project report on design and construction of six lane highway
TRANSCRIPT
Final Project Report On
“Design and Construction of Six Lane Highway from
Vasad to Bagodara”
Submitted by
TEAM ID: 27947
NIKUNJ PATEL (110170106055)
BRIJESH PATEL (110170106050)
Guided by
SAAD M. GOLWALA
In partial fulfillment for the award of the degree of
BACHELOR OF ENGINEERING in CIVIL
Vishwakarma Government Engineering College,
Chandkheda
Gujarat Technological University, Ahmedabad
MAY, 2015
1
CERTIFICATE
Date: 19/05/2015
This is to certify that the project work entitled “DESIGN AND
CONSTRUCTION OF SIX LANE HIGHWAY FROM VASAD TO
BAGODARA” has been carried out by NIKUNJ PATEL & BRIJESH
PATEL under my guidance in fulfillment of degree of Bachelor of
Engineering in Civil Department (8th Semester) of Gujarat Technological
University, Ahmedabad during the academic year 2014-15.
Guide: Asst. Prof. Saad M Golwala
External Examiner
Prof. Dr. A.M Prabhakar
Head of the Department
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ACKNOWLEDGEMENT
Project work is something that cannot be completed by the blind efforts of an
individual but it is a constant inspiration and help of the people we work around.
We are heartily thankful to Prof. Saad M. Golwala, whose encouragement, guidance
and support from the initial to this level enabled us for developing and understanding
of the insight of Project work.
We deeply acknowledge support of our respected Head of Civil Department Prof. Dr.
A. M. Prabhakar who gave us the constant and humble guidance throughout the project
work.
We owe our deepest gratitude to Dr. Rajul Gajjar, Principal, VGEC Chandkheda who
became our constant source of inspiration throughout the work. We deeply
acknowledge the backbone support of our faculties.
NIKUNJ PATEL
110170106055
BRIJESH PATEL
110170106050
3
ABSTRACT
The Project on “Design and Construction of six lane highway from Vasad to
Bagodara” includes the design and construction aspects of the highway project. This
is an Industry Defined project (IDP). The project team has completed first phase of the
project work which includes design aspects, the study of design data such as CBR
value, Traffic data, Drainage conditions, Rainfall data, Topography of the area,
Alignment etc. It also includes design calculation based on Indian Road Congress
(IRC) codes.
During 8th Semester, remaining part of the Industry Defined Project has been
completed. Wherein, construction aspects and use of various construction methodology
and machineries have been studied in detail. Construction aspects include the use of
various Materials, Machines, and Manpower. Also Quality Assurance (QA) & Quality
Control (QC), aspects incorporated in the construction procedure have been studied
and these are included in the project report. Testing of various materials is carried out
for Quality Assurance and Quality Control of the flexible pavement.
The construction of flexible pavement include construction of various activities viz.
clearing and grubbing, excavation, embankment and sub-grade construction, granular
sub-base, wet mix macadam, prime coat, dense bituminous macadam and bituminous
concrete. Method statements of each of these activities are presented in the project
report.
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INDEX
TITLE Page No.
Acknowledgement 3
Abstract `4
List Of Figures 5
List Of Table 5
Table Of Contents 6
List Of Figures
Figure 1 12
Figure 2 13
Figure 3 13
Figure 4 35
Figure 5 35
Figure 6 35
Figure 7 35
Figure 8 35
Figure 9 35
List Of Tables
Table 1 43
Table 2 44
Table 3 45
Table 4 45
Table 5 46
Table 6 47
Table 7 48
Table 8 49
Table 9 49
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TABLE OF CONTENT
TITLE Page No
CHAPTER 1: INTRODUCTION 81.1 General Background 81.2 Objectives of the project 91.3 Main components of methodology 10
CHAPTER 2: DETAILS OF PROJECT 11
2.1 General 112.2 Project corridor 122.3 Project scope 14
CHAPTER 3: CONSTRUCTION METHOD AND EQUIPMENTS 15
3.1 Major Construction Activities 15 3.1.1 Construction of Flexible Pavement 15
3.1.2 Construction of Major bridges 15 3.1.3 Construction of Rail Over Bridges (ROBs) 16 3.1.4 Construction of Culverts
16
3.2 Method Statements 16
3.2.1 Method Statement For Clearing And Grubbing 16
3.2.2 Method Statement For Excavation 18 3.2.3 Method Statement For Embankment And Sub-Grade Construction 19
3.2.4 Method Statement For Granular Sub-Base 21
3.2.5 Method Statement For Wet Mix Macadam 22 3.2.6 Method Statement For Laying Of Prime Coat 25 3.2.7 Method Statement For Dense Bituminous Macadam 26 3.2.8 Method Statement For Bituminous Concrete 30 3.2.9 Method Statement For Road Markings 33 3.2.10 Machinery used for Road Construction 35
6
3.3 Methodology Of Carrying Out Structural Concrete In Bridges And Culverts 36
3.3.1Transporting, Placing & Compaction Of Concrete 39
CHAPTER 4: MATERIAL INVESTIGATION SURVEY 40
4.1 Introduction 40
4.2 Material Survey 40
4.3 Lead for materials 41 4.4 Soil from borrow area
41
CHAPTER 5: PROBLEMS FACED DURING CONSTRUCTION 50
5.1 Problems Faced 50 5.2 Possible Solutions 51
CHAPTER 6: CONCLUSIONS 52
REFERENCES 53
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CHAPTER 1. INTRODUCTION
1.1 GENERAL BACKGROUND:
In our study we have included a stretch of the Highway pavement which is a part
of the Project of Six laning of Existing Three lanes for Bagodara-Wataman-Tarapur-
Vasad Road section of State Highway (SH) No.8 in the state of Gujarat on Built
Operate and Transfer (BOT) basis, which is currently carried out by GVK Projects and
Technical Services Ltd. In this project we studied design, construction methods and
difficulties faced in construction of the flexible pavement. During 7 th Semester survey,
traffic forecast and design of flexible pavement using IRC: 37 has been completed.
During 8th Semester construction aspects and use of various construction
methodology and machineries have been studied in detail. Construction aspects include
the use of various Materials, Machines, and Manpower. Also Quality Assurance (QA)
& Quality Control (QC), aspects incorporated in the construction procedure have been
studied and these are included in the project report. Testing of various materials is
carried out for Quality Assurance and Quality Control of the flexible pavement.
8
1.2 OBJECTIVES OF THE PROJECT:
The main goal of this study is to get an insight of the design and construction
aspects and problems faced in the expansion/widening of roads. To evaluate the
various tasks, methodologies which are undertaken for the design and
construction of a Highway pavement.
To study how to achieve a sound and economical engineering design
considering the various factors viz. climate; quality of local materials,
construction technology, environmental conditions etc.
To study the complex design process considering realistic assessment of
subgrade strength, traffic loads & traffic projection, environmental factors and
several other factors.
To study the general design procedure has been based on the design of new
pavement structure done as per IRC: 37(Guidelines for the design of flexible
pavements). It includes study of the various design parameters.
To study the Impact of use of Construction machinery on the construction
schedule. Examining of critical aspects of soil and material testing. To study
impact on environmental aspects due to highway construction.
To study the various steps taken for completion of the work within estimated
budget and time and also maintaining the quality of work as per required
specifications
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1.3 MAIN COMPONENTS OF METHODOLOGY :
The detailed data and information related to the design and construction
methodology of the projects of six laning of existing three lanes of the Vasad Bagodara
Highway that are necessary to carry out the study have been provided by the GVK
Projects and Technical Services ltd.
The works includes construction of following:-
1. Road Works Viz: Site Clearance, Survey, Earthwork, Sub Base & Base Course,
and Bituminous Works.
2. Drainage & Protective Work
3. Traffic Signs, Markings and Road Accessories
4. Miscellaneous and Maintenance of Roads
The methodology includes the use of various equipments to carry out the various
procedures such as the Site clearance, Earthwork, bituminous works etc. as per the
required specifications.
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CHAPTER 2. DETAILS OF THE PROJECT
2.1 General:
This project named Bagodara Vasad Expressway Private Limited is currently under
progress and work is carried out by the GVK Bagodara Vasad Expressway Private
Limited (GVKBVEPL). It has undertaken the development work of Bagodara-Vasad
road project in the state of Gujarat. This project involves six-laning of the existing
three lanes of Bagodara - Wataman - Tarapur - Vasad Road Project (total length 101.9
km) in the State of Gujarat on BOT basis.
The project highway is a part of SH-8, which provides key connectivity to two
National Highways (NH), viz., NH-8A (Ahmedabad-Rajkot-Probandar), and NH-8
(Mumbai-Delhi). Gujarat State is a highly industrialized state in India and has vast
industrial developed area spread over the whole of the state. The project highway
caters to commercial traffic from industrial clusters in Bhavnagar, Savli, Sanand,
Anand and ports in Saurashtra region (Pipavav, Porbandar, Mundra and Kandla). Also,
it is the shortest link connecting Saurashtra/Kutch region to the highly industrialised
regions of Surat, Vadodara, Ankleshwar and Mumbai.
The project has a concession period of 27 years including construction period of 30
months. This project is on BOT basis. BOT means Build, Operate and Transfer. It is a
contractual arrangement where the contractor (concessionaire) undertakes the
construction including financing of a given infrastructure facility, and the operation
and maintenance of it.
BUILT: A private participants agrees with a government to invest in a public
infrastructure project. They have to raise the fund to construct project.
OPERATE: The project developers then own, maintains and manages the
facility over a fixed term during which it is allowed to charge facility users
appropriate tolls, fees, rentals which are sufficient to enable the contractor to
recover its operating and maintenance expenses and its investment in project
plus a reasonable rate of return.
TRANSFER: After completing the concession period, project developers
transfer ownership and operation of the facility to the government.11
2.2 PROJECT CORRIDOR:
Fig 1 Locations of Ahmedabad and Anand District
12
Fig 2 Project road Map
Bagodara – Wataman – Tarapur – Vasad Road is having a total length of 101.900 Km. The state highway starts from Bagodara at Km. 0.000 in Ahmedabad District and ends at Vasad Km. 101.900 in Anand district with a total length of 101.900 Kms. This road connects National Highway No. 8A near Bagodara to National Highway No. 8 near Vasad.
Fig 3 Project Road Map13
2.3 PROJECT SCOPE:
Various important surveys were carried out for the section of SH-8 between Bagodara
and Vasad which are listed below:
1. Topography Survey
2. Traffic Surveys, which included Classified Weekly Volume Counts, Turning
Movement Counts, Origin – Destination Survey, Plate Registration Survey, Axle
Load Survey, Speed & Delay Survey.
3. Road & Bridge Inventory Survey
4. Pavement Condition Survey
5. Bridge Condition Survey
6. Environmental Survey, which included Vegetation and Fauna Survey.
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102km of 6 laning37 km of Service Road2 numbers3 Major Bridges8 Minor Bridges4 RoB35underpasses
CHAPTER 3. CONSTRUCTION METHODS AND EQUIPMENTS
The construction of six lane highway from Vasad to Bagodara is being carried out
by M/s GVKBVEPL. The project work in 7th Semester included survey, traffic forecast
and design of flexible pavement. Whereas during 8th Semester project activities on
construction methodologies and construction machineries have been covered. During
project work site visits and interaction with project team has been carried out on
several occasions. Based on actual project details, documentation of the project report
has been finalized as below.
3.1 MAJOR CONSTRUCTION ACTIVTIES:
The construction work of six lane highway from Vasad to Bagodara includes
following major areas:
Construction of Flexible Pavement
Construction of Major bridges
Construction of Rail Over Bridges (ROBs)
Construction of Culverts
3.1.1 Construction of Flexible Pavement:
(1) Total new construction
(2) Widening of one side (Eccentric widening)
(3) Widening on both side (Concentric widening)
3.1.2 Construction of Major bridges
There are 3 major bridges on the proposed six lane highway from Vasad to
Bagodara viz. (1) River Sabarmati, (2) River Andheri and (3) River Salvo
15
3.1.3 Construction of Rail Over Bridges (ROBs)
There are 3 ROBs on the proposed six lane highway from Vasad to Bagodara.
3.1.4 Construction of Culverts
There are several box culverts on the proposed six lane highway from Vasad to
Bagodara. The box culverts are provided depending upon local discharge calculations.
3.2 METHOD STATEMENTS
Method statements for various activities covered during construction flexible pavement
are as below:
Clearing and grubbing
Excavation Embankment and sub-grade construction Granular sub-base
Wet mix macadam
Prime coat
Dense bituminous macadam
Bituminous concrete
3.2.1 METHOD STATEMENT FOR CLEARING AND GRUBBING
(A) Scope
This work consists of the following activities:
Cutting, removing and disposing of all materials like trees, bushes, shrubs, stumps,
roots, grass, weeds, top organic soil not more than 150 mm depth and rubbish etc. up
to toe Line/Required width.
(B) Procedure
Toe line will be marked with the help of survey equipments.
Clearing of top grass bushes & shrubs are done mechanically with Excavator or
Dozer and manually.16
Stumps and roots are removed by the help of Backhoe and also the top soil up to
150 mm thickness shall be removed.
The materials arising after clearing and grubbing operational shall be disposed off.
The topsoil will be stocked for future use within provided ROW on other side of
widening area.
Ditches and Pits obtaining from uprooting of trees roots etc. shall be filled by
suitable material.
The density of fill material in ditches portion shall be checked as 85% w.r.t.
Laboratory Maximum Dry Density with help of Sand Replacement Method (IS:
2720 Part – 27).
The soil sample shall be collected from every 250 m interval after clearing and
grubbing within the toe line and shall be tested for Modified Proctor Test (IS :
2720 Part – 8),Gradation ,LL & PL and CBR Test in the field laboratory.
(C) Equipment
The following equipments will be used
1. Back Hoe cum Loader
2. Dozer
3. Grader
4. Roller
5. Water Tanker
6. Tipper Trucks
17
3.2.2 METHOD STATEMENT FOR EXCAVATION
(A) Scope
This work shall consist of excavation, removal and satisfactory disposal of all materials necessary for the construction of roadway, in accordance with requirements of these Specifications and the lines, grades and cross-sections shown in the drawings or as indicated by the Engineer. It shall include the hauling and stacking of hard rocks, boulders, hauling to sites of embankment and subgrade construction, suitable cut materials as required, as also the disposal of excess material to the designated spoil area, trimming and finishing of the road to specified dimensions or as directed by the Engineer
(B) Procedure
Working area within ROW for excavation is to be fixed according to drawing. Boundary / toe line points shall mark with lime.
The excavation shall be done by using manpower, excavator, blasting as per requirement to avoid minimum disturbance to the existing traffic.
The excavated material shall be classified in three categories and stocked / used or spoiled as appropriate. o Rock / Boulder o Useful material for embankment, GSB, Backfilling etco Excess Material / unsuitable material
The excavated slope will be trimmed properly and falling of loose material after completion of work will be taken care.
Required level will be marked on the each peg to control of excess excavation.
The Engineer will be informed through RFI for inspection of excavation sites and level checking.
After achieving final excavation level next activity will be executed.
(C) Equipment18
1. Excavator
2. Dozer
3. Tipper Truck
4. Tractor
3.2.3 METHOD STATEMENT FOR EMBANKMENT AND SUB-GRADE CONSTRUCTION
(A) Scope
Selection of borrow areas conforming to the requirements of specifications, building up each layer by compacting to the required thickness and compaction in accordance with lines, grades and cross-sections.
(B) Procedure
Working area within ROW for construction of embankment is to be fixed according to drawing. Boundary / toe line points shall mark with lime.
Approved earth from borrow area shall be brought to site with the help of tipper. Soil clouds larger than 75 mm size shall be broken manually before spreading.
Earth will be spread over the working area with the help of grader to the desired loose thickness. Layer thickness shall be constructed 250 mm to 275 mm in loose state and compacted to 175 mm to 200 mm thickness.
To control the loose / compacted layers thickness pegs will be fixed at each 50 m. interval.
Required level will be marked on the each peg for thickness control.
Natural Moisture of the Borrow material shall be checked at site with the help of Moisture Meter for each 250 Cum. of earth.
As per the laboratory OMC, water shall be sprinkled throughout the soil uniformly with the help of Control Water browser.
19
The earth will be spread and graded by Grader for uniformity. Then compacted with the help of vibratory roller of at least 5 to 6 passes consisting of Plain, Light, and Medium or High vibration. The Density should be checked for 95% minimum for Embankment and 97% minimum for subgrade of laboratory density.
If compaction is found less than 95% for embankment and 97 % for subgrade, the layer should be re-compacted with vibratory roller by sprinkle water if necessary. The density of layer shall be rechecked with respect to laboratory Maximum Dry Density with help of Sand Replacement Method (IS: 2720 Part – 27).
If the density of layer is not achieved, the layer shall be harrowed with the help of Grader. Then layer natural moisture content shall be checked with the help of Laboratory calibrated Rapid Moisture Meter. If the Moisture is less than OMC, Additional water shall be uniformly spread throughout and uniformly mixed by Mechanical means either by Disc Harrow / Grader.
If the Moisture Content found more than OMC required limit, then the bed is kept for drying for few hours until the earth will attained moisture nearer to OMC.
The Engineer will be informed through RFI for taking field density and level checking.
After achieving specified density next layer filling will proceed
(C) Equipment
1. Excavator2. Dozer3. Tipper Truck4. Motor Grader5. Vibro Roller6. Water Tanker7. Tractor
20
3.2.4 METHOD STATEMENT FOR GRANULAR SUB-BASE
(A) Scope
The work shall consist of laying and compacting of well-graded materials on a prepared and approved sub-grade. Materials shall be laid on one or more layers as per line and level, grade and cross section shown in the drawing or as directed by the Engineer.
(B) Materials
The material used in GSB shall be mixture of natural sand, moorum, gravel, crushed stone, shall satisfy Grading given in Table 400-2 of MORT&H Specification. The required testing will be done and test report will be forwarded to the Engineer after the tested material satisfied the specification requirement. The material for GSB shall be obtained from the approved source.
(C) Preparation Of GSB
Prior to laying of GSB, approved sub-grade is rolled with two passes by 80 – 100 KN smooth wheeled roller with slight sprinkle of water.
(D) Trial Run
A trial run will be prepared with the mix on the prepared Sub-grade to decide the loose spread thickness and water content so as to achieve the required compacted thickness of one layer of 150 mm.
(E) Spreading And Compacting
The Granular Sub-base (herein after called GSB) Material is spread with the
help of motor grader on the approved layer of Sub-grade. During spreading and
mixing by grader in site, water is sprinkled over the material by water browser
mounted on water tanker. Sufficient water is added taken into account of evaporation
losses so that moisture content of the materials should lie in between +1% & +2% of
optimum moisture content. 21
Immediately rolling starts with vibratory roller of 80 to 100 KN static weights
with plain drum. Rolling is done from lower edge towards upper edge longitudinally
for the portion having unidirectional cross fall and super elevation. For the portion
having cross fall in both sides, rolling should commence from outer edge towards
crown (center) of the road.
Each pass of the roller shall uniformly overlap not less than one third of the
track made in the previous pass. During rolling, grade and cross fall shall be checked
and any high spot or depressions, which become apparent, corrected by adding or
removing fresh materials. The speed of roller shall not exceed 5km/h. Rolling shall be
continued till the density of the layer is achieved 98% of the Maximum Dry Density.
(F) Equipment
1. Excavator2. Dozer3. Tipper Truck4. Motor Grader5. Vibro Roller6. Water Tanker7. Tractor
3.2.5 METHOD OF STATEMENT FOR WET MIX MACADAM
(A) Scope
The works shall consist of laying and compacting clean, crushed, graded aggregate and granular materials premixed with water into a dense mass on a prepared Granular Sub base Course to specified lines, grades and cross sections as shown in drawings, subject to a minimum thickness of 75 mm and max. Of 200 mm.
22
(B) Coarse Aggregate
Coarse aggregate shall be obtained from nearby approved quarry. Cone crusher will be installed at the quarry/camp sites. This crusher shall produce aggregates cubical / angular type so that flakiness and elongation indices are contained within the specified limit. If the water absorption of the coarse aggregate is more than 2%, soundness tests shall be carried as per IS 2386.
(C) Grading Requirements
The aggregate shall conform to the grading given in table 400-11 of technical specification. Material finer than 425 micron, shall have Plasticity Index (PI) not exceeding 6. The final gradation approved within these limits shall be well graded from coarse to fine and shall not vary from low limit on one sieve to high limit of adjacent sieve or vice versa.
(D) Plants & Equipments
Wet Mix Plant Paver (4.8 m Width) Grader Vibratory Rollers (80/100 kN) Dumpers Water tanker/ Browser Back Hoe cum Loader
(E) CONSTRUCTION PROCEDURE
(i) Preparation of Base
While constructing Wet Mix Macadam (Herein after called as WMM), arrangement shall be made for the lateral confinement of wet mix. This shall be done by laying materials on adjoining shoulder along with that of WMM layer. The preparation of mix, spreading of mix and compaction are done sequentially.
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(ii) Preparation and Transportation of Mix
WMM shall be prepared in the Wet Mix Plant at site. The mixed material shall be immediately transported to prepared sites by using tipper trucks.
(iii) Spreading
The plant mix WMM at OMC / within the variation limits from OMC as will be decided in the trial mix, be transported to the site in dumpers and shall be spread uniformly upon the prepared Sub-Base/Base in required quantities. The Mix shall be spread either by a paver finisher or motor grader as per site condition. For portions where mechanical means cannot be used, Manual means as per approved by the Engineer shall be used. The level and gradient will be controlled by the electronic sensors attached to the paver or with the level peg.
(iv) Compaction
After the mix has been laid on site to the required thickness, on grade and camber, then compaction is carried out with suitable roller to the full depth. For a compaction up to 200mm in a single layer, compaction shall be done with vibratory roller of 80 to 100 KN static weights with plain drum or equivalent capacity roller. The speed of the rollers shall not exceed 5 km/hour to ensure smooth finish and better compaction.
(v) Opening to traffic
After final compaction of WMM course the road shall be allowed to dry for 24 hours. Preferably no vehicular traffic should be allowed on the finished WMM surface till it has dried and covered with wearing course.
(F) SURFACE FINISH AND QUALITY CONTROL
Surface finish shall conform to the requirements of Clause 902, MORT&H specifications.
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3.2.6 METHOD OF STATEMENT FOR LAYING OF PRIME COAT
(A) Scope
The work shall consist of applicant of single coat of low viscosity liquid bituminous material over prepared Wet Mix Macadam Surface.
The prime coat shall be applied only on the top most WMM layer over which BM/DBM layers are to be laid.
(B) Materials
The primer used for prime coat shall be bitumen emulsion complying with IS 8887 and CSS – I Grade conforming to ASTM D 2397/AASHTO M 140. The particular grade and test certificate of prime coat will be submitted to the Engineer for approval.
(C) Weather & Seasonal Limitations
The priming shall not be carried out if the surface of WMM is wet, or if the weather is foggy, rainy, windy etc. or the temperature in shade is less than 100C.
(D) Rate of Spray
The rate of spray shall be 6 to 9kg/10sqm.
(E) Equipment
Priming shall be carried out by using self-propelled bitumen pressure distributor. The
distributor shall ensure that the material is sprayed uniformly and at specified rates and
temperatures.
25
(F) Preparation Of Base
The Wet Mix Macadam surface to be primed shall be swept clean, made free from dust
and be made dry. It shall be shaped to the specified grades and levels as per drawings.
It shall be free from any ruts, irregularities and segregated materials.
(G) Application
The prime coat shall be sprayed uniformly over the WMM surface. The temperature of the primer during application shall be such that the primer could be sprayed effectively through the jets of the spray bar.
(H) Curing
After the application of the Prime Coat, the surface shall be allowed to be cured for at least 24 hours so as to allow the penetration of the Priming Material into the WMM course. During this curing period no traffic of any kind shall be allowed to ply on the surface.
3.2.7 METHOD OF STATEMENT FOR DENSE BITUMINOUS MACADAM
(A) Scope
This work shall consist of laying in a single course a 50 to 100 mm – thick layer of DBM on a previously primed Wet Mix Macadam Layer, as per specified lines & grades.
(B) Materials
The source and test report of all material will be submitted to the Engineer before using the material.
(i) Bitumen
Bitumen shall be paving bitumen of Penetration grade S65 (60/70 penetration grade).
26
(ii) Coarse Aggregates
Coarse aggregate shall be obtained from the approved quarry. Two cone crusher shall be installed at the quarry site. This crusher shall produce aggregates cubical / angular type so that flakiness and elongation indices are contained within the specified limit.
(iii) Fine Aggregate
Fine aggregates shall be of the fraction passing 2.36 mm sieve and retained on 75
micron sieve, consisting of crusher run screening, sand or a mixture of both.
(C) Mix Design
(i) Requirement of Mix
Apart from conformity with grading and quality requirements of individual
ingredients, the mix shall meet the requirements set out in Table-500-11, MORT&H
specifications.
(ii) Binder Content
The binder content shall be determined to achieve the requirements set out in
Table-500-11, MORT&H specifications and traffic volume specified in the contract.
The Marshal method for determining the optimum binder content shall be adopted as
described in the Asphalt Institute Manual MS-2, replacing aggregates retained on 26.5
mm sieve by the aggregates passing 26.5 mm sieve and retained on 22.4 mm sieve
where approved by the Engineer.
27
(D) PLANTS & EQUIPMENT
Hot Mix Plant
Paver
Vibratory Rollers
Pneumatic Roller
Bitumen Sprayer
Dumpers
(E) Construction Operations
(i) Weather and Seasonal Limitations
The work of laying shall not be taken up during rainy or foggy weather / the base course is damp or wet or during dust storm or when the atmospheric temperature in shade is 10 deg. or less as specified in the MORT&H specifications.
(ii) Preparation of Base
The WMM surface already prepared to the specified lines, grades and cross sections shall be swept clean free from dust and foreign matters using mechanical broom or blown off by compressed air as specified in the MORT&H specifications.
(F) Prime Coat
A bituminous primer emulsion shall be used as per clause 502, MORT&H specifications over the WMM surface. The range of spraying temperature will be 20 to 60 deg as specified in the MORT&H specifications.
(G) Tack Coat
The binder for tack coat shall be Rapid Setting Emulsion and shall be applied as
per clause 503 of the MORT&H specifications.
28
(H) Preparation and Transportation of Mix
DBM shall be prepared in batch Hot Mix Plant. The mixing will be done in a twin shaft pug mill, which will produce a homogeneous mix. The mixture shall be transported from the batching plant in tippers covered with tarpaulin so as to maintain the temperature.
(I) Spreading
The mix shall be transported to the site by the dumpers covered with Tarpaulin, which shall slowly discharge the mix in the paver hopper, while both the tipper and paver will move forward steadily and slowly. The automatic sensor shall ensure that the mix is being laid to the proper line and grade and level. The direction of the paver will be guided by the string lines fixed with the stack & arms on both sides of the edges 0.5 m away from the edge. The paving will be done in one go for the full width or in two lanes running forward simultaneously. The temperature of the mix at the time of laying shall be between 120 to 140 deg. C. Transverse joints shall be cut vertically with asphalt cutter and a coat of bitumen Emulsion shall be applied before placing materials. In case hot joints cannot be made, cold joints will be provided with joint heater to attain about 80 deg. C before laying adjacent layer.
(J) Compaction
As soon as the mix has been laid to the paver, compaction shall be done with the help of a set of rollers moving at a speed not exceeding 5 km/hour following close to the paver. Rolling sequence will be as under or as established during laying trial stretch. Initial or breakdown rolling shall be done with 80-100 KN static weight smooth wheeled rollers. No vibration will be applied during the operation. Intermediate rolling shall be done with 80-100 KN static weight vibratory rollers. Vibrations shall be applied during this stage and the amplitude of vibration and the no. of passes required shall be decided after laying a trial bed. The final and finish rolling shall be done with 60-80 KN weight smooth wheeled tandem roller as well as a pneumatic tyre roller of 150-250 KN weight having tyre pressure of 0.7 MPa. No vibration will be applied in this stage. During rolling, wheels of rollers shall be kept moist by sprinkling water from the water storage fitted with the roller to prevent the mix from adhering to the wheels. The roller shall proceed on the fresh material with rear or fixed wheel leading so as to minimize the pushing of the mix.
29
(K) Arrangement for Traffic
The works shall be so executed that there is a minimum disturbance to the traffic. The traffic shall be diverted to this carriage-way by making proper diversions at suitable locations. Signboards indicating the locations of these diversions shall be fixed at desired positions.
3.2.8 METHOD OF STATEMENT FOR BITUMINOUS CONCRETE
(A) Scope
This work shall consist of laying in a single course a 25 to 100 mm – thick layer of BC on previously prepared bituminous course, as per specified lines & grades.
(B) Materials
The source and test report of all material will be submitted to the Engineer before using the material.
(i) Bitumen
Bitumen shall be ordinary paving bitumen or Modified Bitumen
(ii) Coarse Aggregates
Coarse aggregate shall be obtained from the approved quarry. Three cone crusher shall be installed at the quarry/camp site. This crusher shall produce aggregates cubical / angular type so that flakiness and elongation indices are contained within the specified limit.
(iii) Fine Aggregate
Fine aggregates shall be of the fraction passing 2.36 mm sieve and retained on 75 micron sieve, consisting of crusher run screening, sand or a mixture of both.
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(C) Mix Design
(i) Requirement of Mix
Apart from conformity with grading and quality requirements of individual ingredients, the mix shall meet the requirements set out in Table-500-19, MORT&H specifications.
(ii) Binder Content
The binder content shall be so fixed as to achieve the requirements of the mix set forth in Table 500-19. Marshall Method for arriving at the binder content shall be adopted.
(D) Plants & Equipment
Hot Mix Plant Paver Vibratory Rollers Pneumatic Roller Bitumen Sprayer Dumpers
(E) Construction Operations
(i) Weather and Seasonal Limitations
The work of laying shall not be taken up during rainy or foggy weather / the base course is damp or wet or during dust storm or when the atmospheric temperature in shade is 10 deg. or less as specified in the MORT&H specifications.
(ii) Preparation of Base
The DBM surface already prepared to the specified lines, grades and cross sections shall be swept clean free from dust and foreign matters using mechanical broom or blown off by compressed air as specified in the MORT&H specifications.
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(iii) Tack Coat
The binder for tack coat shall be Rapid Setting bitumen Emulsion and shall be applied as per clause 503 of the MORT&H specifications.
(iv) Preparation and Transportation of Mix
BC shall be prepared in batch Hot Mix Plant. The mixing will be done in a twin shaft pugmill, which will produce a homogeneous mix. The mixture shall be transported from the batching plant in tippers covered with tarpaulin so as to maintain the temperature.
(v) Spreading
The mix shall be transported to the site by the dumpers covered with Tarpaulin, which shall slowly discharge the mix in the paver hopper, while both the tipper and paver will move forward steadily and slowly. The automatic sensor shall ensure that the mix is being laid to the proper line and grade and level. The direction of the paver will be guided by the string lines fixed with the stack & arms on both sides of the edges 0.5 m away from the edge. The paving will be done in one go for the full width or in two lanes running forward simultaneously. The temperature of the mix at the time of laying shall be between 120 to 140 deg. C.
(vi) Compaction
As soon as the mix has been laid to the paver, compaction shall be done with the help of a set of rollers moving at a speed not exceeding 5 km/hour following close to the paver. Rolling sequence will be as under or as established during laying trial stretch.
(a) Initial or breakdown rolling shall be done with 80-100 KN static weight smooth wheeled rollers. No vibration will be applied during the operation.
(b) Intermediate rolling shall be done with 80-100 KN static weight vibratory roller. Vibrations shall be applied during this stage and the amplitude of vibration and the no. of passes required shall be decided after laying a trial bed.
(c) The final and finish rolling shall be done with 60-80 KN weight smooth wheeled tandem roller as well as a pneumatic tyred roller of 150-250 KN weight having tyre pressure of 0.7 MPa. No vibration will be applied in this stage.
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(F) Arrangement for Traffic
The works shall be so executed that there is a minimum disturbance to the traffic. The traffic shall be diverted to this carriage-way by making proper diversions at suitable locations. Signboards indicating the locations of these diversions shall be fixed at desired positions
3.2.9 METHOD OF STATEMENT FOR ROAD MARKINGS
(A) GeneralThe color, width and layout of road markings shall be in accordance with the Code
of Practice and as specified in the drawings or as directed by the Engineer.
(B) Materials
Road markings shall be hot applied thermoplastic compound and the materials shall meet the requirements as specified in Clause 803.4
(i) Hot applied thermoplastic compound :
This will be used by marking traffic stripes using a thermoplastic compound in the manner as outlined below:
(a) The thermoplastic compound shall be screeded / extruded on to the pavement surface in a molten state by suitable machine capable of controlled preparation and laying with surface application of glass beads at a specified rate. Upon cooling to ambient temperature, it shall produce an adherent pavement marking of specified thickness and width and capable of deformation by traffic.
(b) The color of the compound shall be white or Yellow as specified in the drawings or as directed by the Engineer.
(c) Where the compound is to be applied to cement concrete pavement, a sealing primer as recommended by the manufacturer, shall be applied to the pavement in advance to the stripes to ensure proper bonding of the compound. On new concrete surface any laitance and/or curing compound shall be removed before the markings are applied.
(d) Composition of Materials : The thermoplastic material shall be homogeneously composed of pigment, resins and glass reflectorsing beads.
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(ii) Reflectorsing glass beads : Type 2 reflectorsing glass beads as required vide Table 800-4 of MORT&H Specification will be used.
(iii) Application properties of thermoplastic material
(a) The material shall be melted in accordance with the manufacturer’s instructions in a heater fitted with a stirrer to give a smooth consistency to the thermoplastic material to avoid local overheating. The temperature of the mass shall be within the range specified by the manufacturer. The molten materials should be used as expeditiously as possible.
(b) After transfer to the laying equipment, the material shall be maintained within the temperature range specified by the manufacturer for achieving the desired consistency for laying.
The thermoplastic material shall get screeded / extruded at temperatures specified by the manufacturer to produce a line of specified thickness which shall be uniform in shape having clear and sharp edges.
(C) Method Of Operation
Marking shall be done by machine and for locations where painting cannot be done by machine, approved methods shall be used with prior approval of the Engineer. Control of traffic movement will be maintained by putting proper barricades so as to cause minimum inconvenience to traffic compatible with protecting the workmen. The pavement temperature shall not be less than 10 deg. centigrade during application. All surfaces to be marked shall be thoroughly cleaned of all dust, dirt, grease, oil and other foreign matter before application.
Thermoplastic paint shall be applied in intermittent or continuous lines of uniform thickness of at least 2.5 mm unless specified otherwise. Where arrows or letters are to be provided, thermoplastic compound may be hand-sprayed. In addition to the beads included in the material, a further quantity glass bead of Type 2, conforming to the stated specification, shall be sprayed uniformly into a mono-layer on to the hot paint line in quick succession of the paint spraying operation. The glass beads shall be applied at the rate of 250 grams per square meter area. The minimum thickness specified is exclusive of surface applied glass beads. The finished lines shall be free from ruggedness on sides and ends and be parallel to the general alignment of the carriageway.
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3.2.10 MACHINERY USED FOR ROAD CONSTRUCTION
Fig 4 Dumper Fig 5 Paver
Fig 6 Roller and Grader Fig 7 Pneumatic Roller
Fig 8 WMM Paver Fig 9 Hot Mix Plant
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3.3 METHODOLOGY OF CARRYING OUT STRUCTURAL CONCRETE IN BRIDGES AND CULVERTS
(A) Scope
The work shall consist of producing and placing the concrete of grade M-40, M-35, M-30, M-25, M-20 & M-15 by weigh batching in accordance with the specifications conforming to MORT&H, IS: 456 and the work specifications stipulated in the contract document.
(B) Setting Out
After completion of site preparation, alignment of structure of culverts and or minor bridges is marked on the ground with lime and /or string. With reference to its alignment other points of structures like wing wall, abutment wall are pegged. For construction purpose temporary bench marks (TBM) are also established near by the location of structure. The place of TBM shall be chosen in a such a way that it will not be disturbed by the construction activities and it shall remain in position until all the works are completed in that location.
(C) Material
(i) Cement
Cement confirming to IS: 8112 & IS: 12269 shall be used only after ensuring the minimum required design strength. Manufacturer’s test certificate shall be submitted to the Engineer for every consignment of cement. The certificate shall cover all the tests for chemical requirements, physical requirements and chloride content. Independent tests of samples drawn from the consignment shall be carried out at the site laboratory or in an independent laboratory approved by the Engineer, immediately after delivery.
(ii) Coarse aggregate
Coarse aggregate shall be produced from approved quarry in required sizes. It shall consist of clean, hard, strong, dense, non-porous and durable pieces of crushed stone or a suitable combination thereof as specified. Maximum nominal size of aggregate for various structural components shall confirm to the section 1700 MORT&H.
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(ii) Fine aggregate
Fine aggregate for structural concrete shall be clean, hard, strong and durable pieces of crushed stone or suitable combination of natural sand. They shall not contain dust, lumps, soft or flaky, materials, mica or other deleterious materials in such a quantity to reduce the durability and strength of concrete.
(iv) Water
Water shall be free from injurious materials like oils, acids, alkalis, salts, sugar, organic materials or other substances that may be deleterious to the concrete or steel. Potable water is generally considered satisfactory for construction purpose. Mixing and curing with seawater shall not be permitted.
(v) Reinforcement steel
Reinforcement shall be thermo-mechanically treated (TMT) deformed bars of grade Fe500 confirming to IS code 1786. Only uncoated steel shall be used as per shape and size shown on the drawing. It confirms to the specification or as approved by the Engineer.
Bending of reinforcement:Bar bending schedule is prepared and submitted to get Engineer’s approval before start of work. Bar schedule shall include number, shape and cutting length of bar and weight in respect of each type. A separate bar bending schedule shall be prepared for auxiliary bars like spacer, chairs etc.
Placing of reinforcement:Reinforcement shall be placed in accordance with the drawing and get inspected and approved by Engineer. After approval from Engineer, immediately pouring of concrete follows. Reinforcement shall be tied with binding wire in such a way that it shouldn’t be displaced while pouring the concrete on it.
Cover block are made of cement mortar with the same durability of surrounding concrete. Layers of bar shall be separated by space bars kept at approximately 1m interval and min. size is 12mm, or maximum size of main reinforcement, whichever is greater is used. Horizontal reinforcement shall not be allowed to sag between supports.
(D) Proportioning Of Concrete
In proportioning concrete, the quantity of both cement and aggregate shall be determined by weight. Cement is weighed from bulk stock at site and aggregates shall weigh separately. Water shall either be measured by volume in calibrated tanks or weighed. All measuring equipment shall be in a clean and serviceable condition. Their
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accuracy shall be periodically checked. Water cement ratio is maintained constant to its connecting value taking in to account of moisture content of aggregates. The amount of water to be added shall be adjusted to compensate the variation in moisture content due to weather condition.
Trial mixes :
The trial mixes of all grades of concrete shall be prepared by using samples of approved materials same as that are proposed to use in the works before commencement of work. The initial trial mixes shall be prepared at site laboratory. In all cases complete testing of all the constituent materials proposed in the design mix shall be carried out prior to making trial mixes. Additional trial mixes shall be carried out before the production, in case of substantial changes are made in the material or in the proportion of the materials to be used.
Equipments : Keeping in view of the equipments of the work, equipment proposed to carry
out is as under:
1) For production of concreteFor overall bridge length of less than 200 meters - batch type concrete mixer diesel or electric operated, with a minimum size of 200 liters, automatic water measuring system and internal weigher (hydraulic/pneumatic type)
For overall bridge length of 200 meters or more - concrete batching and mixing plant fully automatic with minimum capacity of 15 cu. m. per hour.
2) For Concrete Transportation :i) Concrete dumpersii) Powered hoistsiii) Chutesiv) Buckets handled by cranesv) Transit truck mixervi) Concrete pumpvii) Concrete distributor boomsviii) Belt conveyorix) Cranes with skipsx) Tremies
3) For Compaction of Concrete:i) Internal vibrators size 25 mm to 70 mm
ii) Form vibrators minimum 500 watts iii) Screed vibrators full width of carriageway
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3.3.1 TRANSPORTING, PLACING & COMPACTION OF CONCRETE
Transportation of concrete is carried by pumps. Pipe lines from the pump and to the placing area should be laid out with minimum bends. Concrete at the time of pouring should have temperature in between 5 to 40 degree Celsius. It shall be compacted to its final position within 30 minutes of its discharge from the mixture. Concrete shall be poured in horizontal layer of compacted thickness of 300 mm. Fresh concrete shall not be placed against concrete which has been in position for 30 minutes unless appropriate construction joints are provided. Placement of concrete shall not be carried out when the day temperature exceeds 40 deg. Celsius.
(A) Formwork
Only steel formwork shall be used. All bolts shall be countersunk. The use of approved internal ties or plastic spacer shall be used. Structural steel tubes are used as support for forms and form shall have minimum thickness of 4mm ply.
(B) Construction Joints
Construction joints shall be provided as minimum as possible and shall be as per drawings. Laitance shall be removed before fresh concrete is cast. The surface shall be roughed enough not to dislodge the coarse aggregate. Concrete may be brushed with stiff brush in its green stage at the location of construction joint. Fully hardened concrete shall be treated with mechanical tools to remove the laitance.
(C) Curing
Water curing shall be done with water specified in section 1000 of MORT&H exposed surface of concrete shall be kept continuously in a damp or wet condition by ponding or by covering with a layer of sacks, canvas, Hessian or similar materials and shall be kept constantly wet for a period of not less than 14 days from the date of placing the concrete.
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CHAPTER 4. MATERIAL INVESTIGATION SURVEY
4.1 Introduction
This chapter covers the preliminary report on soil and materials investigations for the project corridor for Bagodara – Wataman – Tarapur – Vasad road (SH-8). This chapter also details probable quarries and borrow pit locations for use as the sources of construction materials. An assessment of the existing embankments and pavement materials is also covered, and preliminary pavement designs are also discussed.
Testing procedures being followed are in accordance with Indian Standards, Association of American State Highways and Transportation Officials, and British Standards (IS/AASHTO/BS) wherever applicable to determine their suitability in accordance with MORT&H specifications, including those for stripping value and 10% fine value of aggregates.
The site was surveyed and various samples of soil, sand, aggregate etc. from carriageway, side shoulders, nearby quarry, and borrow area were collected and necessary tests have been carried out. The report of testing and suitability of materials are enclosed. The general terrain is plain along the proposed alignment. The detailed survey work for the materials have been carried out and borrow material was found suitable.
4.2 Material Survey
Road pavement component comprises of subgrade, sub base, base course and bituminous wearing course. Soil and aggregate are the prime material, which are available naturally and therefore its characteristics vary from place to place. In order to familiarize with the resources, properties and characteristics of these basic items, material survey is undertaken. Locations of borrow areas are assessed in terms of available approximate quantity. Aggregate quarries in the vicinity of project area are checked for number of crushers working over there along with production capacity. Resources of rock aggregate are surveyed to assess the approximate quantity that could be produced for use in road construction.
The samples of soil from borrow area, sand from river and aggregate from crusher are collected and tested to determine its suitability in construction of various component of pavement. Soil samples collected from borrow area were tested for Gradation, Atterberg limit, Free Swell Index, Modified Proctor test, CBR. Parameters like Crushing strength, Impact value, Water Absorption, Specific gravity, Stripping value test and coating were carried out on the aggregate samples collected from various quarries in order to determine its suitability. Resources of sand as well as water were also checked and samples thereof were collected to check the suitability as per specification. All the tests were carried out in accordance with relevant IRC / MORT&H / ASTM codes.
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4.3 Lead for materials
The following lead will be considered in preparing the estimate for the project road.
Earth (for Embankment and Subgrade) : 10 kmSand (Vasad) : 60 kmQuarry Material (Sayla / Sevaliya) : 140 kmAsphalt (Koyali Refinery, Vadodara) : 80 km
4.4 Soil from borrow area
Soil that can be used in sub grade and embankment are identified from various borrow area located in vicinity of project road. Soil sub grade is a layer of soil prepared to stand against load of road material, traffic load and environmental conditions. The load on pavement is ultimately received by the sub grade soil is overstressed meaning that the pressure transmitted on top of the sub grade is within the allowable limit, not to cause excessive stress condition or to deform the same beyond elastic limit.
Aggregate survey
Aggregate quarries close to project road are Sevaliya and Sayla at about 140 km from project site. These consist of series of hillocks containing hard rock basalt suitable for sub base, base course and bituminous work. From Sevaliya quarry, material was taken for testing and various tests were conducted and the results obtained were satisfactory. The material can be extracted from this quarry. The aggregates of all sizes are available here, which are required for various layers in the construction of pavement.
Resources for Sand
Sand is available from river Sabarmati near Wataman. Sabarmati river is on the alignment of project road at 30.5 km. The other source of the sand is from river Mahi near Vasad. The quality of sand from river is very good and can be used in the construction of the road. This sand has very less silt content and fineness modulus of 3.0 to 4.0%.
Water
The main source of water is surface water i.e. from river Sabarmati and Mahi. on the road alignment at km. 30.50 and km. 101.90. Both the river at this location are perennial. The samples of water were collected to test its pH value, sulphates, chlorides etc.
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Test Results of Aggregate, Borrow area soil, sand and water
Samples of soil collected from various borrow area, aggregate from identified quarries, sand from river and water samples from different resources were tested and result of same are produced in the latter part of this volume.
Other Material
Bitumen manufactured at Baroda Refinery in grade of 60/70, 30/40 are available. 60/70-grade bitumen is most appropriate for project road in consideration of traffic, rainfall, temperature and other environmental condition.
Cement
Cement of all types of varieties i.e. Ordinary Portland, Portland Slag Cement and Portland Puzzolana Cement confirming to relevant IS code is readily available in bulk quantity from market which can be used for various type of construction such as for Bridges, CD works, as filler material in bituminous courses etc.
Reinforcement Steel
Reinforcement Steel confirming to relevant IS code is readily available in market.
Locally available material
Locally available material like quarry spalls or any other material could be used in embankment or any other component of pavement.
Conclusion:
1. No problematic soil is met within the alignment.
2. In this area sufficient borrow areas and quarries are available within reasonable lead with required quantity so that potential material could be gainfully exploited without any hassles during the project implementation.
3. The aggregates from these quarries are excellent. The only problem being flakiness and elongation index, which varies from 30% to 40%. The rock crushing is being done by conventional Jaw Crusher. This problem might persist unless settings of screen is suitably adjusted or different crushing technology e.g. vertical shaft impactor (VSI) or rock on rock methods are employed.
4. There is no need to lease or otherwise establish Government Quarry for this project.
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List of Test carried out for Soils and Aggregate
Sr. No. Description
A. Soil & Borrow Area
1 Natural Moisture Content
2 Sieve Analysis of Granular Material
3 Free Swell Index
4 Atterbergs Limit
5 Modified Compaction Test
6 California Bearing Ratio
B. Granular material
1 Sieve Analysis
2 Atterberg limit
3 Ten percent fine value Test
4 Modified Proctor Test
5 California bearing ratio Test
C. Aggregates
1 Water Absorption
2 Flakiness Index & Elongation Index
3 Aggregate Impact Value
4 Specific gravity test
TABLE 1 List of tests carried out
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TEST
Fine Aggregate Report
This is with reference to above; we have received the sample of Sand for sieve analysis for Zone classification, Relative density. The test conducted as per I.S. 2386 part I and results of the same areas under:
SAMPLE TAKEN: 1000 gm.
Sieve Size
Wt. of Soil Retained
Weight of Soil retained (%)
Cumulative% massretained
% of passing
Limit as perI.S. – 383ZONE – II
4.75 104 10.4 10.4 89.6 90-100
2.36 81 8.1 18.5 81.5 75-100
1.18 216 21.6 40.1 59.9 55-90
600µ 224 22.4 62.5 37.5 35-59
300µ 242 24.2 86.7 13.3 8-30
150μ 88 8.8 95.5 4.5 0-10
PAN 28
Total 983
TABLE 2: GRADATION TEST (Sand)
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Sr.no Description Result I.S Requirement as per I.S 383
1 Zone classification: The above sample falls in
Zone –II --
2 Fineness Modulus 3.14 --3 Uniformity co-efficient from
the semi log graphCu = D60/D10
2.340 --
4 C0 = D302 / (D10 x D60)
0.833 --
5 Bulk Density in gm/cc 1.520 --6 Specific Gravity 2.578 --
TABLE 3: OTHER PROPERTIES
Name of Work
Six Laning of Bagodara – Wataman – Tarapur – Vasad Road from km 0.000 to km 101.900 of SH – 8SIEVE ANALYSIS OF GRANULAR MATERIAL
IS: 2720 (Part: 28)Type of Sample
Granular
Total Wt. Of the sample: 30015 g
I.S. Sieve Size
WeightRetained
PercentageRetained
Cumulative% Retained
% Passing SpecificationLimit
75 mm Nil Nil Nil 100 100 10026.5 mm 7920 26.39 26.39 73.61 55 - 754.75 mm 14005 46.66 73.05 26.95 10 - 3075 µ ` 6995 23.31 96.36 3.64 < 10 %
TABLE 4: SIEVE ANALYSIS OF GRANULAR MATERIAL
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Sr.No
No. ofBlows /Penetration
ConNo.
Wt. ofcan gmW1
Wt. of can& wetSoil. gmW2
Wt. of can& dry Soil.gm W3
Wt. of water (W2-W3)
Wt. ofDry Soilgm (W3-W1)
Moisture content%
( W 2-W3)X 100(W3-W1)
1 18 10 22.30 46.84 43.32 3.52 21.02 16.742 21 23 26.15 51.52 46.98 4.54 20.83 21.793 23 13 24.81 55.98 50.02 5.96 25.21 23.644 26 14 28.50 59.10 52.83 6.27 24.33 25.77
TABLE 5: LIQUID LIMIT AND PLASTICITY INDEX(I.S: 2720 part – v)
LIQUID LIMIT: 18.80%
PLASTIC LIMIT: %
PLASTICITY INDEX: N.P.
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PENETRATION mm
DIAL GUAGE READING
LOAD kg CORRECTED LOAD kg
0.0 -- --0.5 27 96.791.0 46 164.911.5 66 236.612.0 85 304.722.5 103 369.253.0 122 437.274.0 154 552.095.0 184 659.646.0 217 777.947.5 297 1064.74
Proving Ring Factor: 3.585
TABLE 6: California Bearing Ratio Test (IS: 2720 (PART – XVI)
CBR (Penetration At 2.5mm): 26.95 %
CBR (Penetration At. 5.0mm): 32.09 %
Hence CBR For Tested Sample: 32.09 %
No. of Layer – 5
No. Blows – 56 per Layer
Volume of Mould – 2250 cc
Surcharge Weight Used = 5000 gm
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Fraction SampleWeighttaken(A)gm
Wt.Retained
onflakiness
gauge(B) gm
Wt.Passingflakiness
gauge (A– B)
gm
Wt.Taken
(B)
Wt.Passing
elongation(C)gm
Wt.Retained
onelongation
(B – C)
PassingIS Sieve,
mm
RetainedIS Sieve
mm
1 2 3 4 5 6 7 863 5050 4040 31.5 742 667 75 667 627 40
31.5 25 946 885 61 885 820 6525 20 390 345 45 345 310 3520 16 300 273 27 273 244 2916 12.5 497 412 85 412 363 49
12.5 10 485 399 86 399 298 10110 6.3 434 296 138 296 216 80
Total 3794 517 3277 399
TABLE 7: ELONGATION & FLAKINESS INDEXI.S. 2386 (Part – I)
Flakiness Index ƩColumn 5 x 100 = 517 x 100 = 13.63% ƩColumn 3 3794
Elongation Index = ƩColumn 8 x 100 = 399 x 100 = 12.81% ƩColumn 6 3277
FI + EI = 13.63 + 12.18 = 25.81%
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DESCRIPTION SAMPLE – 1 SAMPLE – 2Total Weight of oven dry sample passing12.5 mm sieve and retained on 10 mmSieve (W1),gm
342 356
Weight of portion passing 2.36 mm sieve,(W2)gm
60 57.5
Weight of portion retained 2.36 mm sieve,(W3)gm
282 298.5
Aggregate Impact Value = (W2/W1)x100 %
17.54 16.15
Aggregate Impact Mean Value = (1+2) / 2 %
Average 16.85
Acceptance Criteria Specified: 30% Max.
TABLE 8: AGGREGATE IMPACT VALUE I.S. 2386 (Part – IV)
Sr.no Description Unit TestA Weight of Saturated Surface Dry
Sample(After 24 hrs. immersed in water)
gm 600
B Weight of Saturated Surface Dry Sample(After 24 hrs. dried in oven)
gm 594.5
C Water Absorption(A – B) / B * 100
% 0.925
Name of Sample: 18 MMSource: Sevalia
Initial weight of Sample taken: 600 grams
TABLE 9 : Water Absorption TestI.S. 2386 (Part – III)
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CHAPTER 5. PROBLEMS FACED DURING CONSTRUCTION
5.1 The following problems were faced during the construction at site
Some of the construction issues include workforce considerations, safety, time constraints, and the changing nature of the work. Non-construction challenges that Construction Managers face that are part of the business landscape include legal issues, government regulations, environmental concerns, and socio-political pressures.
The Bagodara-Vasad Highway passes through flood plain of river Sabarmati. The flood plain of the river Sabarmati gets inundated in a stretch of more than 10 km during high flood event of 100 year return period. This high flood level poses several problems for deciding formation level of the highway, provision of appropriate drainage, provision of cross-drainage work etc.
Flexible pavement is more susceptible under overtopping during heavy rain. Also embankment for providing formation width is equally susceptible to overtopping during heavy rain. Rutting and erosion of embankment virtually lead to failure of road formation work.
The existing pavement has riding surface fair to poor because it has a various surface defects such as cracking, bleeding, potholes, edge erosion etc. thus strengthening of existing pavement is needed for required design period.
Overtopping of the carriageway caused by the rain water during monsoon season causes damage to the road and vehicles are stranded and it leads to long spells of traffic.
Other problems include the significant negative, environmental impacts if any on account of the implementation of the project. There are certain benefits to the human and natural environment as a result of improvement of Bagodara – Wataman – Tarapur – Vasad road. The traffic currently using this section of SH-8 comprises of local transportation and long distance through traffic. These create traffic congestion leading to increase in travel time; higher vehicle operating costs and affects road safety. Improvement of this section will mitigate all these problems and will provide comfortable and efficient road transportation in the area.
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5.2 Following were the possible solution given for the above mentioned problems:
For the water logged area Longitudinal & transverse drains will be cut to dewater the area through sumps, for identification of artesian holes & to facilitate removal of unsuitable materials.
After dewatering, all rotten vegetation, marsh etc. will be removed grid wise which will be disposed off away from the site by tippers. When the area will be satisfactorily cleaned of the unsuitable soil, excavated ground levels will be jointly recorded.
Water will then be allowed to raise upto its maximum head so that a standstill condition is achieved. Rate of rise of water will be recorded regularly until zero rises is observed.
The boundary of the fully flooded area will then be measured and the water level will be recorded.
Crushed GSB granular mix will then be filled-up (without any stone dust / filler) by side tipping & dozing.
After filling every layer, compaction will be done by running excavator crawlers and then by vibratory compactors depending upon the firmness of the ground.
Granular filling will be continued upto the above mentioned water level upto maximum head ignoring afflux (raised water level), whatsoever.
After compact granular filling, dewatering of the area will be done through drains & sumps.
The top surface will then be made in proper level & grade & also in required compaction, dry & firm so that it becomes ready to receive the next higher layer of embankment in dry condition.
For the strengthening of base the filling of cracks and bituminous spray grout proposed to complete the required base before overlay.
To restore the area washed off during flood it is proposed that the section of road will be dug out and rebuilt with new crust layers.
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CHAPTER 6.0 CONCLUSIONS
The project on construction of six lane highway between Vasad and Bagodara
has been quite challenging and informative. The project is very good for learning
various aspects of actual design and construction of flexible pavement. During project
work various aspects of flexible pavement have been covered viz. type of survey,
traffic forecast, selection of design parameters, construction methodology, material
investigation survey and material testing etc. During site project team got opportunity
to visit actual construction and interaction with project implementation agencies. Also,
problem faced during the actual project implementation have been gathered along with
the project specific problem solution. Overall this Industry Defined Project remains
quite fruitful as final year project. Learning from various phases of this project will be
highly useful for the future work in this area.
*********
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REFERRENCES
1. IRC-37 Guidelines for the Design of Flexible Pavements , Third revision 2001
2. IRC-81 Code Of Practice for road signs, 2001 3. Ministry of Road Transport and Highways (MORT&H) Specifications for road
and bridge works, Fifth Revision
4. IS : 2720 ( Part 4 ) – 1985 Methods for Tests of Soil “Grain size analysis”
5. IS : 2720 ( Part 4 )-1985 Methods for Tests of Soil “Determination ( Of Liquid And Plastic Limit (Second revision )
6. IS 2386-1: Methods of Test for Aggregates for Concrete, Part I: Particle Size and Shape
7. I.S 2720 (Part 28)-1974 Methods for Tests of Soil “Determination of Dry Density of Soils In-Place, By the Sand Replacement Method”, First Revision (ninth reprint 2005)
8. I.S 2720 (Part 16)-1987 Methods for Tests of Soil “Laboratory Determination
of California Bearing Ratio (C.B.R) Value, Second Revision.
9. I.S 383-1970 Specification For Coarse And Fine Aggregates From Natural
Sources For Concrete, Second Revision.
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