA
shall
apply mutatis
Manual.
facilities at site laboratory
1.18.3
are not available.
The
definitions contained in the
Model
Agreement for Public Private Partnership in State Highways ("the MCA"), as published by the Planning Commission, Government of India shall apply to the Concession
Review
1.17
and
comments
by
Independent Engineer required
provisions of this Manual unless the context
send any drawings or documents to the
otherwise requires. Terms or words not defined
Independent Engineer for review and comments, and in the event such comments
herein shall be governed by the definitions
In cases where the Concessionaire to
are received
is
by the Concessionaire,
it
shall
contained in the
IRC
Standards, unless the
context otherwise requires.
duly consider such comments in accordance with
the
Concession Agreement and Good
1.19
This Manual
for
Two-laning (with
without paved shoulders) of the Project
Industry Practice for taking appropriate action
or
thereon.
Highway.
6
is
Section 2
Geometric Design and General Features
SECTION
2
GEOMETRIC DESIGN AND GENERAL FEATURES Highway
2.1
General
(i)
This Section lays
conform
shall
to the standards set
out in this Section as a
down
the standards for
geometric design and general features for upgrading the existing district
state
highways/major
minimum. The
Concessionaire shall ensure that liberal geometric standards are followed to the extent feasible within the given Right of
Way.
roads to two-lane with or without paved
shoulders.
(iv)
As
far as possible, uniformity of
design
standards shall be maintained throughout the
passing through built up areas
(a) Stretches
(ii)
shall
normally be provided with 4-lane
length. In case of any change,
it
shall
be
effected in a gradual manner.
divided carriageway (Fig. 2.2). Such the existing road geometries are
(v)
B of
deficient with respect to
Concession Agreement.
the
Additional land, if any, required for 4-
laning
shall
be
acquired by the
Government and where the land to
(b)
Where
stretches shall be indicated in Schedule-
is
yet
be acquired, the date of handing over
and
its
improvement
minimum requirements
to the prescribed standards
requires acquisition of additional land, such stretches shall be specified in
the Concession
required
Schedule-B of
Agreement. Additional land
be
provided
by
the land to the Concessionaire shall be
as
indicated.
Government.
Where
there are constraints of existing
(vi)
ROW
width or difficulty in acquiring
deficient in radius, layout, transition lengths or
land along the existing alignment in
superelevation shall be corrected to the
built
up areas, the Government may
shall
the
Existing horizontal curves, which are found
specified standards.
specify construction of a bypass instead
of 4-laning. The alignment of the
bypass shall be specified by the Government. The land for the bypass shall be acquired by the Government and where the land
is
yet to be acquired,
(vii)
Any
deficiencies in the vertical profile in
respect of grades, layout of vertical curves and sight distance shall
minimum 2.2
be corrected to meet the
specified requirements.
Design Speed
the date of handing over the land to the
The design speeds given in Table 2.1 adopted for various terrain classifications (Terrain is classified by the general slope of the ground across the highway
Concessionaire shall be indicated. The
2.2.1
bypass
shall
shall
be access controlled, unless
specified otherwise.
Government decides
In
to
case,
the
provide two-
lane carriageway for the bypass, the
same
be
alignment).
shall be placed eccentrically with
respect to the
widening
ROW to facilitate proper
to four lanes in future.
2.2.2
Short stretches (say less than
The geometric design of
the Project
km) of
varying terrain met with on the road stretch shall not
(iii)
1
be taken into consideration while
deciding the terrain classification for a given
9
IRC:SP:73-2007
Table 2.1
:
Design Speed
Cross slope of the ground
Nature of Terrain
Design speed (km/hr)
Ruling
Minimum
Plain
Less than 10 per cent
100
80
Rolling
Between 10 and 25 per cent Between 25 and 60 per cent More than 60 per cent
80
65
50
40
40
30
Mountainous Steep
accommodate
section of Project Highway.
the
roadway (carriageway and
shoulders), side drains, service roads, tree In general, the ruling design speed shall
2.2.3
be adopted for the various geometric design
Minimum
features of the road. shall
be adopted where
site
design speed
conditions are
and adequate land width is not The Concessionaire shall improve the
restrictive available.
alignment as per the requirement for ruling
when
design speed as and
the
Government
provides land. Such stretches shall be indicated
plantation, utilities, etc.
The
Highway
the Project
ROW available for
shall be as given in
Schedule-A of the Concession Agreement. The
Government should acquire additional land accordingly. The land to be so acquired shall be indicated in
Annexure
II
of Schedule-A of the
Concession Agreement. The desirable Right of
Way
for
& Urban areas should be as IRC:73 & IRC:86 respectively.
Non-urban
prescribed in
Schedule-B of the Concession Agreement.
in
Land for such stretches shall be provided by the Government not later than five years from the date of commercial operation (COD). Abrupt changes in design speed shall be avoided. 2.3
Right of
Way
The Right of Way (ROW) required
for
the
is
the total land width
Project
Highway, Table 2.2
to
:
2.4
Lane width of Carriageway
The standard shall
lane width of the Project
Highway
be 3.5 m.
2.5
Shoulders
2.5.1
Width of Shoulders
The normal shoulder width
shall be as per
table 2.2.
Width of Shoulder Width of Shoulder (m)
Type of Section
Plain and Rolling
Mountainous and Steep
Terrain
Terrain*
(Either side)
Open country isolated built
Built
with
Valley side
2.5
m
1.0
m
2.0
m
2.5
m
l.O
m
2.0
m
up area
up area
^exclusive of parapets
10
Hill side
and
side drains
GEOMETRIC DESIGN AND GENERAL FEATURES
Type of Shoulder
2.5.2
The type of shoulder
be as below:
shall
2.6
Roadway Width
2.6.1
The width of roadway, unless specified
otherwise, shall be as follows: In the built
(i)
up
section, the shoulder shall be
Plain/Rolling Terrain
-
12.0
specified in Schedule-B of the Concession
Mountainous and
-
10.0
Agreement.
Steep Terrain
paved or footpath
fully
shall
be provided where
m m
(exclusive
of parapets and drains)
(ii)
open country with isolated
In
and where average daily
PCUs
8,000
traffic
in plain terrain or
up
built
area,
less than
is
6,500
PCUs
in
mm
conforming
horizontal curves with radius
In
Table 2.3
:
Extra Width of Pavement and
Roadway open country with isolated
average daily
traffic
is
in plain terrain or
terrain, 1.5
shall
shall
be increased as per Table 2.3.
to the requirements given in para
and having plain or rolling
PCUs
to
thick layer of granular material
5.9.10.
(iii)
up
300 m, width of pavement and roadway
rolling terrain, the shoulder shall be covered
with 150
On
2.6.2
built
terrain
and where
greater than
8,000
PCUs
Upto, 40
10,000
41-60
in rolling
in
of this Manual and balance 1.0
covered with 150
61-100
accordance with para 5.9.9
mm
m
shall
be
m
m
m width adjacent to the carriageway
be paved
Extra Width
Radius of Curve
up area
101-300
m
m
1.5
m
1.2
m
0.9
m
0.6
m
thick layer of granular
material.
(iv) In
2.7
Camber
2.7.1
The camber
or Crossfall
open country having mountainous/steep
terrain,
the shoulders shall be of locally
sections of road carriageway
available hard material.
be as per Table
Table 2.4
:
or crossfall on straight
and shoulders
shall
2.4.
Camber/Crossfall in percentage for different Surface Types
Category of surface
Annual Low (less
rainfall
than 1500
mm)
Annual High rainfall (more than 1500 mm)
Bituminous
2.5
%
2.5
%
Cement Concrete
2.0
%
2.0
%
Metal/Gravel
2.5
%
3.0
%
Earth
3.0
%
4.0
%
11
IRC:SP:73-2007
2.7.2
with a
The two-lane roads shall be provided crown in the middle. On horizontal
curves, should be avoided as far as possible.
curves, the carriageway shall be superelevated. (vii)
2.7.3
The camber
for earthen shoulders
be
straight portions shall
at least 0.5
per cent.
On
to a
alignment
coordinated
per cent
minimum
distortion in appearance, the
horizontal
on
should be carefully with the
longitudinal profile.
steeper than the slope of the pavement and
paved shoulder subject
To avoid
of 3.0 (viii)
super elevated sections, the
Hairpin bends on hilly terrain should
be avoided as far as possible.
shoulders shall have the same crossfall as the
carriageway. All horizontal curves shall consist of
2.8.2
circular portion flanked
2.8
2.8.1
Horizontal Alignment
While
designing
by
spiral transitions at
both ends.
horizontal
the
Superelevation
2.8.3
alignment, the following general principles shall
be kept
in view:
Superelevation shall be provided on
(i)
curves as per details given in IRC: 73 (i)
Alignment should be fluent and
it
corresponding to the design speed
should blend well with the surrounding
adopted.
topography. Superelevation shall be limited to 7 per
(ii) (ii)
On new
roads, the curves should be
designed
to
radius, but in
(iii)
have largest practical no case less than ruling
cent.
(iii)
Superelevation shall not be less than
value corresponding to ruling design
the
speed.
camber.
As
a normal rule, sharp curves should
not be introduced
at the
minimum
specified cross fall/
Radii of Horizontal Curves
2.8.4
end of long
tangent since these can be extremely
hazardous.
The radii
desirable
minimum and
absolute
minimum
of horizontal curves for various classes
of terrain are given in Table 2.5. (iv)
The curves should be sufficiently long and they should have suitable transitions
to
provide
Table 2.5
:
Minimum
pleasing
Radii of Horizontal
Curves
appearance. (v)
Reverse curves as
possible.
shall
Nature of
Desirable
Absolute
terrain
minimum
minimum
Where unavoidable,
sufficient length shall
be avoided as far
between two curves
be provided for introduction of
Plain
360
m
230
m
Rolling
230
m
155
m
requisite transition curves.
(vi)
Curves
by
12
in the
same
short tangents
Mountainous
90
m
60
Steep
60
m
30
direction, separated
known
as broken
back
m m
GEOMETRIC DESIGN AND GENERAL FEATURES
The
terrain conditions shall not be less than the
The rate of change of superelevation should be such as not to cause
desirable values given in Table 2.5 except
discomfort to travelers. Further, rate of
where
change should not be steeper than
radius of horizontal curves for various
(ii)
conditions are restrictive and
site
adequate land
is
not available.
Where such
150 for roads
and
restrictions exist, the radius of curve shall not
be less than the specified absolute
minimum
terrain.
60
in
mountainous/steep
The formula
for
minimum
length of transition on this basis
value.
2.8.5
in
1
is:
Ls = 2.7 V2/R
Transition Curves
Minimum
in
1
in plain/rolling terrain,
2.9
Sight Distance
2.9.1
Visibility is
length of transition curve shall be
from
determined
following
the
two
an important requirement
on roads. For
considerations and the larger of the two values
for the safety of travel
adopted for design:
necessary that sight distance of adequate length is
(i)
The
change of centrifugal should acceleration not cause discomfort to drivers. From this rate of
this,
it is
available in different situations, to permit
drivers
enough time and distance
their vehicles so that
to control
chances of accidents are
minimized.
consideration, the length of transition
curve
is
2.9.2
given by:
On
two-lane
roads,
normally
intermediate sight distance should be available
Ls = 0.0215 VVCR,
throughout.
to provide overtaking sight distance in as
Where:
Ls = Length of transition curve
= Speed in km/hr, = Radius of circular curve
R
much
length of the road as possible. In stretches in
where even intermediate sight distance
is
not
^\
metres,
V
The attempt should, however, be
available, the safe stopping sight distance
should be provided as a
last resort. Traffic
signs
in
depicting "Overtaking Prohibited:" shall be
metres,
C =
80/(75
+ V) (subject
maximum
of 0.8 and
installed at all such locations.
to
a
minimum
2.9.3
of 0.5)
Table 2.6
:
The recommended
sight distances for
various speeds are given in Table 2.6.
Sight Distances for Various Speeds
Stopping sight
Intermediate sight
distance (m)
distance (m)
Overtaking sight distance (m)
100
180
360
640
80
120
240
470
65
90
180
340
50
60
120
235
40
45
90
165
30
30
60
120
Speed (km/hr)
13
IRC:SP:73-2007
2.9.4
The
requisite sight distance shall be
clearances
underpasses shall be as follows:
at
available across the inner side of horizontal 2.11.1
curves. 2.9.5
Where
horizontal and
summit curves
Full
(i)
horizontal direction
in
at the
through
carried
required sight distance, both in the vertical
pavement and
roadway width
including service roads,
overlap, the design shall provide for the
direction, along the
Lateral Clearance
any, shall
made
for future
expansion of the cross road for
on the inner side of curve.
be
underpass.
the
Provision shall also be
the
if
approaches
at least
next 10 years.
Vertical Alignment
2.10
(ii)
Guardrails shall be provided for
2.10.1
protecting vehicles from colliding with
for
the abutments/piers
The vertical alignment should provide a smooth longitudinal profile. Grade
kinks and visual discontinuities in the profile.
The
ruling
structures.
to cause
changes should not be too frequent as
and limiting gradients are given
and the deck of the
2.11.2
Clearance
Vertical
in
Table 2.7.
Vertical clearance at underpasses shall not be less than the values given
Table 2.7
:
below:
Recommended Gradients
Nature of terrain
Ruling
Limiting
gradient
gradient
(i)
Vehicular underpass
5.5
m
(ii)
Pedestrian and CatUe
3.0
m
underpass Plain and rolling
3.3%
5.0%
Mountainous
5.0%
6.0%
Steep
6.0%
7.0%
Lateral and Vertical Clearance at
2.12
Overpasses
Wherever any
Highway, 2.10.2
Gradients up to the value corresponding
to ruling gradient shall
minimum
the
clearances
at
overpasses shall be as follows:
be adopted, as far as
possible. Limiting gradients shall be adopted
2.12.1
only in very difficult situations and for short Full lengths.
2.10.3
structure crosses over the Project
Lateral Clearance
roadway width including service roads,
if
any, shall be carried through the overpass
Long sweeping
provided
at all
vertical curves shall
be
grade changes. These shall be
structure. Provision shall also
future widening of the Project
be made for
Highway. The
abutments and piers shall be provided with
designed as square parabolas.
suitable protection against collision of vehicles.
2.10.4
For design of
vertical curves
and
its
Guardrails shall be provided on abutment side
The
co-ordination with horizontal curves, reference
and on sides of piers for
may be made
ends of guardrails shall be turned away from
to
IRC:SP:23.
this
purpose.
the line of approaching traffic.
2.11
Lateral and Vertical Clearance at
Underpasses Wherever a cross road
below
14
the
Project
2.12.2 is
proposed
Highway,
to
be taken
minimum
Vertical
A minimum
5.5
provided from
Clearance
m
all
vertical clearance shall
be
points of the carriageway of
GEOMETRIC DESIGN AND GENERAL FEATURES
the Project
Highway
pedestrians
to the nearest surface of
the overpass structure.
shall
be provided
at
locations indicated in Schedule-B of the
Concession Agreement. Service Roads
2.13
(ii)
Service roads wherever required to be
2.13.1
The width of Pedestrian or
Cattle
crossing shall not be less than 5 m.
constructed by the Concessionaire, shall be specified in Schedule-B of the Concession
(iii)
Agreement.
The pedestrian crossings shall have provision for movement of disabled persons.
Service roads shall be constructed and
2.13.2
maintained in accordance with the provisions
2.15
Typical Cross-Sections
2.15.1
Typical cross-sections of Project
of the Concession Agreement. The width of
minimum
service roads shall be
The
2.13.3
shall not
for
crust composition of service roads
be lower than that specified
(one)
1
m.
5.5
msa
design
in
IRC:37
Highway
are given in Figs. 2.1 to 2.5. These
shall be
adopted for various locations, as
applicable.
traffic.
2.15.2
2.14
Grade separated Structures
2.14.1
The
Where
cross-section changes from two-
lane to four-lane, a transition of
1
in 15 to
20 must be provided, as prescribed type, location, length,
number and
&
(CI. 6.6.2)
IRC:86
in
1
in
IRC:73
(CI. 6.2.7).
the openings required to be provided for various
types of grade separated structures shall be as specified by the
Government
in
2.16
Capacity of two-lane highway
Schedule-B of
The design
the Concession Agreement.
service
volume of two-lane highway
for different types of terrain shall
2.14.2
Vehicular Underpass/Overpass
The vehicular underpass/overpass shall
be provided
Project
at
traffic
structures
all
Table 2.8
Design Service Volume of Two-
:
lane
Highway
The
structure
in
terrain, vertical profile
of
Nature of
PCUs
without
per day
with
minimum
paved
1.5 ni
shoulder
paved shoulder
Plain
15,000
18,000
Rolling
11,000
13,000
Mountainous
7,000
9,000
Terrain
road, availability of adequate right of way, etc.
structure shall be specified in
Schedule-B of the Concession Agreement. 2.14.3
per day
Design Service Volume
may
be either an underpass or an overpass depending
Type of the
PCUs
in
roads carrying an
of more than 15,000 PCUs,
unless specified otherwise.
upon the nature of
Table 2.8.
the intersection of the
Highway with
average daily
in
be as given
Cattle
and Pedestrian Underpass/
Overpass
and Steep (i)
In certain stretches, underpasses/
overpasses for crossing of cattle and
15
IRC:SP:73-2007
Right of way
Roadway 7.0
2.5
2.5
Carriageway
Shoulder 1.0
12.0
Shoulder
1.5
Granular
1.0
1.5
Paved
Paved
<
Granular
2.5%
2.5%
Note: All dimensions are in metres.
Typical cross section
(Open country-plain/rolling
terrain)
2-lane carriageway (with paved shoulders)
without service road
Fig. 2.1
Right of way
7.5
1.5
Carriageway
Foot
7.5
1.5
Carriageway
Median
path
1.5
1
i 200 mm
.2
m
guard
2.5% 200
Foot path
1
high pedestrian rail
2.5%
mm
Note: All dimensions are in metres
except as shown otherwise.
Typical cross section (Built-up area)
4-lane divided carriageway with footpath
Fig. 2.2
16
GEOMETRIC DESIGN AND GENERAL FEATURES
Right of way
2.5
7.0
2.5
Carriageway
Shoulderl
Shoulder'
Fence 1.2 high
2.5%
2.5%
Fence
I
1.2 high'^
Service
1.5
Shoulder I
Road
min. 5.5
Service
Road
1.5
Carriaseway
Shoulder
8.5
.
I
Note: 1.
2.
All dimensions are in metres.
Dimensions of footpath and service roads are
minimum and
higher
may
be adopted as per requirement.
Typical cross section 2-lane carriageway witli service road
Fig. 2.3
Right of way
Roadway 2.5
Shoulderl
12.0
7.0
Carriageway
2.5
I
Shoulder
2.5% j
Note: All dimensions are in metres.
Typical cross section (Plain/rolling terrain)
Eccentrically placed 2-lane bypass
Fig. 2.4
17
IRC:SP:73-2007
Note: 1.
All dimensions are in metres.
2.
Shoulders available
covered hard
with
locally
material
(Paved
shoulders in built up area).
Typical cross section
(Mountainous
terrain)
2-lane carriageway
Fig. 2.5
18
Section 3
Intersections
and Grade Separators
SECTION
3
INTERSECTIONS AND GRADE SEPARATORS 3.1
Introduction
3.1.1
Subject to the provisions of this
(signalized/non-signalized)
control Necessary
Manual, properly designed intersections be provided
at all
traffic
etc.
surveys for the design of road
junctions shall be carried out as per IRC:SP: 19.
shall
road crossings/junctions. The
types and locations of Interchanges and Grade-
Normally, the type of intersection shall
(iii)
be:
separated Intersections without ramps shall be (a)
Three leg intersection.
(b)
Four leg
(c)
Multi leg intersection/rotary.
specified in Schedule-B of the Concession
Agreement. The intersections
to
be provided
intersection.
be one of the following types:
shall
At-grade intersections
(i)
The design of
(iv)
Grade separated
(ii)
intersections without
MOSRTH
subsequent paras. Interchanges
for Intersection
may The
3.1.2
existing intersections,
deficient with respect to the
which are
minimum
requirements shall be improved prescribed standards. Additional land,
to
the
if
any,
required for improving the existing intersections
be provided by the Government.
shall
done as per IRC:SP:41
intersection shall be
including other design criteria given in the
ramps (iii)
different elements of
-
Type Designs
on National Highways, 1992
also be referred to,
wherever required,
to
develop suitable lay out and design of At-grade Intersections.
The design
(v)
shall
aim
at
simplicity and
uniformity in design standards.
designs which
may
Complex
involve complicated
decision making by drivers shall be avoided.
3.2
At-grade Intersections
3.2.1
General
(vi)
(i)
The majority of
the intersections to be
most economical and are provided
at
crossing locations, where the traffic on cross
roads
is
low
to moderate.
These intersections
should be properly designed as per details below. (ii)
mean
that traffic
This will
on the minor road must stop
prior to entering the
major road. Where roads
of equal importance intersect, priority will be
given to the (vii)
At the
traffic
on the
right.
intersection, the alignment should
be as straight and the gradient as
flat
as
practicable. Gradients in excess of 2 per cent
Type of
intersections to be adopted shall
be decided on the basis of parameters
number of
intersection control shall be of 'Stop
Control' unless specified otherwise.
encountered will be of At-grade type. These are
The
like
intersecting legs, traffic volume/
speed, available right of way, type of traffic
will
(viii)
normally not be allowed
Any
at intersections.
deficiency in the alignment and
grade of intersecting roads shall be corrected to
improve
traffic
conditions and safety.
21
IRC:SP:73-2007
sight distance to be adopted shall
The
(ix)
normally be intermediate sight distance as specified in Section situations
2.
However,
be achieved by a taper of not less than
1
shall in 15.
in exceptional
should not be less than
it
Widening of carriageway
be provided.
minimum
stopping sight distance specified in Section
At such locations, cautionary speed
2.
limit
Type and radius of curve of
(v)
The type and radii of curves would depend upon the types of vehicles turning at the intersection
signboards shall be displayed.
intersection:
and
shall
be decided based on the
traffic data.
At multi leg
(x)
intersections, the points of
conflict should be studied carefully and possibilities of realigning
and combining some reduce the conflicting be examined. The objective
legs
intersecting
movements movements
one or more of the
to shall
Visibility at intersection:
(vi)
stopping sight distance, appropriate for the
approach speeds, shall be available for the traffic
on the Project Highway. Devices
Traffic Control
3.2.3
control devices added to ensure
more
efficient
and safe operation.
(i)
Road markings: Typical road markings
road
intersection
as
IRC:SP:4l and IRC:35
Design Standards
3o2.2
Design standards
shall
be as per IRC:SP:41.
given in Section 9 of
Design Speed: The approach speed
shall
be taken as the design speed adopted for the
is
Highway on which
located.
this
60%
The design speed
Reflectors:
for in the
of the approach speed.
Design Traffic Volume: The
for the design of intersection at
peak hours
shall
and
volume
traffic its
distribution
be assessed, up
new development
socio-economic changes,
form of
IRC: 3)
shall
of land,
etc.
be used
The number of
in the
volume
single lane
5.5
m
is
to
in
3.2.4
Detailed Designs and Data for Review
by IE
The Concessionaire the
ground surveys,
shall
submit the details of
traffic data, traffic forecast,
all
safety features to the Independent
Engineer for review and comments,
if
any.
design of
by peak hour
each direction of
travel.
3.3
Grade Separated Intersections Without Ramps
3.3.1
General
For
movements, a minimum width of be adopted.
For two-lane roads
between kerbs, a minimum 7.5
22
cat's eyes, delineators, etc shall
lanes to be provided at the
intersection shall be governed traffic
the traffic, reflectors
design and drawings of the intersections
intersections.
(iv)
To guide
to the
Design Vehicle: Semi-trailer combination
(refer
Manual.
be provided, in addition to the road markings,
showing (iii)
this
especially at the channelising islands.
operation period, taking into consideration the past trend, likely
be followed. The
Manual.
the
various elements of the intersection shall be
taken as
in
be provided as per IRC: 67 and Section 9 of
(iii)
intersection
given
Signs: Traffic signs at the junctions shall
(ii)
section of Project
shall
for
specifications of road markings shall be as
Salient features are given below:
(ii)
safe
be to simplify the design and appropriate
shall
(i)
A minimum
m
width shall
Grade separated intersections, without ramps provide an intermediate solution (between At-grade Intersections and (i)
INTERSECTIONS AND GRADE SEPARATORS
Interchanges) for traffic segregation. These are relatively cheaper as
compared
to Interchanges.
These could preferably, be provided
where
traffic
on cross roads
heavy and segregation though
is
Under
this type,
moderate
essential,
cannot to cost
Road Under
Bridge or Road Over Bridge) and
movements
to
two cross roads
separate at different grades (as
for transfer of traffic
by IE
at locations
be provided by an Interchange due constraints.
Detailed Design and Data for Review
3.3.5
all
turning
between the
The Concessionaire
shall
submit the details of
the ground surveys, traffic data, traffic forecast,
design and drawings of the grade separated intersections and the structures,
showing
all
safety features, to the Independent Engineer for review
and comments,
3.4
Interchanges
3.4.1
General
any.
if
intersecting roads including merging, diverging, etc. shall
be either not catered
accomplished
to or shall
be
surface level through parallel
at
service roads
or
through similar other
mechanism.
An
Interchange
a
grade-separated
intersection with connecting
roadways (ramps)
(i)
for turning traffic
is
between highway approaches.
Such an Interchange
Grade separated intersections without ramps shall be provided at the locations
crossings of a highway, which
(ii)
indicated in Schedule-B of the Concession
developed
Agreement. The road
to
standards.
under the structures
shall
be carried over or
be specified
in
at
to handle the
All features pertaining to structures for
this type
of grade separator will be same as
provided in Section 2 of 3.3.2
this
Manual.
Geometric Standards for Design of
traffic
elements of
this
be as given
in paras 3.2.1
for various
type of grade separators shall
on cross roads
and diverging
and
fatal
is
fails
heavy volume of turning, merging traffic
and
leading to excessive delays
major
full
Cost
accidents.
Interchange or grade separated intersection
and
An
(ii)
Interchange
may be
crossing of the Project
highway, and where the
3.2.2.
PCUs
Design of Structures
For design of structures of grade-separated structures, the details given in Sections 7 shall
be followed.
and
Minimum
(iii)
such
in
justified at the
Highway with another
arms of the intersection
Manual
also be justified
without ramps.
The geometric design standards
8 of this
may
effectiveness will decide whether to provide
Various Elements
3.3.3
to be
heavy and when an At-grade intersection
Schedule-B of the Concession Agreement. (iii)
Interchange
where
locations
is
at all
completely access controlled
to
An
be necessary
will
total traffic is in
on
all
the
excess of 10,000
peak hour.
The decision locations
to provide Interchange at
shall
Government and
be
taken
by
the
the requirement shall be
various grade separated structures shall be
Schedule-B of the Concession Agreement, which shall also
Government
indicate specifications and traffic streams to
length of viaduct required to be provided
specified
by
the
in
at
Schedule-B of
the Concession Agreement.
3.3.4
Traffic Control
Devices
clearly
spelt
out in
be grade separated. (iv)
The
detailed design and layout of the
Interchange shall conform to broad parameters Details given in paras 3.2.3 and 3.4.6 shall apply.
and requirements specified by the Government in
Schedule-B of the Concession Agreement.
23
IRC:SP:73-2007
^<
skats'
irf-f'*
sfe-*8
investigations,
elements of Interchange including ramps shall
the Concessionaire shall develop appropriate
be assessed up to the end of the Concession
detailed drawings and designs and submit to
Period or twenty years, whichever
the Independent Engineer for review and
taking into consideration the past trends, likely
comments,
new development
Based on detailed survey and
if
any.
changes,
3A.2
more,
of land, socio-economic
etc.
Types of Interchanges
Design of Structure
3.4.5 (i)
is
Interchanges are generally described by
the pattern of the various turning
roadways or
For design of structures of grade-separated
ramps, which determine their geometric configuration. The common geometric
structures comprising of
main
ramps, the details given
Sections 7 and 8 of
configurations of Interchanges are the trumpet,
this
diamond, cloverleaf, rotary and directional.
of viaduct required to be provided at various
Within each type of Interchange, there can be
grade- separated structures shall be specified by
several variations such as split diamond, partial
the
depending on the ramp
cloverleaf, etc.
Manual
shall
in
be followed.
Government
in
structure
Minimum
Schedule-B
and
length
of the
Concession Agreement.
arrangements. 3.4.6
The type of Interchange, the shape and pattern of the Interchange ramps and loops and
Trajfic Control
Devices
(ii)
their designs shall
be governed by factors such
as the importance of the intersecting highway,
number of intersecting legs, the design volumes of through and turning traffic movements including their composition, the
at suitable
(i)
the
design speeds, available right of
The Interchange
topography.
site
structures
most
be provided
locations to:
Serve
advance notice of the
as
(ii)
Direct drivers into appropriate lanes for
diverging/merging movements;
be
studied in detail and alternative designs made, to determine the
shall
approaches to the Interchange;
way and shall
IRC: 67)
Traffic signs (refer
suitable arrangement of
(iii)
Identify routes and directions;
(iv)
Provide
and ramps satisfying the specified
other
information
of
importance to the drivers; and
requirements. (v)
3.4.3
Show
distances to destinations.
Geometric Design Standards for
Interchange Elements
The
specifications of road markings shall be as
given in IRC: 35 and as prescribed in Section 9
The geometric design standards shall be as per IRC: 92 appropriate for the design speed adopted for the Project Highway. The design speed for ramps shall not be less than 40 km per hour. The desirable values of various parameters given in IRC: 92 shall be adopted, unless there are severe site constraints. 3.4.4
Design
Traffic
of this Manual. 3.4.7
Detailed Design and Data for Review
by IE
The Concessionaire ground surveys,
shall
traffic
submit details of the
data, traffic forecast,
design and drawings of the Interchange,
showing
all
safety features, to the Independent
Engineer for reyiew and comments,
The
24
traffic
volume
for the design of various
if any.
Section 4
Road Embankment
SECTION
4
ROAD EMBANKMENT General
4.1
(b)
In case,
then the bottom of
less,
is
it
subgrade should be raised to ensure a
The design and construction of road embankment and cuttings shall meet the
of the subgrade from
HFL.
requirements, standards and specifications
of any section
of the Project
given in
Highway
4.1.1
minimum
This Section also covers
this Section.
m
1
clearance of the bottom
(s)
required, that shall be
is
specifications for subgrade and earthen
specified
shoulders.
Concession Agreement.
4.1.2
Where
improvement
the Project
Highway
involves
roadway width.
plan, profile and the
It
that the final centre line of the
and the road levels are fixed with great
duly considering
all
in
Schedule-B
Highway
In case. Project
of
is
the
passing
through an area not affected by floods
to an existing road, efforts should
be made to remove the inherent deficiencies be ensured
(c)
If raising
and
in
is
free
from any drainage problem/
shall
water ponding/over-topping situations
road
with water table being quite deep, to the extent that subgrade
care,
is
not likely to
be affected by the capillary saturation,
the relevant factors
may
covering structural soundness, safety and
then the employer
functional requirements.
in larger stretches to save cost,
avoid raising
even
minimum clearance of 0.6 from existing ground level is
though the 4.1.3 shall
m
The existing roadway, where deficient, be widened to the roadway width in
accordance with para
desirable.
2.6. (ii)
New two
Road Embankment
4.2
(a)
4.2.1 in
The width of
the
embankment
shall
Bottom of subgrade ponded water local
based on the
final
(b)
4.2.3
0.6
should
forming
and
Portions
structures provide is
HFL
fulfil
the
minimum
free
board requirement.
For ImprovementAVidening of the existing
In case,
The
approaches to structures provide smooth vertical
profile
(a)
level.
observations, enquiries and
Portions
the road level:
road;
above the
studying the past records.
embankment shall be road levels. The following the
principles shall be kept in view while fixing
(i)
m
be decided by intelligent inspections,
specified in Section 2 of this Manual.
The height of
1.0
is
high flood level/highest water table/
be
accordance with the cross-sectional details
4.2.2
lane road;
forming smooth
approaches
to
vertical profile.
bottom of the existing subgrade
m
height of
above the HFL, the existing
4.2.4
embankment can be
profile of the road shall
retained.
Deficiencies in the existing vertical
be corrected.
27
IRC:SP:73-2007
OL, 01,
Construction of embankment, subgrade
4.2.5
and earthen shoulders shall conform to the requirements of Clause 305 of MOSRTH
minimum
requirement.
4.2.6.1 Sourcing of materials for
embankment
and subgrade construction,
as
well
(iv)
Materials in frozen conditions;
(v)
Clay
and borrow areas under
laws
be
shall
the
Liquid
(LL)
Limit
exceeding 45; (vi)
the
applicable
having
exceeding 70 and Plasticity Index (PI)
as
compliance with environmental requirements in respect of excavation
Materials susceptible to spontaneous
combustion;
Materials and Physical Requirements
4.2.6
accordance with IS:
in
1498; (iii)
Specifications as a
OH
Materials with
sole in the
leaching
salt resulting in
embankment;
responsibility of the Concessionaire. (vii)
4.2.6.2
Borrow
the right of
305.2.2 of
pits shall not
way
be located within
Expansive clays, 'Free Swelling Index'
50% when
(FSI) exceeding
or along the road. Clause
tested as
per IS: 2720 (Part 40).
MOSRTH Specifications shall apply. 4.2.6.5 Expansive clays/black cotton soil shall
4.2.6.3
The
embankment,
materials used in
subgrade and earthen shoulders shall be
moorum,
not be used for subgrade construction.
soil,
gravel, a mixture of these or any other
material conforming to the requirements of
Clause 305.2 of MOSRTH Specifications. Pond ash can also be used subject to requirement indicated in para 4.2.16 of this Section.
4.2.6.6
The following types of
materials shall
be considered unsuitable for embankment construction and shall not be used: (i)
clay with acceptable
Free Swelling Index value material, subgrade the
embankment
used as a
is
just
fill
mm portion
and top 500
below subgrade
shall
of
be
non-expansive in nature. 4.2.6.7
4.2.6.4
Where expansive
The
size of the coarse material in the
mixture of earth shall not exceed 75 placed in the embankment and 50
mm when mm when
placed in the subgrade.
Materials from swamps, marshes and 4.2.6.8
Only
the materials satisfying the density
bogs;
requirements given in Table 4.1 shall be (ii)
Peat,
log,
stump and perishable
material, any soil that
Table 4.1
:
is
classified as
employed
for
the
embankment and
Density of Materials of
construction
Embankment and Subgrade
Compaction -
Embankment upto
3
m
height, not
Density with heavy IS:
2720 (Part
Not
less than 15.2
kN/cu.
m
Not
less than 16.0
kN/cu.
m
Not
less than 17.5
kN/cu.
m
subjected to extensive flooding.
Embankments exceeding 3 m height or embankments of any height subject to long periods of inundation.
Subgrade and earthen shoulders/verges/backfill.
28
the
the subgrade.
Maximum Dry
Type of Work
of
8)
ROAD EMBANKMENT
The
4.2.6.9
Table
4.
1
density requirements specified in
4.2.6.10
be applicable to
shall not
pond
material e.g.
The
light
weight
4.2.7.4
The type of
retaining structure shall
adjoining structures.
ash.
material to be used, in subgrade
shall satisfy the design
CBR
at the
specified
4.2.7.5
Where
the
embankment
supported on a weak stratum, to specially design the
be
The embankment and subgrade
compacted
the
satisfy
to
compaction requirements given
Table 4.2
is
it
to
be
shall be
necessary to carry out adequate soil testing and
density and moisture content.
4.2.6.11
be
aesthetically pleasing and compatible with the
in
shall
adopt
appropriate
minimum
improvement measures
Table 4.2.
Independent Engineer.
embankment and also remedial / ground in consultation
with the
Compaction of Embankment and Subgrade
:
Compaction as percentage of max. laboratory Relative
Type of Work/Material
dry density
IS:2720 (Part 8)
-
Subgrade and earthen shoulders
Not
less than
97
Embankment
Not
less than
95
Expansive Clays (of acceptable FSI) (a)
Subgrade and 500 just
(b)
below
mm
Not allowed
portion
the subgrade.
Remaining portion of Embankment
4.2.7
Not
and Design of
Structural Features
Embankment
90
less than
4.2.7.6
Where
m high
and
the
embankment
Embankment
shall be
designed to
ensure the stability of the roadway and shall
stability shall
more than
3
material consists of heavy clay
fill
or any problematic soil, the 4.2.7.1
is
embankment
be analysed and ascertained for
safe design.
incorporate only those materials, which are suitable for
embankment
construction as per
para 4.2.6 of this Section.
4.2.7.7
above)
High embankments (height 6 in
all
soils
m
or
shall be designed from
stability considerations.
4.2.7.2
The design of
governed by slope
side slopes shall be
stability
and
traffic safety
considerations.
IRC: 75
4.2.7.3 Side slopes shall not be steeper than
2H: IV unless
soil is retained
by suitable
soil
The reinforced earth where conform to the requirements of
retaining structures.
provided, shall
4.2.7.8
Section 7 of this Manual.
4.2.7.9
For design of high embankments
may be The
referred to.
side slopes shall be protected
against erosion by providing a suitable vegetative cover, kerbs channel, chute, stone
pitching/cement concrete block pitching or any other suitable protection measures, depending
29
IRC:SP:73-2007
on the height of the embankment and
4.2.12
susceptibility of soil to erosion. Drainage
Structures
arrangement
shall be
Embankment and Subgrade around
provided as per Section 6
The work
(i)
of this Manual.
shall be carried out
in
accordance with the requirements of 4.2.7.10 Stone pitching/cement concrete block
Clause
pitching shall conform to Clause 2504 of
Specifications.
MOSRTH
305.4.4
Specifications.
Filling behind abutments, retaining
(ii)
4.2.8
Embankment Construction Operations
4.2.8.1
Embankment, subgrade and earthen
head walls and wing walls for
walls,
structures shall
with Clause 305.3 of
MOSRTH
the
IRC:78.
The filter medium shall conform to the requirements of Clause 2504 of
unsuitable material occurring in
embankment foundation
shall
and replaced by acceptable
fill
be removed
MOSRTH
Specifications.
Where
subgrade
construction of
Specifications.
Construction of Embankment on Ground Incapable of Supporting Construction Equipment 4.2.13
embankment and
required to be carried out under
is
MOSRTH
material in
accordance with Clause 305.3.4 of
4.2.8.3
to the general
Specifications. (iii)
Any
conform
guidelines given in Appendix 6 of
shoulders shall be constructed in accordance
4.2.8.2
MOSRTH
of
the special conditions such as given in paras
For construction of embankment on ground,
which
not capable of supporting construction
is
4.2.7 to 4.2.13, the earthwork shall be
done in procedure and
equipment such as marshy land, any of the
accordance
methods given
in
Clause 305.4 of
Specifications
may be
with
the
requirements described
MOSRTH
in
MOSRTH
used.
Specifications.
4.2.14 4.2.9
Clause 305.4.5 of
Earthwork for Widening Existing Road
Where an
existing
be widened and
its
embankment/subgrade
is
to
slopes are steeper than IV:
Embankment Construction Under
Water
Where to
construction of
embankment
is
required
be done under water, only granular material
4H, continuous horizontal benches each at least 300 mm wide shall be cut into the old slope
or rock consisting of graded hard and durable
for each
mm
of earthwork, for ensuring adequate
lift
bond with
the fresh material to be added.
particles with shall
maximum
size not
exceeding 75
be used. The material shall be non-
plastic with uniformity coefficient of not less
than 10. For further details refer IRC: 34.
4.2.10
Earthwork for Embankment and
Subgrade
to
be Placed Against Sloping Ground
Requirements of Clause 305.4.2 of
MOSRTH
Specifications shall apply.
4.2.15
Earthwork for High Embankment
Where
stage construction/controlled rate of
filling is
required for high embankments, the
methodology together with 4.2.11
Earthwork over Existing Road Surface
Requirements of Clause 305.4.3 of Specifications shall apply.
MOSRTH
instrumentation and monitoring plan shall be
communicated by the Concessionaire to the Independent Engineer for review and comments,
30
details of necessary
if
any.
ROAD EMBANKMENT
Use of Pond Ash for Embankment
4.2.16
and
Construction
subgrade to
Where Pond ash
4.2.16.1
embankment
in-situ
is
Forests or otherwise, the
the
may be made
be
shall
side slopes of cuttings shall be
provided in accordance with the nature of the
soil
encountered.
The slope
be stable for the type of
accordance with
in
Reference
level.
at
IRC:SP:19.
The
(ii)
Environment and
embankment
designed and constructed
conditions
used for
construction in pursuance of the
instructions of the Ministry of
soil
IRC:SP:58.
strata.
shall
Where
required, benching including use of slope stability measures like pitching,
The thickness of soil cover shall not 1 m for embankments up to 3m For high embankments, the thickness of
4.2.16.2
breast walls, etc. shall be adopted to
be less than
make
high.
cover shall be increased as per design.
soil
4.2.16.3 shall
The
side slopes of the
(iii)
the slopes stable
and
safe.
In the case of rock cutting, trial pits or
boreholes shall be carried out at 30-50 m intervals to assess the type of
embankment
be protected against erosion by providing
rock.
turfing or stone/cc block pitching.
Excavation for roadway in soil/rock
4.3.4
4.2.17
Surface Finish and Quality Control of
Work
shall
be carried out
in
301, 302 and 303 of
accordance with Clauses
MOSRTH
Specifications,
as relevant.
The surface
finish
and quality control of
materials and works shall conform to the
While
requirements of Clauses 902 and 903 of
precautions against soil erosion, water pollution
MOSRTH
Specifications and Para 5 of
shall
IRC:SP:58
(relevant to
4.3
Roadway
4.3.1
The width of
Pond
ash).
be taken as per Clause 306 of
MOSRTH
Appropriate drainage measures shall be taken to
shall
adequate
excavation,
Specifications.
in Cutting
the
executing
roadway
in cutting
keep the
site free
with Clause 311 of
of water in accordance
MOSRTH
Specifications.
be in accordance with the cross section
details specified in Section 2 of this
Manual.
No
back
be resorted to obtain the
filling shall
required slopes. 4.3.2 in
The road
level shall
be fixed, keeping
view the following requirement:-
Adequate precautions
shall
be taken to ensure
that during construction, the slopes are not
The
difference between the bottom of subgrade
and the highest water table
m. Exceptionally, where satisfied, drain shall
is
this
not less than
requirement
be provided to lower
is
1
.0
rendered unstable or give rise to recurrent slides after construction.
not
down
the water table.
In cut sections in hilly terrain, the
seepage flow
is
problem of
common. Where such
conditions exist, necessary measures including 4.3.3
Soil Investigations for Cut Sections
provision of deep side drains to intercept the
seepage flow and to avoid any damage to road (i)
Soil investigations shall be carried out
and cut slopes
shall
be provided.
to ascertain the type of cutting involved
31
IRC:SP:73-2007
4.3.5
Excavation of Road Shoulders for Widening of Pavement
4.4
For widening of existing pavements or providing paved shoulders, the existing shoulders shall be removed to their full width
The Concessionaire soil surveys and
and
pits,
to the requisite depth.
to see that
Care
shall
be taken
no portion of the existing pavement
designated for retention
is
loosened or
Survey Investigations and Design Report Soil
and
field
laboratory
borrow
investigations for selecting appropriate
if
identifying problematic ground locations
any, requiring treatment
structural
features
embankment and
disturbed.
shall carry out necessary
and for finalizing
and
design
cut sections.
The
of
soil
survey
and investigations report and design report 4.3.6
(i)
Preparation of Cut Formation
The
cut formation, which serves as a
301.6
MOSRTH
of
Specifications.
(ii)
Where
review,
if any.
Soil Survey
4.4.1
The
the material in the subgrade has
shall
be submitted to the Independent Engineer for
subgrade, shall be prepared as per
Clause
the
and Investigations Report
report shall include:
Road Embankment
(i)
a density less than that specified in
Table 4.1, the same shall be loosened
(a)
500 mm and compacted in layers in accordance with the requirements of Clause 305 of to a depth of
MOSRTH
The
report
include
shall
investigations and tests in accordance
with the requirements specified in
IRC:SP:19 and
Proforma
Specifications.
shall
given
be reported in the
Table
in
IRC:SP:19. In addition to (iii)
Any
unsuitable material encountered in
the subgrade shall be
soil
of
this, all tests
as per the requirements of
removed and
1
MOSRTH
Specifications shall be reported.
replaced with suitable material and
compacted 305 of
43.7 (i)
in
accordance with Clause
MOSRTH
(b)
Specifications.
In respect of high
report
shall
embankment,
include
the
additional
investigations and soil tests as per
Finishing Operations
IRC:75 and Appendix 10 of IRC:SP:19.
All excavated surfaces shall be properly (c)
shaped and dressed.
Information regarding the topography,
high flood level, natural drainage (ii)
point on the completed slopes shall
conditions, highest sub-soil water level,
vary from the designated slopes by
and the nature and extent of inundation,
more than 150 mm (in case of soils) and 300 mm (in case of rocks) measured at right angle to the line of
if
No
(d)
any.
The
characteristics of
foundation including the presence of
slope.
any unsuitable/weak (iii)
The
embankment
areas, water
finished cut formation shall satisfy
strata,
logged areas,
marshy
etc.
the surface tolerances specified in
Clause
902
Specifications.
32
of
MOSRTH
(e)
Along
the alignment of the road,
where
unstable strata, soft material or poor
ROAD EMBANKMENT
subsoil conditions have been
met with
at the
foundation level, the
shall
be drawn after determining
soil profile
through borings, the type of different levels.
The boring
200
m
shall
of
intervals to a
depth of 2
1
m
comments,
be
00
at at
(a)
to
below the
existing ground. In the case of high
embankments, the borings taken
down
shall
if
for
review
and
any.
Road Embankment
(i)
soil
Engineer
Independent
The detailed design of the embankment, remedial/ground improvement treatment where required, and construction methodology for high
be
embankments.
to a depth equal to twice
the height of the
embankment.
(b)
Design of retaining walls/reinforced earth structures.
Any
(f)
particular construction problems
of the area or other important features.
(c)
Geotechnical properties of Pond ash,
(g)
Design of protection measures for embankment slope and drainage arrangement.
covering parameters specified in Table 1
of IRC:SP:58 and
OMC-dry
density
(d)
case use of
relationship for heavy compaction. This
information shall be furnished, in case (e)
Pond ash
used
is
in
Design of Pond ash embankment
embankment
Any
Pond ash
is
in
proposed.
additional information relevant to
the design report.
construction. (ii)
(a)
The
Cut Section
Cut Sections
(ii)
report shall include soil investigations and
tests
in
Type of cutting involved and proposed cut slopes.
accordance with the requirements
specified in IRC:SP:19 and information
(b)
Design and
details of erosion control,
slope protection measures, etc.
regarding depth of water table, seepage flow,
presence of any weak, unstable or problematic (c)
Design
and
details
of
drainage
strata.
arrangement for sub-soil and surface 4.4.2
The Concessionaire report
water.
Design Report
including
shall furnish the design
the
following
to
the
(d)
Any
other additional information
relevant to the design of cut slopes.
33
Section 5
Pavement Design
SECTION
5
PAVEMENT DESIGN 5.1
General
5.1.6
5.1.1
The
poor drainage,
Where problematic conditions such as expansive soils, swamps or marshes, flooding,
existing roads in the States are
generally flexible pavements and their capacity
augmentation by way of widening and strengthening would therefore generally be by provision of flexible pavements only.
measures
etc. are
shall
found
to exist,
adequate
be adopted to deal with such
conditions.
site
Method
5.2
Design
of
Flexible
of
Pavement 5.1.2
Situations may, however, also arise
where the Government may require provision of cement concrete pavement depending upon specific site conditions.
shall
Such a requirement
be specified in Schedule-B of the
Concession Agreement and indicated as a deviation in Schedule-D of the Concession
The
Agreement.
minimum
and
design
maintenance requirements for cement concrete
pavement
shall
be specified by the Government
and Schedule-K of the Concession Agreement shall
5.1.3
be modified accordingly.
widening and strengthening of existing shall take into
account
all
specified
in
New
pavements
shall
be designed
accordance with the method prescribed
in
IRC:37 or any other international standard method/guideline for pavement design, subject to the condition
pavement
that the overall
composition shall not be
less than the
minimum
requirement specified in IRC:37. Strengthening
basis of the procedure outlined in IRC:81,
except where specified otherwise.
relevant
factors for assuring reliable performance that satisfies the
pavements.
of existing pavements shall be designed on the
Design of new pavement sections or
pavements
The design of flexible pavement is covered in two parts namely, new pavements, and widening and strengthening of existing
Method
5.3
of Design of Rigid
Pavement
minimum performance Rigid pavement shall be designed for a period
requirements.
of not less than 30 years, in accordance with
The pavement condition and other data furnished by the Government are based on preliminary investigations. The Concessionaire 5.1.4
shall
soil,
material and
traffic
volume and
undertake the necessary
pavement investigations and
axle load studies in accordance with the
good
the
method prescribed
5.4
Design of
5.4.1
Flexible
in
IRC:58.
New Pavements
Pavement
-
Design Period and
Strategy
industry practice for preparing detailed designs. (i)
5.1.5
The
materials,
practice shall
herein and
mixes and construction
meet the requirements prescribed
MOSRTH
Specifications
/
IRC
Pavement
shall
be designed for a
minimum
design period of 15 years. Stage construction shall
be permissible subject
specified in para
(ii)
to the
requirement
below.
Specifications, unless specified otherwise.
37
IRC:SP:73-2007
Alternative strategies or combination of
(ii)
initial
design, strengthening and maintenance
can be developed by the Concessionaire
to
The drainage
layer shall be properly designed
so that a drainage coefficient of 20 is
m
per day
obtained.
provide the specified level of pavement performance over the operation period, subject to satisfying the following
minimum
design
(v)
The construction of
pavement should
normally be done by Slip-form Paver. Stringent quality control
requirements;
rigid
is
absolutely essential for long
term performance of the rigid pavement and (a)
The thickness of sub-base and base of pavement section is designed for a
therefore, the
minimum
laid
design period of 15 years and
same should be executed with
utmost quality control and as per procedure
down
in
IRC:
15.
the initial bituminous surfacing for a
minimum
(vi)
design period of 8 years.
The
details of axle load surveys, for trucks
only, shall be used in
The pavement shall be strengthened by bituminous overlay, as and when required, to extend the pavement life
(b)
stress ratios
as per IRC:58.
5.4.3
to full operation period. Strengthening i)
in stages for not less than five years at
a time can be done.
computing
Pavement Performance Requirements
The pavement
structure shall be capable
of giving the specified performance
The thickness of
over the entire operation period.
bituminous overlay shall be detemiined
on the basis of IRC:81.
ii)
The new pavement
surface shall satisfy
the following standards:
Design Period and
Rigid Pavement
5.4.2
Strategy
Roughness
Not more than 2000 mm/km for
In each lane
The stage construction
(i)
permitted
pavement
m
(7
in
shall
not be
measured by
case of rigid pavement. The
shall
be constructed
in
10
carriageway plus 2X1.5
m m
calibrated
BI
each lane
width
in a
km
length
rigid
shoulders).
Rutting, cracking
Nil
or any other (ii)
The Pavement Quality Concrete (PQC)
shall
distress
be designed as per para 5.3.1, based on a flexural strength of 4.5
of 150
mm
The
(iii)
PQC
shall
thickness.
DLC
will
strength)
IRC:SP:49.
PQC on
MPa. The
over Dry Lean Concrete (DLC) sub-base
rest
DLC
will
prescribed
in
Agreement.
values of
Any
the
specified
in
Concession
treatment in the form
of renewal/overlay carried out or
Im
required to restore/correct/improve the
(including that in shoulder,
if
any) by
either side.
riding quality or any distress shall be
of such thickness and specification that
A properly
mm
38
exceed the Schedule-K
be extending beyond the
designed drainage layer (GSB) of thickness 150-200 shall be provided. (iv)
During the operation period, the pavement surface roughness or any structural/functional distress shall not
be of Ml 0 concrete (7 days'
as
(iii)
will restore the riding quality to
2000 mm/km.
PAVEMENT DESIGN
Design Traffic
5.5
Lane distribution factors given
5.5.6
IRC:37 5.5.1
The design
shall
in
be adopted.
be estimated in
traffic shall
(8160 kg) to be carried by the pavement during
pavements Equivalent Damage Ratio (EDR) shall be adopted as given
the design period.
in
terms of cumulative number of standard axles
Estimate of the
5.5.2 traffic
daily average
initial
For
5.5.7
IRC:58.
Subgrade
5.6
flow shall be based on atleast 7 days',
24 hour classified
traffic counts.
IRC: 9 may be
used as guidance for carrying out the
traffic
The subgrade, whether
(i)
Any
likely
change
in traffic
proposed improvement of the
due
facility
fill,
meet
shall
conform
Subgrade material
shall
requirements laid
down
to the
in Section 4.
to
Expansive clays and other unsuitable
and/or
soils
future development plans, land use, shall be
duly considered in estimating the design
in cut or
the following requirements:
census.
5.5.3
rigid
be used for subgrade
shall not
construction.
The material used
in
traffic.
subgrade shall have dry density of not 5.5.4
Traffic
growth
for each category of
rate shall
less than 17.5
be established
commercial vehicles
considered for design of pavement. For
to
be (ii)
The thickness of subgrade less than 500 mm.
(iii)
The subgrade
traffic
projections, the procedure outlined in IRC: 108
may be
followed. The Concessionaire shall
adopt a realisdc value of the rate of
traffic
Axle load surveys
shall
be
be compacted to
of the
maximum
dry
achieved with heavy compaction in accordance with IS:' 2720 (Part 8).
less than 5 per cent.
5.5.5
shall
shall not
density
be assumed as
shall not
97%
atleast
growth, provided that annual rate of growth of
commercial vehicles
kN/cu.m.
be carried out
(iv)
The soaked
CBR
value of remoulded
(VDF) for each category of commercial vehicles. The axle load equivalency factors recommended in Annexure-2 of IRC:37 shall be used for
dry density and moisture content shall
converting different axle road repetitions into
otherwise.
to estimate the vehicle
damage
factor
equivalent standard axle load repetitions.
subgrade
samples
not be less than 3
7%
specimens),
at the
specified
(average of adeast
unless
specified
VDF Pavement
values so determined shall be used for
5.7
estimating design traffic in standard axles.
Materials
Provided
soil
Components
and
that if the Concessionaire envisages
the possibility of controlling the severity and
incidence
of
overloading
with
better
(i)
The pavement construction materials
for sub-base, base
conform
enforcement of legal load limits as also of
shall
increase in the proportion of Multi Axle
herein and the
may,
Vehicles over the years,
it
and cost adopt a lower
VDF
at
it
own
risk
to the requirements prescribed
MOSRTH / IRC
Specifications,
unless specified otherwise.
value than that
determined on the basis of the Axle load spectrum survey.
and bituminous surfacing
(ii)
Where several materials will adequately component within the pavement
serve as
39
IRC:SP:73-2007
considered necessary to
Structure, such as a sub-base or a base course,
Specifications
the Concessionaire shall have the option of
improve
using any of the materials/specifications.
Compaction and Strength
It is
is
drainage properties, the PI,
its
criteria shall
be fully
important that good engineering practice and
satisfied,
product quality requirements are not abandoned
where required, depending upon the gradation
for the sake of effecting cost reduction.
of the sub-base material and subgrade
besides drainage efficacy. Further
appropriate If
any material which
included
is
not specified here or
MOSRTH
in
Specifications
is
IRC
/
proposed
to
/
PWD
be used, the
proposal supported with authentic standards and
practice
be communicated to the
shall
Engineer
Independent comments,
if
for
review
an
layer of soil/aggregate or geo-
be incorporated between the sub-
textile shall
base and the subgrade to prevent clogging of sub-base. to the
The proposal
be communicated
shall
Independent Engineer for review and
comments,
if
any.
and
any.
5.7.2
Sub-base
5.7.1
filter
soil,
Base Course
Base course material and construction
(i)
conform
shall
any of the following types:
to
Sub-base shall be of any of the following
(i)
types:
(a)
conforming (a)
Granular sub-base conforming
401 of
MOSRTH
soaked (b)
CBR
Cement conforming
to
IRC:
for base course
19.
to clause
Specifications. Sub-
(b)
minimum
base material shall have
Macadam
Water Bound
Wet Mix Macadam conforming
for base course
IRC: 109.
to
value of 30%.
treated to clause
(c)
Crusher Run Macadam Base conforming to the requirements of Clause 410 of MOSRTH Specifications.
(d)
Any
sub-base
soil
403 of
MOSRTH
Specifications.
(c)
Water Bound Macadam conforming
to
IRC:19. (d)
Macadam conforming
Wet Mix Macadam conforming
can be used
to
to
MOSRTH Specifications
Clause 504 of
in
combination with the
granular base.
IRC: 109. (ii)
other superior base material like
Bituminous
Frost susceptible materials shall not be used
(ii)
The granular base
shall
be primed with a
prime coat of low viscosity liquid bituminous
in the sub-base.
material of appropriate type conforming to (iii)
From pavement
drainage considerations,
the granular sub-base should be extended over the entire formation width.
The granular sub-
MOSRTH
Specifications/BIS specifications,
preparatory
to
the
superimposition
of
bituminous treatment or mix.
base shall be of proper design and grading to
perform
satisfactorily as the drainage layer. In
cuttings, granular sub-base shall
mm
above
be
at least
5.7.3
Bituminous Surfacing
300
the invert level of the drain.
(i)
The bituminous surfacing
shall
be either
a wearing course or a binder course (iv)
Where
modification of granular sub-base
grading given in Clause 401 of
40
MOSRTH
with a wearing course depending upon the design traffic.
PAVEMENT DESIGN
(ii)
Bituminous surfacing materials and thicknesses shall satisfy the
(overlay thickness) for the existing
requirements of the IRC:37. The
in
suggested surfacing materials and
widened portion
thickness are desirable
minimum from
functional and structural requirements.
shall
be assessed as per the procedure laid
IRC: 81. The pavement thickness
The
specifications for the bituminous
materials and mixes shall satisfy the specified
minimum
the relevant
requirements, as per
MOSRTH
The design of mixes
Specifications.
shall
be done by
Marshall method. (iv)
For the design of mixes, use of refusal
pavement plus the
thickness of the existing
thickness of the overlay as assessed above,
be selected by the Concessionaire
keeping
in
be uniform shall
view the
traffic, rainfall
and
in thickness
the
shall
and composition.
It
be ensured that the thickness of the
bituminous surfacing shall not
in the
widened portion
be less than the equivalent thickness
pavement.
The pavement
be
shall
one side only depending on the placement of the existing road within the right of way. This
may
be decided in consultation with the
Independent Engineer,
in case not specified in
the relevant schedule of the
Performance Evaluation
widened
symmetrical to the existing centerline or on
aspect
other environmental conditions.
5.8
The overlay on
pavement and widened portion
existing
5.9.2
The grade of bitumen/modified bitumen shall
in the
of bituminous surfacing over the existing
density criterion can be adopted. (v)
down
be kept equal to the
shall
unless specified otherwise. (iii)
pavement
Concession
Agreement. (i)
Pavement performance evaluation
shall
be done by the Independent Engineer in
accordance with
tests
based on good
The earthwork and shoulders of the
industry practice.
Roughness shall
in
each lane for
full
subgrade in widened portions
shall
maximum
compaction (ii)
in
(IS:
be compacted to atleast
97%
dry density obtained by heavy
2720, Part
8).
length
be measured by calibrated BI
5.9.3
Before strengthening treatment
prescribed, a detailed
periodically.
is
pavement condition
survey and evaluation shall be carried out in (ill)
The
structural
pavement
evaluation
shall be
made by
of the
deflection measurements every 5 years, in in
accordance with IRC: 81 to determine:
taking (i)
distress
and nature of
deficiency in the existing pavement
accordance with the procedure given
IRC: 81, unless needed
The extent of structure,
earlier for
and
stretches exhibiting severe distress
during the operation and maintenance
(ii)
Whether any
provision for remedying reflection
period.
cracking,
5.9
Existing Pavement to
Lane
Plus
Two Lane
(with
pavement
internal drainage,
subgrade improvement/ reconstruction,
Widening and Strengthening of
Two
special treatments e.g.
or rectification of any other deficiencies
/
are warranted.
Paved
Shoulders) 5.9.4 5.9.1
The requirement of strengthening
Before implementing the strengthening
treatment, the existing
pavement surface
profile
41
IRC:SP:73-2007
be checked and
shall
if
found
deficient, shall
be corrected by providing a suitable profile
specified in Schedule-B of the Concession
Agreement.
corrective course or by milling and recycling.
The
profile corrective course shall
meet the
it
The
granular layer shall be provided
over an existing bituminous surfacing.
following requirements:
(i)
No
5.9.8
profile corrective course shall not
is
Where
envisaged to strengthen grossly deficient
existing road with a granular base layer in
addition to the bituminous overlay, the
form part of the overlay thickness.
requirements specified in paras 5.10.6 and (ii)
Where
the
maximum
profile corrective course
than 40
mm,
it
shall
thickness of is
not
5.10.7 shall apply.
more
be constructed as
5.9.9
Paved Shoulders
an integral part of the overlay course. In other cases, the profile corrective
(i)
where
course shall be constructed as a separate layer.
Paved shoulders
(ii)
Where
it is
to
m
shall
be
unless specified otherwise.
be laid as integral part of
the overlay/strengthening course, the
5.9.5
specified.
The width of paved shoulders 1.5
(iii)
be constructed,
shall
(iii)
The
paved
shoulders
shall
be
profile corrective course material shall
constructed in layers, each matching the
be of the same specifications as
thickness of the adjoining pavement
that of
the overlay /strengthening course.
layer.
Necessary corrective measures
MOSRTH
The work shall be carried out in accordance with Clause 407 of
to treat
Specifications.
the identified deficiency vide paras 5.9.3 and
5.9.4 above, shall be taken along with
(iv)
strengthening of the pavement.
Where the existing pavement is to be widened to two lanes with paved shoulders, the
5.9.6 is
Any
stretches in
damaged/deteriorated to such an extent that
compacted
the use of
(v)
If the
together.
thickness of the existing paved
shoulders,
stretches shall be designed using the design
if
any,
paved shoulders
Where an
existing
pavement
to the
built
is
over an untreated expansive/black cotton
soil
(vi)
subgrade,
widening
its
improvement/strengthening/
shall be treated separately.
Such
stretches shall require reconstruction with
provision of adequate measures such as replacement or treatment of expansive subgrade
and
shall be designed as
new pavement
accordance with the procedure specified
is
less
than the
thickness of the adjacent pavement, the
procedure for new pavements. 5.9.7
in the
main carriageway and in the paved shoulder width shall be laid and
which the pavement
Benkelman Beam method may not result in a realistic assessment of the strengthening treatment, pavement in such
pavement layers
shall
new pavement
be re-constructed thickness.
The overlay on the main carriageway pavement and on the paved shoulders shall be uniform in thickness and composition.
5.9.10
Granular Shoulders
in
para
Material for granular layer on shoulders shall
5.4 and IRC:37. Such stretches shall be
be well graded natural sand, moorum, gravel,
42
in
PAVEMENT DESIGN
crushed
combination thereof, Clause 401 of MOSRTH
stone
conforming
or
to
Specifications and having soaked
CBR
(a)
at least
98%
of the
value
Subsequent overlay
(b)
maximum
initial
design period, or earlier,
the
(Overlay)
overlay shall be designed to extend the
IRC:81
shall
be followed for design of
strengthening treatment.
method
the
if
Design of Strengthening Treatment
specified
(Part 8).
pavement 5.10.1
end of the
Schedule-K of the Concession Agreement or if any structural distress is observed. The
2720
5.10
at the
surface roughness exceeds the value
dry density for the material determined as per IS:
strengthening for a design period
of not less than eight years.
of not less than 30%. The granular layer shall
be compacted to
Initial
life for at least five
years at
a time.
The guidelines provide
for determining the characteristic
deflection using
in
The
(c)
Benkelman Beam and then
riding quality of the
pavement
be measured periodically and
shall
if
the
working out the overlay thickness for the design
roughness exceeds the specified value,
traffic.
the
pavement
strength
shall
be
evaluated based on current deflection 5.10.2
The
characteristic deflection for design
measurements and
purpose shall be determined by the following
traffic
for the next five years, at least. In case
formula:
any strengthening treatment
Where,
same
is
required,
implemented, otherwise the wearing course be be
=
X
+ 2 o
the
D^,,
=
Characteristic
renewed by providing a minimum 25
Deflection
X
projections
=
Mean
mm
(mm)
Deflection
shall
thick
conforming
(mm)
bituminous
surfacing
to the existing
wearing
course specifications.
(determined on the basis
of individual deflection
Design
5.10.4
Traffic
corrected for temperature
and seasonal variation)
=
a
The design
Design
Period
Minimum
and
Requirements (i)
shall
be done for a
design period of 10 years or equal to the
operation
period,
whichever
is
number of standard axles be earned by the pavement during
more.
to
the design period as per the procedure described in
Pavement strengthening
be estimated in terms
of the cumulative
Standard Deviation
(8160 kg) 5.10.3
traffic shall
para 5.5 of this Section.
5.10.5 shall
The thickness of bituminous overlay be determined on the basis of the
characteristic deflection
and the design
traffic
Strengthening in stages shall be permissible
as
subject to the requirements given in para
IRC:81. The guidelines give the thickness of
(ii)
below.
(ii)
The Concessionaire
per
the
procedure
outlined
in
overlay required in terms of bituminous shall
following requirements as a
ensure the
minimum
for
macadam. The thickness of bituminous overlay for pavement strengthening shall not be less than 50
mm.
design of strengthening measures:
43
IRC:SP:73-2007
The
overlay, so determined for the
for the overlay shall be as specified for
existing pavements in terms of Bituminous
bituminous surfacing for new pavement
Macadam
sections vide para 5.7.3 of this Section.
5.10.6
can be modified to provide for other
compositions, including the combination of granular layers of treatment.
WBMAVMM and bituminous
The equivalent overlay thickness can
5.10.9
Pavement Performance Requirements
and Evaluation
be determined using the following equivalency
The strengthened pavement shall satisfy the minimum standard and maintenance requirements specified for new pavement sections in para 5.4.3 of this Section and
factors as per Clause 7.4 of IRC: 81;
100
mm
of
BM
= 150
100
mm
of
BM
= 70
5.10.7
mm
mm
of
of
WBMAVMM
DBM/SDBC/BC
The type of material
to
be used in
Schedule-K of the Concession Agreement.
The performance measurement and evaluation
overlay construction will depend upon several
will
factors such as design traffic, thickness,
para 5.8 of this Section.
be done as per the procedure described
in
condition and type of existing bituminous surfacing and convenience of construction. If it
is
proposed
pavement
to strengthen an existing
Workmanship and Work
Construction,
5.11
weak
Quality of
structure with granular construction
followed by bituminous surfacing, the
All
following requirements shall be
workmanship, and the surface finish of the
satisfied:
materials,
construction
operations,
quality of completed construction for all
The
(i)
existing bituminous surfacing shall
be completely removed by scarifying milling before laying layers.
It
/
WBM/WMM
will be ensured that the
underlying layer
is
pavement works including subgrade, sub-base, base course, bituminous surface courses for
new
pavements and for widening and strengthening
works
shall
conform
to
the
specified
requirements and specifications and comply
not disturbed.
with the relevant provisions of Section 900 of (ii)
If the thickness
of the scarified/milled
the
MOSRTH
Specifications.
40 mm or more, the existing pavement thickness shall be made up by increasing the overlay thickness
5.12
correspondingly.
Notwithstanding
layer
is
Premature Distress the
minimum
design,
specifications and standards specified in the (iii)
The thickness and composition of bituminous surfacing over the granular layer
shall
conform
to
the
preceding paras for new pavements and strengthening of existing pavements, if the
pavement shows premature
form camber
distress in the
recommended
surfacing and thickness
of cracking, rutting, patching, loss of
in para 4.2.3
(Bituminous Surfacing)
or any other structural or functional distress,
necessary remedial measures by strengthening/
of IRC:37.
resurfacing shall be undertaken after proper
5.10.8 Bituminous
Mix for Overlay
investigation for conforming to the
minimum
requirements prescribed in Schedule-K of the
The
44
specifications for the bituminous mixes
Concession Agreement.
PAVEMENT DESIGN
5.13
Detailed Design Report
Pavement roughness data measured by
(vii)
Bump
Integrator as per IRC:SP:16.
The new pavement design and strengthening proposals formulated on the basis of the detailed
and
investigations
communicated
to the
studies
shall
(viii)
be
Independent Engineer for
review and comments,
if
any.
The proposal
Pavement Deflection Data measured by
Benkelman Beam
as per the procedure
detailed in IRC:81.
Pavement deflection
data shall be recorded in the prescribed
shall
Proforma vide Table 3 of IRC:81.
be accompanied by Data Collection, Data Evaluation and Design Reports.
The 5.13.1
data
deflection
be
shall
accompanied with the characteristics of
Data Collection Report
the subgrade soil covering type of
The data
subgrade
collection report shall include:
soil, field
moisture content
(at
the time of deflection survey), average (i)
investigation
Soil
pavements
data
relationship
compaction and soaked in
addition
heavy
CBR
values,
other
to
Any
(ix)
(ii)
5.13.2
Test values of aggregate for pavement
at the
and
time of
other relevant information required
and comments,
information as per the prescribed proforma.
area,
by the Independent Engineer for review
and
data
the
deflection survey.
OMC-Dry
with
in
pavement temperature
13.2 of IRC:
as per Table
SP:19. Report shall include
density
annual rainfall
new
for
The
if
any.
Data Evaluation Report
report shall inter alia cover:
courses as per Tables 13.3 and 13.4 of
IRC:SP:19. All of
MOSRTH
tests as
per requirements
Data evaluated
(i)
Specifications shall be
in
soil characteristics
and
subgrade strength, pavement distress,
reported in addition to the tests and
information included
-
pavement
the above
deflection, riding quahty, skid
resistance, drainage aspects, etc.
mentioned Tables. (ii)
(iii)
Classified traffic counts in Proforma
Pavement
deficiencies, drainage
and
constraints.
1
of IRC:SP:19. (iii)
(iv)
Axle load surveys and
VDF
other relevant details.
values for
each category of commercial vehicles as per
Any
5.13.3
Detailed Design Report
Proforma 4 of IRC:SP:19.
The Concessionaire (v)
Estimation of
traffic
projections for
growth and
design of the preferred solution along with any traffic
special treatment proposed for adoption.
pavement design.
departures from (vi)
Pavement condition data Proforma given
in
shall furnish the detailed
in
the
Table 2 of IRC:81.
shall
Any
the specifications, stated herein,
be supported with authentic standards and
specifications
and accepted practice.
45
Section 6
Roadside Drainage
SECTION
6
ROADSIDE DRAINAGE 6.1
General
6.1.1
The design and construction of
and sub-surface drains
for
surface
highway drainage
be carried out in accordance with the
shall
requirements of
6.2
Surface Drainage
6.2.1
The water from road and adjacent
areas
be intercepted and carried through road
shall
side drains to natural outfalls.
this Section.
The
6.2.2
peak run-off without
normal
carry
to
drains shall have sufficient capacity
Efficient drainage system shall be
6.1.2
overflowing.
provided for the entire Project Highway including structures and
facilities.
the road surface, the carriageway, shoulders and
median
shall
selection of type of roadside drains
be based on the magnitude and duration
shall
For quick disposal of precipitation on
6.1.3
The
6.2.3
of flow. The roadside drains shall be designed
on the principles of flow
in
open channel.
have the requisite camber/crossfall
and longitudinal gradient
as per the values
specified in Section 2 of this Manual.
The estimation of design discharge
6.2.4
(peak run off) and design of drain sections shall
be made in accordance with the procedure given 6.1.4
The
natural drainage of the area shall
in
IRC:SP:42.
not be disturbed.
The open drains
6.2.5
6.1.5
The design of
drains shall be carried
out in accordance with
IRC:SP:42 and
sufficiently
When
away from
the drain
is
4H:1V imaginary
IRC:SP:50.
shall
be located
the toe of
embankment.
unlined
line
be beyond
shall
it
drawn from
the edge of
the roadway.
6.1.6
Construction of surface and sub-surface
The road
6.2.6
side drains shall not pose any
drains shall be carried out in accordance with
danger the
MOSRTH
slopes
embankment, pavement or
Efficient drainage arrangements for
road sections in cuttings and at underpasses shall
traffic,
of
cuttings,
structures.
Specifications. 6.2.7
6.1.7
to
requirements of Clause 309 of the
be made. Where
it
is
As
shall not
and
be
far as possible, longitudinal slope less than 0.5 percent for
hned drains
1.0 percent for unlined drains.
not possible to drain
out water using gravity flow, necessary
6.2.8
The
arrangements for pumping shall be made.
shall
be as
side slopes of the unlined drains flat
as possible
and
shall not
be
steeper than 2H:1V.
49
IRC:SP:73-2007
The
6.2.9
CC
drains shall be provided with
lining in the following situations:
When
(a)
due
space constraint, the
to
drains are located near the toe of the
embankment
or near structures.
(b)
Drains located in paved areas.
(c)
Flow 1
velocity
m/s
1.5
in
silt
m/s in
is
more than
0.3 m/s to
and sand and more than
is
median
provided)
be provided. The median drain
shall
at the
roadway
water and
to channelize the
along
chutes
m
10
the
edges of the
slopes
CC
lined
about
at
intervals or at designed spacing to at
the
6.4.3
the
The chute
embankment
drains and drains at toe of shall
be of Plain Cement
Concrete (Ml 5 grade) over proper bedding.
Proper arr«angement for drainage of
6.3.1
provision of kerb channel
include
bottom.
stiff clay.
carriageway
may
discharge the water into side channels
Median Drainage (where dual
6.3
Drainage arrangement
6.4.2
should have adequate longitudinal slope to the
6.5
Catch Water Drains
6.5.1
Suitable catch water drains shall be
provided on the collect
hill
slopes above a cutting to
and remove surface water run-off from
upper reaches. These drains should be of trapezoidal shape and stone lined and
nearest culvert to drain off transversely.
cement
pointed. 6.3.2
Earthen surface in the median shall not
be sloped towards carriageway
to drain
pavement, to avoid washed away
on the
soil getting
deposited on the pavement making
it
slippery
and accident prone. 6.3.3
Turfed/paved median of up
to 5
m
across the pavement.
arrangement for drainage of raised carriageway
and median
shall
be made without allowing
shall
be
nearest culvert or natural drainage channel.
It
shall
be ensured that the catch water
drains are provided in stable hill slopes outside the periphery of slide/unstable areas.
6.5.4
In superelevated sections, proper
The catch water drains
designed to carry the intercepted water to the
6.5.3
width with kerbs could be crowned for drainage
6.3.4
6.5.2
Where
required, lined chutes shall be
provided to lead the discharge to the catch
pit
of culvert or to a natural drainage channel.
6.6
Sub-surface Drains
6.6.1
The sub-surface drainage
water to drain on the other carriageway. 6.4
Drainage of High Embankment
6.4.1
In high
provided:
embankment and approaches (i)
to bridges, proper
shall be
arrangement for drainage of
for lowering the level of water table for drainage of subgrade,
carriageway shall be made in order to ensure that
no damage
shoulders and
50
is
caused
embankment
to
slopes.
pavement,
(ii)
to intercept or drain out free
cut slopes,
water in
ROADSIDE DRAINAGE
(iii)
for drainage of pervious sub-base in
situations
where
it
may
be
not
6.6.8
Sub-surface drains not located below
the road
pavement
be sealed
shall
at the top.
practicable to extend the sub-base 6.6.9
across the shoulder.
Sub-surface drains shall not be used
6.6.2
(i)
Use of Geo -textile
The sub-surface
functions
the
The sub-surface
(ii)
and
titrations
(ii)
The sub-surface drains can be provided with geo-textile either along the trench
with backfill material around pipes.
or around the pipe or both.
Aggregate drains consisting of free
(iii)
The geo-textile
draining material in the trench without
requirements
any pipe.
MOSRTH
MOSRTH
6.6.10
of
Trench excavation, laying of pipe,
the requirements of Clause 309.2 of
backfilling,
Specifications.
conform
The
702
Clause
of
the
satisfy
shall
Specifications.
and use of geo-synthetics
to the
shall
requirements of Clauses 309.3.3,
309.3.4 and 309.3.5 of
MOSRTH Specifications
internal diameter of the pipe shall
not be less than 150
mm.
6.6.11
and 6.6.6
of
jointed unperforated pipes in trenches
meet
6.6.5
designed
separation.
Perforated pipes and unperforated pipes
6.6.4 shall
drains shall be:
Close jointed perforated pipes or open
(i)
may be
using appropriate geo-textile to serve
for surface drainage.
6.6.3
drains
The sub-surface
not less than 0.5
m
drains shall be located
below
The
shall
drain outlet shall be a free outlet
be prepared as per Clause 309.3.6 of
MOSRTH
Specifications.
the subgrade.
6.6.12 Aggregate Drains 6.6.7
Backfill Material (i)
(i)
Backfill material shall be free draining
sand, gravel or crushed stone designed
on inverted
filter criteria for filtration
The trench
for aggregate drain shall be
of
minimum 300
a
depth
to
mm
width and cut to
expose the
pavement courses
to
granular
be drained.
and permeability or of an appropriate grading conforming to the requirements
of
Table
300.3
of
MOSRTH
(ii) 't'
Thickness of backfill material around the pipe shall not be less than 150
(iii)
mm.
mm.
be gravel,
stone aggregate or slag of grading as
shall
The aggregate
drain shall be provided
with a geo-textile wrap to act as
The minimum thickness of material above the top of the pipe
shall
per Table 8 of IRC:SP:42.
Specifications.
(ii)
Aggregate for the drain
filtration
and separation
layer.
be 300 6.6.13
Design of subsoil drainage
shall
be
51
IRC:SP:73-2007
based on a rational
made
to
basis.
may be
Reference
studies shall include:
IRC:SP:42 (i)
Internal Drainage of Pavement
6.7
Alignment plan, longitudinal and crosssections, contour
map.
Structures (ii)
Boxed type construction
(i)
pavement
housed
is
in
which
earthen
in
Drainage area, water shed delineation, direction of flow, location of outfalls, existing surface
shoulders shall not be provided.
drains, (ii)
The sub-base
shall
Hydrological data
be extended across
ground surface condition,
rainfall,
flood
frequency, etc.
the shoulders for efficient drainage of
pavement.
(iii)
The granular sub-base design
and
shall
grading
be of proper
(iii)
Data for hydraulic design of drains.
(iv)
Geo-technical investigations for subsurface strata, level of water table,
perform
to
satisfactorily as a drainage layer.
seepage flow
The
etc.
drainage layer shall not have material (v)
finer than 75
micron
Identification of areas requiring sub-
size.
base drainage. (iv)
A
suitable filter of granular material or (vi)
Any
other relevant information.
geo-textile to act as filtration and separation layer shall be incorporated
IRC:SP:19,
between the subgrade and sub-base
IRC:SP:50 may be referred
prevent clogging. Reference
made
to Section 5 of this
may
to
IRC:SP:48 and to.
be
Manual.
Survey, Investigations and Design
6.8
IRC:SP:42,
6.8.2
Design Report
The design
report shall include:
Report
The Concessionaire
(i)
Estimation of design discharge
(ii)
Design of surface drains
(iii)
Design of sub-surface drains
(iv)
Drainage arrangement plan
(v)
Specifications of drains
(vi)
Any
shall carry out proper
surveys and investigations for detailed design
of the drainage system. The proposal for
drainage system supported with survey investigation report and detailed design report shall
be submitted
for review
6.8.1
to the
Independent Engineer
and comments,
if
any.
Survey and Investigations
-
Drainage
additional information as required
by the Independent Engineer for review
Studies
of the drainage system.
The survey and
52
investigation and drainage
Section 7
Design of Structures
SECTION
7
DESIGN OF STRUCTURES 7.1
General
(viii)
Any
utility services to
structures (i)
All
new
shall
structures
up
to
m
60
shall
Schedule-B
length
of
be taken on the
be
specified
in
Concession
the
Agreement.
be constructed with an overall
width between outermost faces of the railings/parapets/crash barriers equal to the
roadway width of
7.2
the approaches. (i)
(ii)
new
All
structures
length shall have
more than 60
minimum
m
7.5
(ii)
(iii)
Concession Agreement,
where
shall
In Seismic
(iv)
between the outermost faces of
V, necessary
All the
components of structures
be designed for a service
life
shall
of 100
years except appurtenances like crash barriers,
wearing surface and rubberized
components elastomeric
All bridges shall be high level bridges,
unless specified otherwise in the
expansion joints and
in
bearings.
All
the
requirements to achieve durability and
Concession Agreement.
serviceability shall be implemented.
All structures shall be designed in
(v)
accordance with the relevant IRC
For bridges
marine environment,
in
special precautions as specified in
Codes, Standards and Specifications.
Schedule-B Agreement
(vi)
Zones IV and
taken as per Clause 222 of IRC: 6.
footpaths shall be provided.
(v)
areas.
dislodgement of superstructure shall be
the crash barriers or railings. Raised
(iv)
up
be
constructed with an overall width of
m
IRC: 6.
design related precautions against structures with footpaths,
so specified in Schedule-B of the
12
be
Raised footpath shall be provided in built
Schedule-B of the Concession
New
stresses shall
wide
Agreement.
(iii)
The design loads and as per
m
carriageway, unless specified otherwise in
Design Loading and Stresses
All railway level crossings (except
of
the
Concession
be taken. (Refer para
shall
7.22)
railway sidings) shall be replaced with
ROBs/RUBs, otherwise
in
unless
specified
Schedule-B
7.3
Widening
/
Reconstruction
of
Existing Structures
of the
Concession Agreement. 7.3.1 (vii)
Typical cross sections of the
new
culverts and bridges for a 2-lane
highway
Existing Culverts
are given in Figs. 7.1 to 7.4.
(i)
All culverts which are structurally
distressed
shall
be
specified
in
55
IRC:SP:73-2007
Schedule-B of the Concession Agreement and shall be reconstructed as new structures.
designed as per the relevant
MOSRTH (iv)
(ii)
All existing culverts which are not to
be reconstructed to the
shall
IRC Codes/
Specifications.
Innovative structures like continuous bridges, precast pre-tensioned girder
be widened equal
bridges and segmental bridges
may be
adopted, where considered appropriate.
roadway width of approaches.
The design of continuous bridges 73.2
Existing Bridges
shall
be governed by IRC:SP:66. Design of segmental bridges shall be governed by
(i)
All the bridges which are structurally
distressed
(ii)
shall
be
specified
tensioned girder bridges shall be
Schedule-B of the Concession Agreement and shall be reconstructed as new structures.
7.5
The bridges which
All the structures shall have adequate waterway.
narrower
than
are
7.5
sound but m width
(carriageway) shall be widened where
specified
(iii)
IRC:SP:65 and design of pre-cast pre-
in
Schedule-B
in
of
governed by IRC:SP:71.
Hydrology
The design discharge
shall
be evaluated for
flood of 50-year return period.
the
Concession Agreement.
7.6
Sub-Surface Investigations
All existing bridges in sound condition
7.6.1
The Concessionaire
with 7.5
m
wide carriageway
be
shall
shall carry out
independent sub-surface investigations to establish the soil parameters required for
retained.
detailed design of each foundation separately,
7.4
Structure Types
if
necessary, in accordance with relevant
provisions (i)
Bridge superstructure may be of reinforced
concrete,
IRC:78
of
and
MOSRTH
Specifications.
pre-stressed
concrete or steel-concrete composite
7.6.2
construction.
overpasses,
For single span structures (bridges,
ROBs
etc.),
bores shall be taken
at
each of the abutment locations. For structures (ii)
Wherever box
girders are proposed for
superstructure, the
minimum
clear
depth inside the box shall be 1.50
with
m
openings in the diaphragms and box to facilitate inspections. Haunches of minimum size of 300 mm (horizontal) and 150 mm
having more than one span, shall be
shall be
provided
at
locations.
7.7
Culverts
7.7.1
New
Culverts
Reinforced concrete pipes for culverts shall be of
Bridge foundation and substructure
be of masonry or plain or
reinforced concrete. These will be
56
each of the foundation
the
extreme corners of the box section.
shall
at
one bore
suitable
(vertical)
(iii)
taken
at least
NP
4
type,
of IS: 458.
new
conforming
Minimum
pipe culverts shall
diameter).
to the
requirements
diameter of pipes for
be 1200
mm
(Internal
DESIGN OF STRUCTURES
7.7.2
Existing Culverts
(iii)
The sheathings steel as
(i)
shall
be either in mild
per clause 3.6.1 or
Existing pipe culverts of diameter 900
per clause 3.6.2 of IRC: 18.
mm
comply with
and above, which are
sound
in
They
as
shall
the requirements specified
Appendix 1 A/IB of IRC: 18 and the Concessionaire shall obtain a test
condition and functioning satisfactorily,
may
HDPE
in
be extended using pipes of same
from the
certificate of confirmation
diameter.
manufacturer and furnish for review (ii)
mm
than 900 pipes of
(iii)
shall
be replaced with
mm
minimum 1200
(a) Suitable
Engineer,
shall
be
if
Independent
of
any, before bringing the
proposed type of sheathing to the
diameter.
bedding for pipes
comments
and
All culverts having pipe diameter less
(iv)
In order to
site.
keep the number of joints
minimum
provided as per Clause 2904 of
in a duct to the
MOSRTH
sheathings shall be as long as practical
Specifications
possible, the
from handling and transportation (b)
Minimum
cushion of 600
mm shall
without
considerations
getting
damaged. Sheathing damaged during
be provided for pipe culverts.
handling or transportation shall not be (iv)
made good and used
Floor protection shall be as specified in the relevant
IRC
works.
Specifications. (v)
7.8
in the
The
joints of the
shall
Prestressing
mild
steel
sheathings
be water tight complying with the
requirements given in Appendix 2 of (i)
The Concessionaire
shall
IRC: 18.
engage
specialized agency in consultation with
Independent Engineer for rendering total
service
(vi)
strands shall be mechanized.
The
contract.
Concessionaire shall also obtain the (vii)
necessary
certificate
from
the
Temporary tendons
shall
be inserted in
the sheathing or the sheathing shall
specialized agency engaged, that the
work has been
Pull-in or push-in of the prestressing
stiffened by other suitable
carried out in accordance
be
method
during concreting. Cables shall be
with the prescribed standards and
threaded after the concreting. Tendons
specifications.
shall not
be placed
until
immediately
Tendons shall be handled with care to avoid damage or prior to stressing.
(ii)
The Concessionaire
shall
submit
fabrication drawings, detailing of
prestressing
contamination, to either tendon or the
anchorages,
cables,
sheathing.
couplers, chairs and supports, templates
or
Any tendon damaged
or
contaminated shall be cleaned or
forms for holding anchorage
replaced.
assemblies, stressing schedule, etc for
review and comments of Independent Engineer,
if
to the scheduled date of
(viii)
Prestressing accessories like jacks,
45 days prior
anchorages, wedges, block plates,
commencement
couplers etc being patented items shall
any, at least
of the prestressing work.
be obtained from only authorized
57
IRC:SP:73-2007
manufacturers with in-house testing
(xiv)
Guidelines for use of external and
unbonded prestressing tendons
facilities.
in
bridge structures can be considered as (ix)
All prestressing components and
accessories acceptance
shall
be
subject
and reviewed prior
tests
appropriate.
to
on the works. Testing
their actual use
per IRC:SP:67, wherever considered
to
7.9
Form Work
of anchorage cable assemblies shall be
carried
out
with
consultation
in
The Concessionaire
shall
be responsible for the
workable design and methodology for
Independent Engineer. Couplers which
safe,
connect two tendons
a
temporary or permanent forms, staging and
in the
centering required for supporting and forming
form
to
continuous tendon shall be tested
same way
as anchorages
formed by
the concrete of shape, dimensions
shown on
finish as
mechanical means.
the drawings.
all
and surface
The following
guidelines shall be adopted: (x)
Jacks and
pumps
shall
be got calibrated
from any accredited laboratory prior use and then
at intervals
to
(i)
Only
(ii)
Shuttering oil (release agent) used shall
steel
formwork
shall
be permitted.
not exceeding
three months.
be such, which permits easy removal (xi)
Grouting shall be carried out as early
of shutters without leaving stains or
as possible, but not later than 10 days
other marks on the surface of the
of stressing of a tendon. Grouting of
concrete. Requirements given under
o
Clause 3.5 of IRC:87 shall also be
post-tensioned cables shall be carried
out as per the specified in
recommended
complied with.
practice
Appendix 5 of IRC:
18. (iii)
(xii)
In case of tubular staging of heights
Jointing of pre-cast units by application
more than 10 m,
of cement mortar shall not be permitted.
be paid to the structural adequacy of
The Concessionaire
the system, efficacy of the connections
shall
submit
special attention shall
adequate data in support of the proposed method of jointing the precast units for the review and comments
(clamps etc), and Foundation blocks
of Independent Engineer,
be provided under the base plates to
if
any.
thickness in
Ml 5
foundations. of
adequate
cement concrete
shall
prevent unequal settlements. All bent
Whatever may be
method of
the
jointing, the holes of prestressing steel shall
be accurately made to meet one
another in true alignment
at
ends and
tubular props shall be straightened
before re-use and the
deviation from straightness 1
in
its
length shall not be re-
even transfer of compression
used. For re-used props, suitable
from one
unit to another.
reduction in the permissible loads shall
Care
shall
be taken to ensure that the
jointing material does not enter the duct
or
press
the
sheath
prestressing steel.
58
600 of
more than
to ensure
be (xiii)
member with
against
the
made
condition
depending upon accordance in
their
with
recommendations of the manufacturer
and as reviewed by Independent Engineer.
DESIGN OF STRUCTURES
(iv)
In
case
of
concrete
prestressed
(vii)
Format for reporting of
tests results.
members, the side forms shall be removed as early as possible and the soffit forms shall permit movement of
following information to Independent Engineer
member
for review
without
restraint,
when
Form supports and forms for cast-in-situ members shall not
prestress
is
applied.
be removed
until sufficient prestress has
been applied
(b)
The Concessionaire
submit the
shall
and comments,
if
any, regarding
proposed proprietary system of piling:
(i)
Diameter, length and type of pile proposed for the structure;
to carry all anticipated
loads during construction stage. (ii)
7.10
Foundations and Sub-structures
7.10.1
The design of foundations and
structures shall
7.10.2
conform
to
to
sub-
per
Section
(iii)
(iv)
shall
shall
2500
of
any;
along
with
manufacturers and
the
name
names
of
of process/
be provided system;
MOSRTH (v)
Details of projects
where the process/
system has been successfully used;
7.10.3 Pile Foundations
The construction of
if
of license/
Details of plant and equipment to be
used
conform
Specifications.
(a)
Authenticated copies agreement,
Open Foundations
IRC:78. Floor protection
as
along with specifications and standards;
IRC:78.
The design of open foundations
General features of the process/system
pile foundation in
(vi)
Limitations, if any;
(vii)
Acceptance
bridges has been introduced rather recently. The
design of pile foundations shall be done as per
specialized
literature
and IRC:78. The (viii) Installation
Concessionaire shall submit a method statement
(ix)
be supported by the following: Bore-log details for each foundation;
(ii)
Design assumptions;
&
and
criteria;
maintenance procedure
and schedule;
Independent Engineer for review and comments, if any. The method statement shall to
(i)
tests
7.10.4
(a)
Performance Warranty Well Foundations
For conventional method of well sinking,
the Concessionaire shall submit a (iii)
Design calculations both for new
pile
or group of piles and for pile type; (iv)
Type of
piles-
Bored
cast-in-situ piles,
method
statement to Independent Engineer for review
and comments,
if
any, including the following :-
(i)
Design calculations and drawings,
(ii)
Procedure for sinking and plugging of
driven piles and girder piles; (v)
Procedure adopted for installation of
well,
piles; (iii)
(vi)
Arrangements for load
Format for reporting of
test results.
testing of piles;
59
IRC:SP:73-2007
system of well sinking
(b) If proprietary
jack
down method
proposed
is
Concessionaire
to
be used, the
submit
shall
like
relevant
information to Independent Engineer for review
and comments,
The Concessionaire
Method Statement
to
submit the
Independent Engineer for
review and comments, following inter
shall
if
any, indicating the
alia:
any, covering the following
if
(i)
inter-alia:
(i)
7.12.2
General features of the system along
(ii)
with specifications and standards and
Sources of materials,
Design, erection and removal of formwork,
justification for the thickness of steining
proposed
(iii)
be adopted;
to
Layout of casting yard together with necessary details,
(ii)
Authenticated copies of license/ agreement,
(iv)
any;
if
Production, transportation, laying and
curing of concrete, (iii)
Details of plant and equipment to be
used
along
with
the
names
(v)
Sequence of concreting
in cast-in-situ
of construction, side shifting of girders, if
manufacturers and name of process/
applicable and placing of girders
on the
system; bearings, (iv)
Details of projects where the system (vi)
Details of construction joints,
(vii)
Prestressing system,
(viii)
Methodology and equipment
has been successfully used;
(v)
Limitations,
(vi)
Acceptance
(vii) Installation
if
tests
&
if
required,
any;
and
criteria;
for side
and launching of pre-cast
shifting girders,
maintenance procedure
and schedule;
(ix)
Key personnel
for execution
and
supervision, (viii) Performance
7.11
Warranty (x)
Testing and sampling procedure,
(xi)
Equipment
Approach Slabs
Approach
provision in Clause 217 of IRC: 6 and Section
2700 of
details.
slab shall be provided as per
MOSRTH
7.13
Bearings
7.13.1
All bearings shall be easily accessible
Specifications.
7.12 Superstructures
for inspection,
maintenance and replacement.
Design and specifications of bearings
shall
be
and IRC: 18 respectively. The
IRC:83 (Part I, II & III). Spherical bearings shall conform to the requirements of BS: 5400. The materials of bearings may,
and steel-concrete composite
however, conform to the relevant BIS codes
super structures shall conform to IRC: 22 and
nearest to the specifications specified in BS:
IRC: 24 respectively.
5400. The drawing of bearings shall include
7.12.1
The
design
of
reinforced
and
prestressed concrete super structures shall be as per IRC:21
design of
60
steel
as per
DESIGN OF STRUCTURES
the layout plan
showing exact location on top
manufacturer or to have a major discrepancy
of pier and abutment cap and the type of
in material specifications or fail to
bearings
acceptance
fixed/free/rotational at each
i.e.
criteria, shall
meet the
be rejected.
location along with notes for proper installation.
Expansion Joints
7.14 7.13.2
The Concessionaire
procure
shall
bearings only from the manufacturers approved
by
Structures shall have
i)
minimum number
of expansion joints. This
MOSRTH.
may be
achieved by adopting longer spans, 7.13.3
The Concessionaire
making the superstructure continuous using integrated structures. or
submit
shall
detailed specifications, designs and drawings
including
drawings
installation
maintenance
manual
replacement procedure
and
shall
conform
to
IRC:
the
SP:69. The Concessionaire shall furnish
the Independent
guarantee/proprietary indemnity bonds
incorporating to
Expansion joints
Engineer for review and comments,
if
from the manufacturers/suppliers of
any.
expansion joints for a period of 10 7.13.4
The Concessionaire
shall
obtain a
years.
complete Quality Assurance Programme (QAP)
from the manufacturer for the review and comments, if any, by Independent Engineer. The QAP shall give full details of the process
Rubberized components of expansion
ii)
joints of all the existing structures older
than 15 years shall be replaced.
of quality control, raw material testing, various stages of manufacture, testing on bearing
components
as well as testing
on complete
to
the
commencement
The wearing coat
i)
bearing in conformity with relevant part of
IRC:83 prior
Wearing Coat
7.15
shall
be cement
concrete in case of curved bridges and
of
box girder bridges,
manufacture of the bearings.
in other
cases
it
may
be either bituminous concrete or cement 7.13.5
The wearing coat shall have two directional camber and shall be in conformity with Section 2700 of
concrete.
In addition to the routine testing of the
materials and bearings at the manufacturer's
premises, the Concessionaire shall arrange
MOSRTH
random samples of one per cent (minimum one number of each type) of
testing of
ii)
bearings from independent agency approved by
Independent Engineer. The bearings
shall
be
Specifications
Wearing coat in damaged/distressed condition shall be replaced by bituminous wearing coat.
selected by Independent Engineer and duly
sealed in his presence for dispatch to the
Reinforced
7.16
approved independent agency.
Earth
Retaining
Structures 7.13.6
The Concessionaire
shall
submit a
certificate of confirmation regarding quality
control measures taken during manufacture of the bearings and the material conforming to the prescribed standards and specifications. Full lot
of bearings of the sample found to have
inferior specifications to those certified
by the
7.16.1
Reinforced earth retaining structures
shall not
be provided for height more than 6
m
and near water bodies. Such structures should
be
given
special
attention
in
design,
construction, maintenance and selection of
system/system design.
61
IRC:SP:73-2007
A
7.16.2
qualified and experienced technical
representative of the approved supplier/ manufacturer shall be present on
site
throughout
during the casting and erection phases, to ensure
works performed by the
that the quality of the
Concessionaire
is
in
Schedule-B of the Concession
specified, in
Agreement 7.19.2
Road Over Bridge (Road over Railway
line)
accordance with the (i)
specifications.
In case the bridge
be provided
to
is
over an existing level crossing, 2-lane
River Training and Protective Works
7.17
bridges shall be constructed with overall width as given in sub-para 7.1(i)
River training and protective works
shall
be
of this Section. The horizontal and
provided wherever required, for ensuring the
vertical clearances to
safety of bridges and their approaches on either
be as per requirement of the Railway
side.
The
special features
and design of various
be provided shall
authorities.
types of river training and protective works shall
be
in
accordance with IRC:89.
(ii)
In general, the
the railway
7.18 (i)
Safety Barriers
boundary there
For bridges without foot paths, concrete
edge of the carriageway on
all
requirement of electric traction and
new
excavation for foundations shall be sufficiently
The type design
as per IRC:5.
away
so as not to endanger
the safety of the running tracks.
for the crash barriers
may be adopted
The (iii)
The Concessionaire
shall
design loading for the crash barriers to obtain approvals
(iii)
be as per Clause 209.7 of IRC:6.
The
be provided on the outer
be replaced by crash in
designs and
shall
be in accordance with relevant
IRC
codes.
railings of existing bridges shall
specified
all
The design of structure
authorities.
side of footpath.
(iv)
of
be required
drawings from the concerned Railway
For bridges with foot paths, pedestrian railing shall
no solid
provision of vertical clearances as per
at the
bridges.
shall
is
that in
embankment, provision is made for future expansion of railway line,
crash barriers shall be provided
(ii)
Railways require
barriers,
Schedule-B
(iv)
Railway boundary
where
of
The construction of
ROB
shall
within the
be under the
supervision of Railway officers.
the
Concession Agreement. (v)
(v)
Approach gradient than
Parapets/Railings of the existing
1
shall not
be steeper
in 40.
bridges/culverts to be repaired/replaced shall
be specified
in
Schedule-B of the
Road under Bridges (Road under
Railway
Concession Agreement. 7.19
7.19.3
Rail-Road Bridges
(i)
line)
Full
roadway
approaches shall 7.19.1
ROB/RUB
shall
be provided on
all
railway level crossings, unless otherwise
62
structure.
The
width as in the pass below the bridge
service roads shall be
continued in the bridge portion also.
DESIGN OF STRUCTURES
(ii)
The
vertical
be
as
and
per
lateral clearances shall
guidelines
given
Repairs and Strengthening
7.23
in
Repairs and Strengthening of structures to
(i)
Section 2 of this Manual.
be carried out
These
(iii)
structures shall be designed to
carry railway loads. shall
The Concessionaire
be required to obtain approvals of
B
shall
be specified in Schedule-
of the Concession Agreement This shall be
based on detailed condition survey of existing structures
and
shall bring out the nature
and
designs and drawings from the
extent of repairs to be carried out, covering the
concerned railway authorities. The design of structure shall be in accordance with relevant Railway
following in addition to other specific
all
requirements:-
Repair/replacement of damaged railings
(a)
codes.
and parapets, provision of crash
The construction of
(iv)
RUB
barriers,
and approaches shall be undertaken
its
conformity with the terms specified
in
in
(b)
the approval granted by the Railway
Replacement of wearing coat (old wearing coat shall be removed and replaced by bituminous wearing coat),
authorities. (c)
Replacement of expansion
(d)
Replacement of bearings,
(e)
Structural repairs to substructure/super
joints,
Grade Separated Road Structures
7.20
The location and type of grade
7.20.1
separated road structures to be provided on the
Project
Highway
shall be as
structure,
specified in
Schedule-B of the Concession Agreement. (f)
7.20.2
The
vertical
and
lateral clearances shall
be as per requirements given in Section 2 of this
Manual. Design of structures
shall
to the requirements specified in this
conform Manual.
Repair to flooring and protection works.
The Concessionaire
(ii)
submit repairs
shall
and strengthening plan for structures (i)
above
to
in
para
Independent Engineer for review
and comments,
if
For
any.
all
other structures
with minor deficiencies, not affecting structural
Drainage
7.21
inadequacies, appropriate repair measures
may
be proposed and submitted to Independent
An
effective drainage system for the bridge
deck structure
shall
so as to ensure that water from the deck
taken
down
by adequate
to
Engineer for review and comments,
any.
if
be planned and designed
ground
is
level/ drainage courses
size of drainage spouts
and pipes.
work shall be carried out in accordance with IRC:SP:40 or by any other acceptable method according to (iii)
Strengthening/rehabilitation
international practice.
7.22
Structures in Marine Environment (iv)
The Concessionaire
shall take
up repair
Necessary measures/treatments for protecting
and widening of existing bridge
bridges in marine environment shall be as
site
specified in Schedule-B of the Concession
diversion of traffic so as to ensure that a
Agreement.
flow
only after making
of
traffic
is
all
at a particular
arrangement for
smooth
maintained.
The
63
IRC:SP:73-2007
Concessionaire shall take
all
guard against any accident of such diversion and shall use
all
precautions to traffic
due
(ii)
Hydrological investigation report including design discharge calculation
to
necessary road
for the bridges, in case of
any change
signs, etc. for the purpose. After completion of
in the
repair and widening of the existing bridge,
as specified in para 7.5 above.
proposed waterway of any bridge
temporary works carried out for such diversions shall
be made good by the Concessionaire.
(iii)
Design and drawings of foundations, substructure and superstructure of
7.24
Design Report
The Concessionaire report
including
structures.
shall furnish the design
the
following
to
(iv)
Detailed report regarding the bridges
whose width
the
and
Independent Engineer for his review and
width
comments,
improvement.
(i)
if
any.
Sub surface exploration report as per IRC:78 as specified in para 7.6 above.
Roadway
Parapet
(v)
Any
is less
the
than the roadway
proposal
for
its
other information relevant to the
design report.
12.0
A
r Parapet
Note: All dimensions are in metres.
Width of
culvert at deck level
(Plain/rolling terrain)
2-lane carriageway
Fig. 7.1
64
DESIGN OF STRUCTURES
Roadway
12.0
Crash barrier
Crash barrier
Note: All dimensions are in metres.
Width of bridge (without footpath) (Plain/rolling terrain
up
to
60
at
m
deck
level
length)
2-lane carriageway
Fig. 7.2
7.5
Carriageway
Crash barrier
Crash barrier
Note: All dimensions are in metres.
Width of bridge
at
(Bridges above 60
deck
m
level
length)
2-lane carriageway
Fig. 7.3
65
IRC:SP:73-2007
Total width 12.0
0.25
1.5
1.5
8.5
0.25
Carriageway Pedestrian
Footpath
Footpath
Pedestrian
Railing Railing
Note: All dimensions are in metres.
Width of bridge
at
deck
level
(Built-up area)
2-lane carriageway with footpath
Fig. 7.4
66
Section 8
Materials and SpeciHcations for Structures
SECTION
8
MATERIALS AND SPECIFICATIONS FOR STRUCTURES General
8.1
Engineer for review and comments, details pertaining to the product/
All materials to be used in the structures
(i)
shall
be in conformity with the IRC/
covering
if any,
the
process/system
inter-alia:
MOSRTH
Specifications, unless specified otherwise in this
General features of the product/process/
(a)
Section. If the Concessionaire proposes to use
system along with specifications and
any material, which
standards adopted for the product/
MOSRTH
is
not covered in IRC/
Specifications,
relevant Indian Standards,
it
if
shall
conform
process/system;
to
there are any, or
to the requirements specified in this
Manual.
Authenticated copies of license/
(b)
agreement;
Proprietary products proven by international
usage in comparable bridge projects, proposed
Name
(c)
to
be used
shall
of manufacturer and
name of
be supported with authenticated product/process/system;
licensing arrangement with the manufacturer. Details of projects where the product/
(d) (ii)
The Concessionaire
identify the
shall
process/system has been successfully
proposed sources of materials and submit the used;
proposal to IE for review and comments, any, prior to delivery. If
it is
found
that
if
proposed
any;
(e)
Limitations,
(f)
Acceptance
test
(g)
Installation
&
if
sources of supply do not produce uniform and
satisfactory products at any time during
and
criteria;
execution, the Concessionaire shall procure
acceptable materials conforming to the specifications
(iii)
and schedule; and
from other sources.
The samples required
supplied well in advance,
for review shall be at least
Performance warranty
(h)
48 hours or (v)
minimum
maintenance procedure
The Concessionaire
shall set
up a
full-
time required for carrying out the fledged laboratory at
relevant tests, whichever
is
site,
as per the
agreement
more. Delay in for testing of all materials and finished
submission of samples shall not be acceptable products.
He
shall
make arrangements
for
as a reason for delay in completion of the
additional/confirmatory testing of any material
works/extension of time for completion.
including imported materials/products for (iv)
In case of
manufactured items, the
Concessionaire shall submit to the Independent
which
facilities
at
site
laboratory are not
available.
69
-
IRC:SP:73-2007
8.2
Structural Concrete
8.2.1
The Concrete
conform
be duly considered and adopted:
for use in structures shall
to the provisions in Clauses 302.6 to
302.9 of IRC:21 and Section 1700 of
Concrete (HPC) shall
is
proposed
conform
to
to
MOSRTH (ii)
the provisions of (iii)
Acceptance
produced
criteria for concrete shall
conform
shall
A
conform
to the
to
(iv)
Permeability test for concrete,
(v)
Testing of aggregates for alkali-sihca
be
requirements as
reaction.
dense and well compacted concrete
provides effective protection against corrosion
of steel in reinforced/prestressed concrete
members. To achieve
this,
8.2.4
for concrete shall
be
to construction.
the Concessionaire
pay special attention
The mix designs
got reviewed by the Independent Engineer prior
Cement
8.3 shall
Compatibility testing of admixtures with type of cement,
specified below.
8.2.2
as per IRC:21,
Clause 302.10 of IRC:21.
Clause 302.11 of IRC:21. Concrete
to
Regular testing of water used for
making concrete
be used, the
IRC:SP:70. Sampling and Testing of Concrete shall be as per
chloride content in concrete
as specified in IRC:21,
Wherever High Performance
Specifications.
same
Minimum
(i)
to the following
elements, which have a bearing on the
Any
production of a durable concrete :-
be used for the works subject to limitations,
type of cement specified in IRC:21
may if
any, specified therein. (i)
Quality
of
materials
-
cement,
aggregate, water and admixtures, both
Coarse Aggregates
8.4
mineral and chemical, (i) (ii)
Mix
(iii)
Mixing and placing of concrete
design,
Before the commencement of the works,
least three
samples
procedure laid
down
in
at
accordance with the
in IS:
2430
shall
be taken
-
for each quarry source to ascertain the quality,
Concrete shall preferably be produced suitabihty and fitness of the available material in a
mixing and batching
plant,
for use in the works. Fresh tests shall be (iv)
conducted, in case there
Vibration and compaction,
is
any change
in the
source or the type of rock being quarried. (V)
Curing,
(vi)
Cover
proposal, along with a copy of test reports, shall
to reinforcement/tendons,
and
(ii)
in
70
The following
points are also important
production of durable concrete, which shall
be submitted to the Independent Engineer
for review
(vii) Detailing.
8.2.3
The
if
any.
Aggregate having more than 0.5% of
sulphate as
than
and comments,
2%
of
SO^ with water absorption more its
own
weight shall not be used.
DESIGN OF STRUCTURES
In case of doubt, the alkali-aggregate
(iii)
reactivity shall be tested in accordance with IS:
2386
to the
comments,
if
any.
(Part 6). Coarse aggregates having
(ASR)
positive alkali-silica reaction
shall not
8.7
Chemical Admixtures
8.7.1
Chemical Admixtures are proprietary
be used.
The maximum value of
(iv)
Independent Engineer for review and
flakiness index
for coarse aggregates shall not exceed 35
items and shall be obtained only from reputed
manufacturers with proven track record, quality assurance and full-fledged laboratory facilities
percent.
for manufacture
8.7.2
and
testing.
Sand/Fine Aggregates
8.5
(i)
and
All fine aggregates shall conform to IS:383 tests for
conformity shall be carried out as
per IS:2386 (Part
I
followed
in
shall
be
and use of the
their selection
admixtures :-
The fineness
to VIII).
(i)
modulus of
The following guidelines
fine aggregates shall
The chemical admixtures
shall
comply
be between
with
9103
IS:
meet
and
the
2.0 and 3.5.
requirements stipulated in Clause 5.5 of IS:456.
Before the commencement of the works,
(ii)
at least three
samples as per
IS:
2430
shall
be (ii)
taken for each quarry source, to ascertain the quality, suitability
and
nitrogen
fitness of the available
test reports
shall
or
containing
nitrates,
sulphides, sulphates, or any other
material for use in the works and the proposal
along with a copy of
The admixtures generating hydrogen or
material
be
liable
affect
to
the
reinforcement/embedments or concrete
submitted to the Independent Engineer for shall not
review and comments,
if
(iii)
Fine aggregates having positive alkali-
(iii)
silica reaction shall
Compatibility of admixture with the
cement being used
not be used.
shall
be tested before
actual use in the works.
The
test shall
be repeated in case of change of type
Water
8.6
be used.
any.
or grade or source of cement. (i)
Water
for use in the
works for mixing and (iv)
Admixtures
shall
not
impair the
curing shall be in conformity with Clause 302.4 durability of concrete.
They
shall not
of IRC:21.
combine with the ingredients (ii)
three
start
form
be tested
harmful compounds or endanger the
of works and thereafter every
protection of reinforcement against
Water from each source
before the
to
months and
after
shall
each monsoon,
till
corrosion.
the
completion of the works and proposal along (v)
with a copy of
test reports shall
The packing of admixtures
be submitted indicate the
name of
shall clearly
the manufacturer/
71
IRC:SP:73-2007
name (name
supplier, brand
of the
(x)
Shelf
maximum and minimum
life,
product), date of production and expiry,
temperature for storage, precautions to
batch/ identification number.
be taken while mixing and any other instructions for use.
8.7.3
The Concessionaire
Certificate
obtain a
shall
from manufacturer/supplier and
submit to the Independent Engineer for review
and comments,
The
any.
if
Certificate shall
include the following information concerning
8.7.4
requirements of IS:9103, the proposed admixture shall also satisfy the following conditions;
the proposed admixture; (i)
(i)
and adverse
effects, if any, of
over and
(ii)
under dosage.
meet the requirements indicated
"Water reducing Admixtures".
for
cement
The chloride content of shall not
the admixture
exceed 0.2 per cent by weight
when
of admixture (ii)
and "Super-Plasticisers"
"Plasticisers" shall
Normal dosage with permissible range as a percentage of weight of
addition to conforming to the
In
tested in accordance
Chemical names of main ingredients. with IS:6925.
(iii)
Chloride content,
if
any, expressed as a
(iii)
percentage by weight of the admixture.
(iv)
Except where resistance to freezing and
thawing and
to disruptive
deicing salts
necessary, the air content
is
action of
Values of dry material content with relative density of the admixture,
of freshly mixed concrete in accordance
which
with the pressure method given in can be used for Uniformity Tests. IS: (v)
pH
(vi)
Whether or not
1199 shall not be more than 2
percent
value and colour.
higher
than
that
of the
corresponding control mix and in any the proposed admixture
used
per
as
the
case, not higher than 3 percent of the
when
leads to the entrainment of air
test
mix.
manufacturer's
recommended dosage and
if so, to
what
(iv)
Uniformity
tests
essential to
extent.
on the admixtures are
compare
qualitatively the
composition of different samples taken (vii)
Where two
or
proposed
be used in any one mix,
to
more admixtures
from batch
are
to batch or
at different times.
from same batch
The
tests that shall
be performed along with permissible
confirmation as to their compatibility.
variations over the values stated (viii)
Confirmation that there
is
no
risk of
by the
manufacturer are given below;
corrosion of reinforcement or other •
embedments. (ix)
Latest date of test and laboratory.
72
name
of the
Dry
within 3 percent and
Material
5 percent of liquid and
Content:
solid admixture
respectively.
DESIGN OF STRUCTURES
•
Ash
within
Content:
value stated by the
Guidance may be taken from BS:4447. The
manufacturer.
modulus of
1
percent of the
acceptance tests prior to actual use on works.
conform
tests, shall
•
Relative
within 2 percent
to the
per acceptance
design value, which
be within a range not more than 5 per
shall
Density:
elasticity value, as
cent between the
maximum and
the
minimum.
(for liquid admixtures)
Reinforcement/Untensioned Steel
8.8.2
All tests relating to the concrete
(v)
admixtures
be
shall
periodically
an
at
conducted independent
laboratory and compared with the data
furnished by the manufacturer.
(i)
All reinforcing steel for use in works, shall
be procured from original producers or their authorized agents.
(ii)
Only new
Every bar 8.8
steel shall
shall
be brought to the
site.
be inspected before assembling
Steel
on the work and defective, 8.8.1
Steel for
be discarded. Cracked ends of bars shall
shall
Pre stressing
or burnt bars
brittle
be cut before use.
The
(i)
prestressing steel shall be of any of the (iii)
All reinforcement shall be free
rust
and coats of
following types:
(a)
drawn
Plain hard
to
IS:1785
(Part-
steel
wire confonning
(Part-I)
and IS:1785
substances, which
position shall be free
II),
of
paints,
(e)
destroy or reduce bond.
from loose
mud
oil,
rust or scales,
or
chloride
to IS:6003,
Where cleaning of corroded portions
High
tensile steel bar
conforming
to
stress
conforming
to IS: 6006,
Uncoated
method of cleaning such
relieved
stress relieved
conforming
in respect
relaxation loss
strand
and
review and comments, 8.8.3
low relaxation
to IS: 14268.
at
of modulus of
elasticity,
Mild
Steel
steel,
if
any.
for Bearings
high tensile
steel, cast steel, steel
forgings, and stainless steel shall
conform
IRC:83
(Part
to
of
III).
1000 hours, minimum
ultimate tensile strength, stress-strain curve etc. shall
as
sand blasting or other method shall be
the provisions contained in clause 925.1
Data
is
submitted to the Independent Engineer for prior
Uncoated
steel
(ii)
in
contamination and other corrosion products.
IS:2090,
(d)
or any other
Cold drawn indented wire conforming
required, effective (c)
may
mud
The reinforcement bars bent and fixed
coats (b)
paints, oil,
from loose
8.8.4
Structural Steel
be obtained from the manufacturers.
Prestressing steel shall be subjected to
All structural steel, castings and forgings, fasteners (bolts, nuts, washers
and
rivets),
73
IRC:SP:73-2007
welding consumables, wire ropes and cables shall
conform
to the provisions of Clauses
after
review by the Independent Engineer shall
not be used in the works and shall be
505.1.2, 505.2, 505.3, 505.4 and 505.6 of
from
IRC: 24 respectively.
Such materials
site
by the Concessionaire shall not
removed
at his cost.
be made acceptable
by any modifications. 8.9
Storage of Materials 8.10
All materials shall be stored
at
Reports to be submitted
proper places
so as to prevent their deterioration or intrusion
The Concessionaire
of foreign matter and to ensure the preservation
all
of their quality and fitness for the work.
Any
be used
in the Project
damaged
for review
74
otherwise considered defective
test results
of
Highway,
as specified in
QC documents, to the Independent Engineer
the
is
submit
materials and finished products proposed to
material which has deteriorated or has been or
shall
and comments,
if
any.
Section 9
Traffic Control Devices
Road
Safety
Works
and
SECTION
9
TRAFFIC CONTROL DEVICES AND ROAD SAFETY WORKS General
9.1
a
semi-permanent marking and provide
improved Traffic control devices shall comprise
(i)
of
traffic signs,
road markings, safety
pedestrian railings, etc.
barriers,
Guidelines given in IRC:35, IRC:67
and Section 800 of the MOSRTH Specifications shall be followed in adopting appropriate road markings and traffic signs, unless
otherwise specified
visibility
during night time and wet-
weather conditions. These shall be either reflex lens type or solid white beads.
provided
at
These
shall
be
hazardous locations and while
approaching important intersections, to supplement the paint or thermoplastic line markings and road stretches passing through
municipal areas or village settlements and habitations.
in this Section.
(ii)
The Concessionaire shall also follow the guidelines and suggestions stipulated in the
Safety
in
MOSRTH
"Manual
for
Road Design", while
designing, constructing, operating and
maintaining the two-lane highway.
Road Signs
9.3
There are three types of road signs
viz.,
mandatory/regulatory signs, cautionary/ warning
signs,
and informatory
signs. Locations
of signs shall conform to IRC: 67 and Section
800 of
MOSRTH
9.3.1
Sheeting
Specifications.
Road Markings
9.2
All road markings shall conform to IRC: 35.
Road markings
shall
markings such
as longitudinal
comprise of carriageway
The
retro-reflective sheeting shall
be used on
and object markings such as object within the
The sheeting shall be weatherresistant and show colourfastness. It shall be new and unused and shall show no evidence of
carriageway, adjacent to carriageway and
cracking, scaling, pitting, blistering, edge lifting
marking on kerbs.
or curling and shall have negligible shrinkage
markings on
intersections, hazardous locations, parking, etc.
the signs.
or expansion.
Material
9.2.1
of having tested the
sheeting for these properties in an unprotected
Hot applied thermoplastic
(i)
A certificate
paint with
glass beads shall be used as carriageway
marking materials.
outdoor exposure facing the sun for two years
and
its
having passed these
tests
shall
be
obtained from a reputed laboratory by the
manufacturer of the sheeting and shall be (ii)
Road marking IS:
paint conforming to
164 shall be used for object
markings.
provided for review and comments, the Independent Engineer.
The
if
any, of
reflective
sheeting shall be of High Intensity Grade with
encapsulated lens or with micro prismatic retro9.2.2
The
Raised Pavement Markers ( Cat's Eyes):
cat's
eyes or road studs are used to form
reflective
element material as specified by the
Government. The
retro-reflective surface after
77
IRC:SP:73-2007
cleaning with soap and water and
minimum
condition shall have the
of retro-reflection (determined
ASTM
with
m
D
Standard
in
in
dry
cut-outs. Screen-printing shall
be processed and
manner
co-efficient
finished with materials and in a
accordance
specified by the sheeting manufacturers.
4956-04) as indicated
For screen-printed transparent coloured areas
Tables 9.1 and 9.2.
on white sheeting, the co-efficient of
Messages/Borders
9.3.2
reflection shall not be less than
50%
retro-
of the
values of corresponding colour in Tables 9.1
The
messages (legends, letters, numerals etc.)
and borders
Table
shall either
9.2.
Minimum
High Intensity Grade Sheeting (Encapsulated Lens Type) (Candelas Per Lux Per Square Metre)
9.1:
Acceptable
Observation
Entrance
Angle
Angle
0.1°"^
Coefficient of Retro-Reflection for
White^
Yellow*
Green'^
Red*
Blue*
-4°
300
200
54
54
24
0.1°^
-h30°
180
120
32
32
14
0.2°
-4°
250
170
45
45
20
0.2°
-f-30°
150
100
25
25
11
0.5°
-4°
95
62
15
15
7.5
0.5°
+30°
65
45
10
10
5.0
1
Minimum ^
and
be screen-printed or of
Coefficient of Retro-reflection
(RJ (cd-lx 'm
')
Value for 0.1° observation angles are supplementary requirements that shall apply only when specified by the purchaser
in the
contract or order.
Minimum
High Intensity MicroPrismatic Grade Sheeting (Candelas Per Lux Per Square Metre)
Table 9.2: Acceptable
Observation
Entrance
Angle
Angle
White*
Coefficient of Retro- Reflection for
Yellow*
Green*
Red*
Blue*
Fluorescent
Fluorescent
Fluorescent
Yellow-
Yellow*
Orange*
Green*
0.1°B
-4°
500
380
70
90
42
400
300
150
0.1°"^
-h30°
240
175
32
42
20
185
140
70
0.2°
-4°
360
270
50
65
30
290
220
105
0.2°
+30°
170
135
25
30
14
135
100
50
0.5°
-4°
150
110
21
27
13
120
90
45
0.5°
+30°
72
54
10
13
6
55
40
22
Minimum "
Value for
Coefficient of Retro-reflection 0. 1
-)
obserx'ation angles are supplementary requirements that shall apply only
the contract or order
78
{RJ (cd-lx 'm
when
specified by the purchaser in
AND ROAD SAFETY WORKS
TRAFFIC CONTROL DEVICES
Cut out messages and borders, wherever used, shall
made
be
out of retro-reflective sheeting
(as per para 9.3.1), except those in black,
shall be
which
non-reflective as specified by the
tack free adhesive activated by heat applied in
a heat-vacuum applicator, in a manner recommended by the sheeting manufacturer. The adhesive shall be protected by an easily
manufacturer. The cutouts shall be bonded
removable
properly with the base sheeting in the manner
soaking in water or other solvent) and shall be
specified by the manufacturer.
suitable for the type of material of the base
liner
(removable by peeling without
plate used for the sign.
9.3.3
Colour Scheme
a durable
bond
The adhesive
it
shall not
colour scheme shall be in accordance
from the sign base
with IRC:67, the colours shall be as
instrument. In case of pressure sensitive
Ready
adhesive sheeting, the sheeting shall be applied
Mixed
Paints".
in
be possible to remove the sheeting
accordance
The colours uniform when
one piece by use of sharp
the
manufacturer's
Sheeting with adhesives
and
requiring use of solvents or other preparation
seen in daylight or under
for adhesive shall be applied strictly in
shall be durable
normal headlights Direction,
in
with
specifications.
(iii)
such that
Unless specified otherwise, the general
stipulated in IS:5 "Colour for
(ii)
form
smooth corrosion and weather
to
resistant surface of the base plate (i)
shall
at night.
accordance with the manufacturer's instructions.
and
destination
plate
9.3.5
Installation
identification signs shall have green
background and white messages
The
(legends, letters, numerals, etc.) and
mountings
borders.
them
sign posts, their foundations and sign
in a
shall
be so constructed as to hold
proper and permanent position against
the normal storm (iv)
Colour scheme for
facility
information
signs, other useful information signs
and parking signs
shall
conform
to the
with an area upto 0.9
loads. Normally, signs
sqm
shall
be mounted on
a single post, and for greater area two or
more
supports shall be provided. Sign supports
may
provisions contained in IRC:67. In
be of mild
respect of informatory signs, the
Galvanized Iron (GI). Post end(s) shall be
messages/borders shall either be screen-
firmly fixed to the ground by
printed or of cutouts, while for warning
and regulatory
(v)
wind
signs, these shall be
steel
(MS), reinforced concrete or
means of properly designed foundation. The work of foundation shall conform to relevant IRC/CPWD/PWD
screen-printed.
Specifications.
Clustering and proliferation of road
All components of signs and supports, other
signs shall be avoided for enhancing
than the reflective portion and
their effectiveness.
be thoroughly descaled, cleaned, primed and
GI
posts shall
painted with two coats of epoxy paint. 9.3.4
part of
Adhesives
MS
Any
post below ground shall be painted
with three coats of red lead paint.
The sheeting
shall either
have a pressure-
sensitive adhesive of the aggressive tack
The
requiring no heat, solvent or other preparation
in the case
for adhesion to a
smooth clean
surface, or a
signs shall be fixed to the posts
by welding
of steel posts and by bolts and
washers of suitable size in the case of reinforced
79
IRC:SP:73-2007
concrete or GI posts. After the nuts have
culverts, pipes
been tightened, the
retaining walls, lighting supports, traffic signs
tails
furred over with
of the bolts shall be
hammer
a
prevent
to
and headwalls, cut slopes,
and signal supports,
trees
and
utility poles.
removal. 9.4.2
Important informatory signs such as approaching important locations, like Toll Plaza, major town shall be mounted on gantries, in the form of overhead signs. 9.3.6
There are broadly three types of longitudinal roadside safety barriers:
(a)
Flexible type (like wire-rope fencing)
(b)
Semi Rigid
Warranty and Durability
The Concessionaire manufacturer
a
shall
seven year warranty for (i)
"W
(ii)
Thrie
stipulated retro-reflectance of the retroreflective sheeting of high intensity grade
and comments,
hke
if
beam
type steel barriers
beam
type steel barriers
and
submit the same to the Independent Engineer for review
type,
obtain from the
satisfactory field performance including
any.
These
of strong post type and
steel barriers are
usually remain functional after moderate collisions, thereby eliminating the
Roadside Safety Barriers
9.4.
Types of Roadside Safety Barriers
immediate
There are two types of safety barriers
need for
repair.
viz.,
longitudinal roadside safety barriers and median
(c)
Rigid type (like concrete crash barriers)
9.4.3
Roadside Steel Barriers
safety barriers.
Warrants
9.4.1
(i)
The
longitudinal roadside barriers are basically
Design Aspects: The "W" beam type safety barrier consists of a steel post
mm thick
also for preventing the vehicles veering off the
"W" beam rail element which is spaced away from the posts. The spacer minimizes vehicular
sharp curves. The warrants for a
snagging and reduces the likelihood of
meant
two types of roadside hazards embankments and roadside obstacles and
i.e.
to shield
fill
section in
and 3
terms of the height and slope needing protection
a vehicle vaulting over the barrier.
with roadside barriers are shown in Fig.9.1.
steel posts
The
shall
barrier
having a
fill
is
not warranted for
slope of
3:
1
or
flatter.
embankment The warrants
for roadside objects are mainly dependent
upon
the type of obstacle and the probability of their
being
hit.
A
barrier shall be installed only
the result of vehicle striking the barrier to
be
is
if
likely
mm
rail shall
size
be 700
and posts
shall
and
5mm
thick.
mm The
mm above ground level be spaced 2
center. Typical details are
m center to
shown
in Fig.
9.2.
less severe than the severity of accident
resulting from the vehicle impacting the
unshielded obstacle.
Some
of the
commonly
encountered roadside obstacles are bridge
abutments and
80
and the blocking out spacer
both be channel section of 75
X 150
The
piers,
railing ends, roadside rock mass.
The
thrie
beam
safety barrier shall
have
posts and spacers similar to the ones
mentioned above for "W" beam type.
The
rail shall
be placed 850
mm
above
AND ROAD SAFETY WORKS
TRAFFIC CONTROL DEVICES
the ground level. This barrier has higher initial is
less
cost than the
"W" beam
Table 9.3
Flare Rates
:
type but
Flare Rates
prone to damages due to vehicle
collisions especially for shallow angle
beam
impacts. Typical details of thrie barrier are
shown
The "W" beam,
in Fig. 9.3.
the thrie
Rigid
Semi-rigid
barriers
barriers
100
17-1
1^.1
80
1
1
111
in
km
npr hour
beam, the
posts spacers and fasteners for steel barriers shall be galvanized
Design speed
by hot dip 11:1
9:1
50
8:1
7:1
40
8:1
7:1
30
8:1
7:1
process.
End treatment
for steel barrier:
An
untreated end of the roadside barrier
can be hazardous,
if hit,
beam can
barrier
because the
penetrate
the
passenger compartment and cause the
impact vehicle
to stop abruptly.
The posts in the end treatment should have the same cross sections as provided in the main barrier.
End
treatments should therefore form an integral part of safety barriers.
treatment should not spear vault or
End roll
At road cross-sections
a vehicle for head-on or angled impacts. the road transitions
The two end treatments recommended for steel barriers are "Turned
Anchored
in
down
back slope".
rail is
over
The
prevent the
and
to
away from
minimize
the travelled
the
side
slopes
The
rail
element to
from pulling out of the
anchorage. The barrier can also be
to pass
anchored
an earth berm specially
in
constructed for this purpose, provided
unstable. In order to locate the barrier
terminal
back
anchored portion should develop a
without becoming airborne or
it
wi-th
tensile strength in the rail
intended to collapse
on impact, allowing the vehicle
flat
preferably not steeper than 10:1.
height to ground level, with a gentle
down
the
fill,
The back slope covering
be graded
or thrie sections, reduced from full
turned
to
anchored portion of the barrier should
Turned down guardrails have the "W"
slope over a distance of 8 to 9 m.
from cut
safety barriers can be anchored in slopes.
guardrail and
in cutting or if
the
way
new berm
itself is
not a hazard to
The earth berm should be made impervious to erosion.
the traffic.
driver's reaction to a
hazard near the road, by gradually introducing a parallel barrier installation
or to transition a roadside barrier nearer the roadway, such as a bridge parapet
or a railing, the turned
down
rail
should
be flared away from the roadway. Suggested flare rates depend upon the design speed and the type of barrier (Table 9.3).
(iii)
Placement: Placement recommendations determine the exact layout of the barrier
and should be made keeping
view the and
lateral offset
flare rate.
The
in
of the barrier
final layout shall
be
a site-specific combination of these factors.
The
away from
barriers should be as far
the traffic as possible
and
81
IRC:SP:73-2007
should
preferably
have
uniform
overturning of the vehicles.
clearance between the traffic and the
The concrete
hazard.
up
in lengths
As
m
travelled way. For long
barriers should not
The
distance between the barrier and the
shall
hazard should not be less than the
mix
of a
full
by an impact
mm cement concrete or hot
asphalt placed at the base of barrier,
than 75
embankments, a minimum distance of
mm
pavement
mm should be maintained between
600
be 25
to provide lateral restraint.
sized vehicle. In case of
the barrier and the start of
6 m, depending upon
be leaner than M30. The minimum thickness of foundations
and continuous
deflection of the barrier
pre-cast
arrangements. Concrete grade for the
of the
stretches, this offset is not critical.
to
may be
the feasibility of transport and lifting
far as possible, the safety barrier
should be placed beyond 2.5
barrier
step
is
thick overlay
on the road
anticipated, the foundation
may be
However,
embankment
Where more
increased to 125
longitudinal
mm.
roadside
slope of a hazard to prevent the wheels
concrete barrier should have elaborate
from dropping over the edge. Typical
footing design which
details are
shown
is
structurally
safe, unless sufficient earth
in Fig. 9.4.
support
is
available.
Flatter flare particularly
9.4.4
rates
may be
used,
where extensive grading
(ii)
End Treatment:
Safety barrier shall be
would be required to ensure a flat approach from the travelled way,
provided with an end treatment, which
subject to the availability of right of
of terminating end of the median barrier
way.
within a length of 8
Roadside Concrete Barriers
shall
(iii)
be obtained by tapering the height
m
to
9 m.
Placement: Placement recommendations for roadside steel barriers, given
(i)
Design Aspects: Roadside concrete
in para 9.4.3 above, are applicable to
safety barriers are rigid barriers having
concrete barriers as well.
a sloped front face and a vertical back face.
The recommended designs of
cast in-situ
shown Based
9.4.5
and 9.6 respectively.
evaluation
of
(i)
way and
These destabilize the balance and disturb its
the barriers.
vehicle
and the psychological effect
of barrier height on driver reaction, the
equilibrium before
most desirable height of the median barrier is 800 mm. Variations upto 50
thus defeating the essential purpose of
mm in height of barrier can be made in
vehicle.
the total height of the barrier to the site requirements.
It
is,
lower slope between 200
however,
mm
mm
safety
it
strikes the barrier,
and redirection of the impacting
meet
important to maintain the height of
82
Raised curbs or drains shall not be provided between the travelled
vehicle
direction, sight distance, structural stability
General
and pre-cast barriers are
in Figs. 9.5
on
the
and 350
so as to reduce the chances of
(ii)
In rural situations, both the roadside
and the median barriers be
steel barriers.
shall preferably
Concrete barriers shall
be preferred in urban situations.
TRAFFIC CONTROL DEVICES
9.5
Safety during Construction
(ii)
Widening of an
existing road requires special
attention
traffic
to
diversion,
mm GSB + 150 mm WBM + 20 Mixed Seal Surfacing. 9.6
to the Independent Engineer for review any.
The
Traffic
mm
and
Management Plan
Design Report
The Concessionaire traffic
guidelines given in IRC:SP:55 and submitted
if
crust composition shall be of 150
traffic
management and road safety. A proper Traffic Management Plan during construction shall be formulated by the Concessionaire as per
comments,
The
AND ROAD SAFETY WORKS
shall
submit proposals for
control devices and road safety works
together with drawings and details to the
Independent comments,
if
Engineer for review and any. The proposals shall include:
during construction shall be put in place before the start of any construction activity.
(i)
Details covering type, location, material specifications, installation details and
The execution of work
shall
be so planned that
the inconvenience to the traffic
is
minimal. The
temporary diversion, where constructed,
conform
(i)
to the following
minimum
Width of diversion road
the requisite warranties for satisfactory field
shall
be equal
(as applicable) in
respect of road signs, road markings
standards:
shall
performance
and roadside safety (ii)
Traffic
barriers;
Management Plan during
to the width of the existing carriageway
construction in accordance with the
but not less than 5.5 m.
requirement specified in para 9.5 above.
83
IRC:SP:73-2007
Fill section
Fill section
Fig. 9.1
84
:
height (m)
Warrants for roadside barriers on embankments
TRAFFIC CONTROL DEVICES
AND ROAD SAFETY WORKS
75x150x5 Channel section
io
3
y J J
CT)
o o
^
3
mm Thick
o o oo
Note: All dimensions are in
Fig. 9.2
:
Typical details of
"W" beam
mm.
section
85
Thrie
beam back-up
plate (At posts
where
thrie-beam splice
does not occur)
Post and block
75x150x5 channel section
-1
Note: All dimensions are in
Fig. 9.3
:
Typical details of thrie
beam
section
mm.
TRAFHC CONTROL DEVICES AND ROAD SAFETY WORKS
600
mm
minimum
desirable
wJA^JA^JWJWJl
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Fig. 9.4
:
Recommended
barrier placement
87
IRC:SP:73-2007
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TRAFHC CONTROL DEVICES AND ROAD SAFETY WORKS
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89
Section 10
Toll Plazas
SECTION
10
TOLL PLAZAS General
10.1
Concessionaire to procure the same on behalf
of the Government.
The Concessionaire shall provide required number of Toll Plazas for collection of toll as per the Concession Agreement. The fee collection system shall be speedy, efficient and
user friendly.
The design of
the Toll Plazas
10.4
Lay out and design of
10.4.1
Stage construction of Toll Plaza in
respect of
number of toll
Toll Plaza
lanes shall be allowed.
should be such that they are aesthetically
However, other structures as envisaged
in the
pleasing and efficient and the fee collection
Concession Agreement shall be provided
at the
should be quick, courteous and adequately
staff
initial
stage itself
trained before deployment.
10.4.2
Location of Toll Plaza
10.2
(i)
General Lay Out
Lane width = 3.2
m
The location of Toll Plaza shall be indicated in Schedule-C of the Concession Agreement.
and 4.1
in general
for oversize vehicles.
(ii)
Median = 50 m
(iii)
Transition
Their locations shall be decided keeping in view
m
Width =
(a)
1.8
m
Length
(b)
the following factors:
(i)
Land
(ii)
Stream of
(iii)
Visibility for the approaching traffic,
availability,
10
may be
at Toll
provided
widened
to the
Plaza on either side.
on Toll Plaza,
traffic
(iv)
away
Reasonably
in
1
from two-lane section width
(iv)
-
from
office building shall
The
be located taking
into consideration the future expansion.
road
intersections and/or rail crossings,
Provision for future expansion:
Typical layout plan of
2+2
Toll Plaza
is
given
in Fig. 10.1.
(v)
Free from risk of flooding and submergence,
10.3
Land
etc.
10.4.3
for Toll Plaza
Number of Lanes
The number of
at Toll Plaza
lanes at the Toll Plaza in initial
stage should be corresponding to the forecast
Adequate land for Toll Plaza to permit the provision of a
of 8
toll
lanes including
structures to be
location.
all
shall
shall be
traffic for at least
5 years.
minimum number
other buildings and
accommodated
Land
be acquired
at the Toll
Plaza
acquired by the
Government at its own cost. However, Government may, if so specified, require
Forecast traffic
- Forecast
traffic in
vehicles/day
terms of
for
the
vehicles classified under
the
tollable category.
the
tollable vehicles
Non-
need not
93
IRC:SP:73-2007
considered
be
calculation of lanes, as
toll
be allowed
for
facilities shall
number of they would
to pass
The
(i)
be provided:
staff
posted
counters shall
at the
be provided with sufficient equipment
through
and small denomination notes/coins
a separate lane.
at
the start of each shift.
Peak hour
- Percentage
factor
of
traffic
travelling during peak
hour
Intercom
(ii)
may be
toll
provided
Supervisors.
traffic.
The number of
shall be
between booths and the office of the
average daily
to
facility
lanes for the Toll Plaza
(iii)
:
any booth
incoming
derived using Table 10.1.
Table 10.1
If
Number
of
is
closed for any reason,
traffic
shall
be guided into
lanes in each direction
toll
(Semi Automatic
gates)
toll
Peak Hour Factor
Forecast Traffic (in vehicles/day) total
6%
7%
8%
9%
Less than 7,000
2
2
2
2
7,000-12,000
2
2
3
3
More
3
3
4
4
of both directions
10.4.4
than 12,000
any time, the queue of vehicles
If at
becomes so
the adjoining
help of appropriate signs.
large that the waiting time of the
user exceeds three minutes, the
number of
lanes shall be increased so that the
waiting time
is
brought
down
working booth with the
toll
maximum
(iv)
The
entire fee collection
complex
shall
be adequately guarded.
to less than three
minutes. 10.4.6
10.4.5
Toll Collection
Vehicle Counting Classifier
System
Each lane
A minimum
semi-automatic system for
toll
shall
be equipped with micro-
controller based vehicle counting and classifier
collection shall be adopted. In this system, the
and battery backup
collection of tolls and recording data
of power failure.
made through
would be
to collect data in the case
electronic equipment. Within a
period of 5 years from
COD,
at least
one booth
Toll
Booths
Toll booths
may be
10.5
for either side traffic shall be upgraded to toll
collection with the help of smart card.
provided of prefabricated
materials or of brick masonry.
For smooth and collection,
94
(VCS) Unit
efficient functioning of toll
the following arrangements/
shall
The
toll
booths
have adequate space for seating of
collector, computer, printer, cash box,
toll
etc.
It
TOLL PLAZAS
should have provision for Hght, fan and
The
conditioning.
air
road markings for the Toll Plaza area shall
typical details of toll booth
consist of lane markings, diagonals, chevron
are given in Fig. 10.2.
markings. Single centre line
is
provided
at the
centre of carriageway at toll gate to demarcate
Road works
10.6
each service lane. Diagonal markings for central traffic
island and chevron markings at side
traffic
island shall be provided to guide the
Vehicles are required to decelerate while entering the
toll
lane, stop for
then accelerate and merge in traffic
payment and the main line
of the highway. All these operations of
vehicles at Toll Plaza are prone to oil/POL spillage
on the
surface,
which may have
back action on bituminous
cut-
surface. Therefore,
concrete pavement would be preferred in the Toll Plaza area including tapering zone,
from
and long term serviceability consideration. The rigid pavement shall be
approaching and separating 10.8.2
traffic.
The road markings
accordance
with
shall
provision
of
be
in
IRC:35.
Thermoplastic paint with reflective glass beads shall
be used as road marking material. Typical
details of road
markings
at
Toll Plaza are given
in Fig 10.9.
durability
designed as per IRC:58. For
paver shall not be
this
10.9
Toll Plaza
10.9.1
The
Complex
work, use of
insisted.
size of the office
complex depertds
on the minimum requirement of 10.7
Traffic Signs
10.7.1
A
as toilet, bathroom, store, rest post,
well thought out strategy should be
evolved for providing
traffic signs at the Toll
medical aid post,
room,
such
traffic aid
All these depend on
etc.
the size of Toll Plaza and
facilities
may
vary as per the
need of a particular location/ area.
Plaza, in accordance with IRC: 67.
10.9.2
10.7.2
Signs should be placed along the
Project Highway, roadway of Toll Plaza to
provided
guide and render assistance to the drivers (i)
approaching Toll Plaza.
It
necessary to
is
The following
facilities
be
Plaza complex :-
at Toll
Office complex with
and
shall
toilet,
bathroom
room.
rest
remind the driver about the existence of Toll Plaza one
500
km
m ahead.
ahead with a repeater sign
combination with certain road markings such as stop line
The
Traffic aid post (refer Section- 13)
(iii)
Medical aid post
(refer Section- 13)
and the word 'STOP' marked on 10.10
the pavement.
10.7.3
(ii)
Stop sign shall always be used in
Toll
supplemented by
Plaza
should
sign
be
the sign advising the users of
Check/Barrier Gate
A boom
barrier
is
generally placed at the exit
of each lane to avoid passing of any vehicle
the notified toll rates for various types of
without payment of
vehicles. Typical details of road signs required
barrier gates shall be used.
toll.
Electrically operated
for toll purpose are given in Figs. 10.3 to 10.8.
10.11
10.8
Road Markings 10.11.1
10.8.1
Lighting
The road markings
accordance with Section 9 of
shall
this
be
in
Manual. The
The
Toll Plaza
complex
shall
have
continuous and reliable electric supply system for efficient functioning.
95
IRC;SP:73-2007
10.11.2 Interior Lighting
movement of
The
10.11.5
toll
booths and
facility building office shall
vehicles.
Highway Lighting
be illuminated adequately. Indoor lighting should be with fluorescent lamps. Lighting should be provided
in
such a manner that glare
Lighting in 100
m
length on both side
approaches of Toll Plaza
shall
be provided to
avoided or minimised. The level of illumination shall be 200 to 300 Lux as per
enhance the safety on highway and
IS:3646 (Part
toll gate.
is
II).
Lighting of the Toll Plaza
enhancing the night
is
visibility.
important for
The
lighting
system shall consist of the following major
Canopy Lighting
A higher level of illumination be provided
provided (i)
High Mast
(ii)
Lighting on both side approaches to the
upto 100
Lux by
providing 150-watt metal halide lamps shall at the toll gate
and
at toll
booth
1000-watt halogen lamps shall be
locations.
components:
make
the drivers conscious of their approaching the
10.11.6
10.11.3 Exterior Lighting
to
at the selected
nodes of space frame
of the canopy to ensure uniform illumination
lighting.
of the area.
(iii)
Water Supply
Toll Plaza.
10.12
Canopy
Adequate water supply
lighting of complex.
shall
be provided. For
working out water requirement and internal (iv)
Back up arrangement
of power
in case
failure.
(v)
10.11.4
IS: 1172,
Highway
lighting around Toll Plaza.
High Mast Lighting
10.13
1944 (Part
I
&
II)
IS:5339 and
be
made
to
IS: 1742.
Fire Fighting System
For protection of the Toll Plaza complex against fire
IS:
may
drainage system, reference
recommends 30 Lux of
hazards,
adequate
fire
protection
arrangements shall be made.
average illumination on road surface and ratio of
minimum
Normal low
to
average illumination
as' 0.4.
It
is,
therefore,
necessary to install high mast. The 30
of the mast
is
m height
considered suitable to have
uniform spread of desired level of illumination
96
Report to be submitted
light poles are not able to give the
required lighting conditions.
in the Toll
10.14
Plaza area for frequent and safe
The design and layout of including
Toll Plaza complex,
all facilities shall
Independent comments,
if
Engineer any.
be submitted to the for
review
and
TOLL PLAZAS
97
IRC:SP:73-2007
98
2
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TOLL PLAZAS
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