A Report on

CONSTRUCTION, PLANNING AND PROJECT MANAGEMENT

At

L & T METRO RAIL, Miyapur Depot

HYDERABAD METRO RAIL PROJECT LIMITED

1

CERTIFICATE

This is to certify that the project entitled “CONSTRUCTION, PLANNING AND

PROJECT MANAGEMENT” is being carried out by the student mentioned

below and submitted during the academic year 2014-2015.

Mrinal Biyani (12/CE/47)

H S P SHUKLA S SANJEEVA REDDY

(PROJECT MANAGER) (PROJECT GUIDE)

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ACKNOWLEDGEMENT

I would like to express my deep sense of gratitude and profound thanks to Mr

Dheeraj Kumar, (Cluster HR Manager) and Mr. H S P Shukla (Project Manager) at

Miyapur depot, L&T-B&F division for granting permission to do our internship training in

this esteemed Organization .

All the Engineers who have helped in understanding the different aspects of the Construction

namely Mr Sanjeeva Reddy (Sr. Engineer and project guide Execution), Mr Jason Vinod

(Planning Manager), Mr Narsimha Rao (Quality Lab Engineer), Mr. Vishnu (Safety

Engineer), for providing the opportunity to gain experience in the practical point of view of

the theoretical concepts.

I would also like to thank the faculty members and placement committee of National Institute

of Technology, Durgapur for their constant support and guidance.

Finally, I also thank the people who have directly or indirectly helped in bringing out this

project report feasibly.

.

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CONTENTS INDEX PAGE NO

CHAPTER I ABSTRACT 09

CHAPTER II 1. INTRODUCTION 10

2. NEED FOR A METRO 11

3. FEATURES OF METRO 11

4. OVERVIEW 11

5. STATIONS 12

CHAPTER III 1. SITE PLANNING 14

2. LAYOUT OF MIYAPUR DEPOT 15

3. DESCRIPTION OF THE DEPOT 16

4. MPCS 19

5. TYPES OF SCHEDULE 19

CHAPTER- IV

ENVIRONMENT HEALTH AND SAFETY

1. OBJECTIVES OF EHS 25

2. GENERAL EHS PPE’S AND SAFETY DEVICES 26

3. GENERAL GUIDELINES 27

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4. SAFETY WORK PROCEDURES 28

5. PROCEDURES 28

6. PURPOSE 28

7. PPE 29

CHAPTER- V

A. QUALITY CONTROL

1. SOUNDNESS TEST ON CEMENT 30

B. TESTS ON AGGREGATES

1. SOUNDNESS TEST ON AGGREGATES 31

2. AGGREGATE IMPACT VALUE 32

3. FLAKINESS AND ELONGATION INDEX 33

4. ELONGATION INDEX 34

C. TESTS ON SOIL

1. FREE SWELL INDEX 35

2. ATTERBERG LIMITS 36

2.1. LIQUID LIMIT 37

2.2 . PLASTIC LIMIT 38

3. PLASTICITY INDEX 39

4. PROCTOR DENISTY 40

5. GRAIN SIZE ANALYSIS 40

6. CALIFORNIA BEARING RATIO 41

7. MOISTURE CONTENT 42

8. COMPRESSION TEST 43

9. SAND REPLACEMENT TEST 44

MEP

CHAPTER- VI - SITE EXECUTION 50

1 RETAINING WALLS 50

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2 MAINTENANCE BUILDING 53

2.1 TOPOGRAPHICAL SURVEY 53

2.2 CLEARING AND GRUBBINIG 53

2.3 DETERMINATION OF DEPTH OF EXCAVATION 54

2.4 SOIL INVESTIGATION 54

2.5 FORMATION OF TEMPORARY DRAINS 55

2.6 UTILITY IDENTIFICATIONS AND DIVERTIONS 56

2.7 FIXING OF SUERVEY CONTROL POINTS 56

2.8 TOP SOIL/ GARBAGE REMOVAL 57

2.9 TRACK AREA 57

2.10 NON TRACK AREA 57

2.11 FIXING OF SURVEY CONTROL POINTS FOR FILLING 58

2.12 TRAIL LENGTH 58

2.13 SPREADING AND COMPACTION 59

2.14 TOLERANCE 59

2.15 SAFETY REQUIREMENTS 60

3 MEP

UNDERGROUND SERVICES 61

3.1 PULPITS 61

3.2 DUCT BANKS 62

3.3 COMBINED TRENCHES 63

3.4 STORM WATER DRAINS 64

4. FORMWORK 66

5. ANCILLARY BUILDING 69

6. SERVICE BUILDING 69

7. AUTO COACH WASH PLANT 70

8. RR MASONRY 72

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CHAPTER -VII 1. P&M 742. MATERIAL MANAGEMENT 803. STORES 86

CHAPTER-VIII

CONCLUSION 90

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CHAPTER –I

ABSTRACT

This report has been made as a part of the training undertaken in the L&T Hyderabad metro rail. It

describes different technical entities learnt and noted down as observation. Whatever has been

learnt everyday was noted down which helped us a lot in preparation of the report. The engineers

on the site have explained details of the construction process. Site planning, site execution and

quality control laboratory responsibilities were observed and noted down. This training has helped

in gaining hands on experience on different aspects of the construction process and gave immense

knowledge about basic concepts and helped in understanding the theory concepts better. This has

been once in a life time experience as it is one of the most prestigious organization and getting a

chance to learn concepts from the employees of this organization has widened the knowledge and

depth of the subject.

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CHAPTER-II

INTRODUCTION

Larsen & Toubro Limited (L&T) is a technology, engineering, construction and

manufacturing company.

L&T Construction is India’s largest and most respected construction organisation with

over 65 years of experience and expertise in the field.

L&T Construction today is organised into four Independent Companies to allow for more

in-depth technology and business development as well as to focus attention on domestic and

international project execution.

The ICs are:

Infrastructure 

Buildings & Factories

Power Transmission & Distribution Projects

Metallurgical & Material Handling Projects

L&T Construction is the largest construction organization in the country. It figures among

the World’s 77th Top Contractors and ranks 29th in global ranking as per the survey conducted by

the reputed international construction magazine Engineering News Record, USA (August 2011).

L&T Construction’s cutting edge capabilities cover every discipline of construction – civil,

mechanical, and electrical and instrumentation engineering and services extend to large industrial

and infrastructure projects from concept to commissioning.

L&T Construction has played a prominent role in India’s industrial and infrastructure

development by executing several projects across length and breadth of the country and abroad.

For ease of operations and better project management, in-depth technology and business

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development as well as to focus attention on domestic and international project execution, entire

operations of L&T Construction are structured into four Independent Companies.

The Buildings & Factories Independent Company is equipped with the domain knowledge,

requisite expertise and wide-ranging experience to undertake Engineering, Procurement and

Construction (EPC) of all types of building and factory structures.

NEED FOR METRO Hyderabad stands 7th as the most polluted cities in India, to make Hyderabad a greener city

Metro plays a major role. Since metro uses the zero-emission electricity which will reduce the carbon emissions and

is eco-friendly. It provides a seamless transport network with reduced travel time. It will provide the economic activity and provide substantial employment.

FEATURES

Green eco-friendly mode of travel – reduces carbon emission, fuel consumption and pollution

Faster, safer and comfortable air conditioned travel with reduced travel time Seamless commuting with ultra-modern coaches Connects major offices, retail and residential areas Integration with existing rail terminals, MMTS and bus stations High frequency of trains – reduced waiting time User-friendly elevated world-class stations with lifts, staircases and facilities for the

disabled Parking facility at strategic locations along the route in the designated P&C areas Automatic ticket vending machines and automatic fare collection system Feeder buses to stations from different areas of the city Commuter-friendly shopping facilities at the concourse level at stations

OVERVIEWThe Hyderabad metro network will cover a total distance of 71 km across three corridors.

CORRIDOR 1: MIYAPUR to LB NAGAR 29 km, 27 stations

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CORRIDOR 2: JBS to FALAKNUMA 15 km, 16 stations

CORRIDOR 3: NAGOLE to SHILPARAMAM 28 km, 23 stations

STATIONS

The metro will include 66 ultra-modern stations with state-of-art depots and complete infrastructure.

The following Consultants are already on board: Independent Engineer - Louis Berger

General Consultant - AECOM Feedback Ventures Consortium

Programme Manager - Parsons Brinckerhoff

Design / Traffic Consultant - L&T Ramboll

This is phase I of the construction, if the metro is satisfactory then there will be phase II and

further construction will be taking place to connect different parts of the city much better. Then

the number of corridors will increase from three, as various others areas will also be covered

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The above picture shows different views of the station. The station has two levels, concourse level

for ticket booking and checking which is fully automated and the second level called the platform

level for the boarding of the metro, this level also contains lots of commercial buildings such as

shopping complexes and beverage shops etc. for the comfort of passengers.

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CHAPTER-III

SITE PLANNING:

PLANNING

Monthly, weekly and daily Reports are prepared from the planned work and communicated

to the site engineers. The execution of the work is monitored by a team of L&T Engineers. The

work is done in coordination with all departments like Execution, Mechanical, Electrical, P&M,

Safety, Planning etc. so that there will be no restriction for working and for safe execution.

Manpower is estimated based on standards derived from the past experience. From these

predefined guidelines the daily manpower requirement against the planned quantities of work is

estimated. Stock of materials is maintained according to the requirement conveyed to store one

week before based on the look-ahead plan.

The stage of planning and costing primarily consist of preparation of Accepted Cost

Estimate (ACE) & getting approved from the Regional Manager. For the preparation of ACE,

Planning manager has to analyze all the items of work, with all the cost associated with the site

infrastructure and other relative cost. With the reference of schedule of quantities, the rate of all

the items will be analyzed with the available resources and site conditions and final report will be

prepared committing the total cost and the percentage of profit produced by the project. Job cost

report (JCR) is another cost statement prepared and reviewed periodically. JCR at the beginning of

the project is ACE.

Layout of Miyapur Depot :

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Description of the depot :

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The depot spreads over an area of 105 acres, out of which 64 acres is currently being

developed and the rest is for further future development. The Hyderabad metro rail project is of

71.5km long which for convenience is divided in to 3 different corridors. Miyapur depot.

The depot is divided mainly into three areas

There is a maintenance building which is for the maintenance of the metro rail coaches

and consists of rolling stop girders for lifting purpose and manual wash area, where the coaches

(internal parts) will be washed manually and any mechanical checking of the coaches and engine

will be done by plant & machinery trained personnel. It also has under floor lathe (wheel lathe).

The depot is surrounded by compound walls as well as retaining walls. Retaining wall is

constructed all around the depot except near the office area to setup the boundaries and avoid any

intruders. Compound wall is constructed in all other areas of the depot. Compound wall is pre cast

and retaining wall is made of concrete masonry. There is track area and non-track area. Track area

is further filled with 12mm aggregate and murrum or gravel up to a depth of 1m.

Hyderabad Metro Rail has planned three maintenance facilities (train depots) for stabling

and maintenance of trains, rail systems and engineering maintenance vehicles.

Each line has a supporting depot where all the trains of that line shall be stabled in night.

These maintenance depots are manned round the clock and are equipped with all facilities and

resources required for efficient and effective maintenance of rail system assets.

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MIYAPUR DEPOT(105 acres )

DEPOT(63 acres)

P&C(38 acres)

TOD(5 acres)

Major facilities planned in these depots are:

Automatic train wash plant

Inspection and workshop bays

Offices

Depot control centre

Covered & open Stabling lines

Infrastructure maintenance facilities

Electrical & Mechanical workshops

Electronic repair shops

Open and outdoor storage facilities

Wheel profiling lathe

M&P for repair & overhaul

Training, conference rooms, Cafeteria etc.

The maintenance workshops are managed by a team of managers who plan, coordinate

and manage various activities in depot to ensure that the trains are well maintained and cleaned for

daily passenger service.

Structures and site layout:

1. Service Building

2. Stabling Yard

3. Wheel Lathe

4. STP/ETP Building

5. Maintenance Building

6. Train Unloading Area

7. P-way

8. Manual Wash Plant

9. Auto Coach Wash Plant 10. Guard Tower

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The depot spreads over an area of 105 acres, out of which 64 acres is currently being developed and

the rest is for further future development. The Hyderabad metro rail project is of 71.5km long which

for convenience is divided in to 3 different corridors. Uppal depot consists of OCC-operation and

control centre and administration building which consist of 6 floors (G+5) with a plinth area 12,000

sq.m. The control and operation of the depot will be controlled by the OCC.

It also consists of P&C area, where parking & circulation area is also covered. Train wash plant – the

train coaches will be cleaned and washed. The power required for the depot will be supplied by the AP

TRANSCO and obtained to the depot by the RSS- receiving substation. The power grid is being

constructed by the government just beside the depot. There is a test track which is used for testing the

rail track.

There is a stabling yard, for halting of the metro rail which is 6,000 sq.m area. There is a workshop

which is for the maintenance of the metro rail coaches and consists of rolling stop girders for lifting

purpose and manual wash area, where the coaches (internal parts) will be washed manually and any

mechanical checking of the coaches and engine will be done by plant & machinery trained personnel.

It also has under floor lathe (wheel lathe). The depot is surrounded by compound walls as well as

retaining walls.

Retaining wall is constructed where ever there is a chance of seepage of water from the nala or

sewage water drainage and where the soil is loose and there is a chance of collapse. Compound wall is

constructed in all other areas of the depot. Compound wall is made of brick masonry and retaining

wall is made of concrete masonry. There is track area and non-track area.

Track area is further filled with 12mm aggregate and murrum or gravel up to a depth of 1m. The

finished ground level should be maintained at 595.662 RL. From 596.562 to 596.662 there will be a

blanket layer of 1m thickness. Track area is 108945 sq.m and non-track area is 160985 sq.m. Internal

roads of 13km are laid inside the depot. Total area is further divide in to different zones. And each

zone is further divided in to different parts for convenience. Each sub part is further divided in to part

A and B. For better compaction crushed sand is used in zone-5 and zone-1 part A&B. Huge amounts

of black cotton soil was found during excavation in the south side, so there had been deep excavation

and the black cotton soil is replaced by filling either natural or engineering fill. There were seepage

problems also on the south side due to the soil (black cotton soil) so it had to be excavated and

removed and replaced by a filling.

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. MPCS (Management, Planning and Control Schedules):These are schedules defined for every site at the beginning of the Site Management with

following objectives:

To establish an overall plan for the Project.

To mobilize different resources like Labor, Materials, Staff, and Construction Equipment

as planned for different activities.

To establish a plan for the amount to be billed per month.

To manage the Working capital better

The above objectives are accomplished through the preparation of schedules S0 to S10

explained here under.

Types of Schedule:

S0 – Construction Schedule

S1 – Milestone Schedule

S2 – Milestone Schedule

S3 – P & M Schedule

S4 – Staff Schedule

S5 – Sub- contractor Schedule

S6 – Material Schedule

S7 – Specialized Agency Schedule

S8 – Direct cost Schedule

S9 – Indirect Schedule

S10 – Cash- flow Schedule

S 0 - Construction Schedule

This is the master construction schedule showing the activities sequence and the period in which

the woks are planned to be performed. This schedule forms the basis and input for all other

scheduling to follow. This serves as the basis for the day-to-day activity planning weekly and

monthly and 3 month look ahead schedule made at site. This schedule contains activity code,

activity name, start date, finish date, duration, bar chart etc.

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S 1 – Schedule of Invoicing

The schedule for invoicing is prepared with reference to the construction schedule S-0. The

quantity of work to be done each month and corresponding invoice value for each of the activities

is mentioned in this schedule. The product of quantity of work planned for the month and the

invoicing rate of the respective activities gives the invoicing for the month. Similarly, the invoice

value for the entire project is prepared. The mobilization advance payment of 10% of contract

value received from the Client is also mentioned in this schedule.

S 2 – Schedule of Milestone events

The milestone events in the S0 schedule are represented in this schedule with their estimated

duration of completion. Monitoring these mile stones gives the broad idea of progress of site. The

anticipated problems for the timely completion of milestone and necessary actions to avoid the

same are also listed along with the milestones.

S 3 - Schedule of Plant and Machinery

This schedule gives the comprehensive list of all the equipment required and their duration at site.

The duration is based on the construction schedule S0. This schedule will help the project team,

regional offices and Head resources department to enable timely arrangement of mobilization &

demobilization of P&M.

S4 – Schedule of Staff requirements

This schedule gives the details of staff requirement at site. This schedule assists the Head resource

department, cluster head and project team to arrange the timely mobilization of staff at site. This

schedule is also used to calculate the indirect cost in S9.

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S5- Schedule of Labour requirement

This schedule gives the labor requirement for the project based on S0 schedule. A histogram is

prepared for each category of worker month wise. It is seen that there are not sudden peaks or

troughs in the schedule resulting in either idle or shortage of labor during the tenure of the project.

Also, it helps in planning stage wise mobilization of labor, particularly skilled workmen like

carpenters, masons, welders, fitters, bar benders etc. Further, it serves in assessing the

requirements of labor housing and other amenities at site.

S6 - Schedule of material requirement

This schedule gives the monthly requirement of major construction materials viz. cement,

structural steel, reinforcement steel, sand, aggregates, PT strands etc.. The purpose of this schedule

is to convey the requirement well before, so as arrange for procurement of materials through site

stores or regional office, taking into consideration the lead time.

S7- Schedule of Specialized agencies

This schedule lists out the nature of works to be carried out by the special agencies and the

duration of these special agencies / sub-contractors at site. The works that are planned to be

carried out by special agencies in this project are post tensioning works, fusion bonded epoxy

coating of rebars, water proofing etc. This schedule assists in timely mobilization of the agency.

S8 – Schedule of Direct Cost

This list included the direct cost for each activity. The direct cost includes the cost of labour (S5),

Plant and Machinery (S3), materials (S6) and sub-contractor (S7). For the estimation of direct

cost, the planning section generates a unique cost / recon code for each activity. The total cost

incurred for completion of the activities (Labor, material, P&M, Sub-contractor) is arrived from

these recon codes.

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S9 - Schedule of Overheads (Indirect costs)

The indirect costs consists of various items such as Staff salaries, allowances, accommodation and

other facilities to the staff, temporary structures, labs and test setup, safety appliances, bank

guarantee and interest charges, insurance, postage, stationery, Xerox, telephone and fax,

subsidized food and other facilities at site, furniture, photos and videos, office equipments, etc.

S10 - Cash Flow

This shows the Cash inflow and Cash outflow in the site. Deficits arise because the invoices are

solved only after 60 days. The cash inflow is in the form of payments made by the clients for the

invoices raised and outflow is in the form of payments made to vendors, sub-contractors and the

purchase of materials.

Following are the documents that are being handled by planning department:

1) Preparation of construction schedules (S0 to S10)

2) Job cost report (JCR)

3) Review of cost statement

4) Monthly progress report

5) Client billing

6) MOM for progress review meeting

7) Quantity calculation

8) Document control (issue& maintenance of drawing)

9) DPR (Daily Progress Report)

10) Bulk material Reconciliation

11) Sub contractor billing

12) Work order management

13) S3 & S4 report

14) Stock statement

15) Internal Audit Report

16) Workmen productivity report

17) SIS (sales invoicing report) data for the month

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18) Monthly training report

19) Closure of NCR (Non Conformance Report)

20) Safety statistics report

21) P & M report

22) Customer Complaints/feedback/appraisal letters

23) Best practices adopted

24) First aid report

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CHAPTER-IV

ENVIRONMENT, HEALTH AND SAFETY (EHS)

The site has a full-fledged unit for Environment, Health, & Safety system to ensure that the

project work is being carried out in a safe manner. The objective of site EHS department is as

follows:

Objectives of EHS:

Establish & define line of command for resolution of all hazard prevention issues.

Define individual responsibilities hazard prevention & safety promotion responsibility at

each level of the construction team.

Identify highly hazardous operations within the scope of work and specify integrated

preventive measures to mitigate the same.

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General EHS PPE’S And Safety Devices:These are the various PPE’s and safety devices

which are used for various type of protection at site:

Head Protection: All personals engaged for this job has to wear safety helmet along with

chin strap.

Hand Protection: Appropriated hand gloves will be used for materials handling,

concreting, welding, grinding, gas cutting, for chemical handling & Electrical work.

Eye Protection: Suitable goggles must be ensured for the personnel deployed for welding

(Face Shield), Grinding, Gas Cutting, Concreting, Chipping etc. work at site.

Ear Protection: The personnel engaged in the noise zone such as compressor operator,

Pneumatic Vibrators & Breakers, DG Operator etc. will be equipped with suitable ear

protection.

Protection from Dust & other poisonous gases: Suitable nose mask, face shield are to be

used by the individuals to protect them from dust, fumes & poisonous and toxic gases.

Body protection: Appropriate body protection like Boiler Suit, Aprons must be used by

the concern personnel at site.

Fall protection: All personnel working over 2.0 meter height must have the safety belt

tied in his waste at the ground level. Further he will have to anchor the safety belt with a

fixed structure before starting the work at height. Some special type of safety belt like fall

arrest devices also will be in used according to the nature & area of work.

Fig: safety equipment

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General Guidelines which has to be followed in site:

1) Road Safety inside project: All the roads inside the project area must be in good condition.

The repair of the same from time to time should be ensure for safe movement of the vehicles

inside the project area will be not more than 15KM / Hrs. At places the boards indicating the speed

limit, diversions, steep slope, bend / turns will be provided so as to aware the operator about the

site safety rule pertaining to roads.

2) Access, Egress & workstation safety: Proper access to the work place will be provided by

suitable means before engaging workmen inside the work area. The accesses must be suitable,

stronger & firm enough as per the standard norm. The stacking of materials on the access points

should be avoided so as to facilitate the workmen for free movement. The housekeeping &

illumination of the on the access will be also ensured. The work area will be made clear from

unwanted materials. Suitable platforms are to be provided before allowing any workmen to work

at height. The elevated platforms are to be provided by our standard doka Form work system with

adequate supports so as to ensure the stability of the working platforms. The openings & cut outs

are to be strictly avoided in the work area or working platforms to avoid fall of person & materials

form height.

3) Safe use of construction power supply and upkeep / maintenance of Installations: The lay

out plan & sketch of construction power sub- stations cable laying is to be prepared. The cables

for construction supply must be routed through underground with cable indicators so as to locate

& maintain the same will be convenient. The sub stations & distribution Boards are to be

inspected regularly by the concern person (Electrical Dept.) at least once in a month. All the

power supply to construction site for portable tools must be routed trough circuit breakers or earth

leakage Circuit breakers.

4) Use, Maintenance and Inspection of Plant & Machinery: All the tools, tackles & portable

machinery are to be thoroughly inspected & checked before issuing them for site use. Further the

maintenance of all such machinery are to be conducted regularly in a proper interval (once in a

week) to ensure better utilization of the same at site. The maintenance of plant & machinery like

Cranes, Dozers, and Vehicles etc. ate to be conducted properly once in a week by the P&M Dept.

however the inspection for the same equipment will also carried out jointly by SED & P&M Dept.

once in month to ensure the safe use of the same in construction activities.

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The tools & tackles are to be thoroughly checked by the concern engineer for its capability &

suitability before deployment of the same at site.

5) Work Permit System: The work permit systems applicable for the site are to be followed.

I) Use of safe materials & personal Handling Devices as per requirement:

II) Special type of safety belts (fall arrester devices) will be used for the workmen engaged for

high rise structures, tower cranes operators etc. Fluorescent Jackets would be also in use by the

workmen engaged for tower crane signaling & other such jobs.

Safety Work Procedures: Procedures

Safety procedures provide specific step-by-step information for all the employees and

outline how to conduct a particular task.

Purpose

The purpose of safety at the site is to provide guidance for achieving compliance with the

requirements at the construction site. In addition to that we have to ensure that all the employers

and employees are trained properly and comply with the developed procedures.

The main aspects to be followed in safety are:

i. ELIMINATION

ii .SUBSTITUTING

iii. SUPPORTING

iv. ADMINISTRATIVE

v. PPE (People Protection Equipment’s)

i. Elimination:

This is adopted to reduce the effect of harm caused to the workers at the site or completely

eliminate the obstacle which causes problem to the worker.

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ii. Supporting:

This is adopted when elimination and substitution is not possible. In this the object is

provided with supports so that risk assessment is reduced.

iii. Substitution:

This is adopted when elimination can't be done i.e replacing the object which has the same properties in desired position.

iv. Administrative:

Barricades are provided by the administrative in prohibited areas which are generally of two types. The main aim of administrative by provide barricades in prohibited areas which generally by two ways.

1. Soft Barricades:

These are the barricades which are surrounded by soft plastic material.

2. Rough Barricades:

These barricades are surrounded by fencing wire.

PPE (PEOPLE PROTECTION EQUIPMENT):

It is general method where all the workers are provided with basic equipment’s to protect

themselves from danger by which reduction of harm will be less.

Generalise Rules And Regulations

This section shall detail the general HSE rules and regulations to be adopted in the site.

a. Use of Personal Protective Equipment’s and safety devices relevant to the site activities.

b. General housekeeping stacking of materials.

c. Road safety inside project.

d. Access, Egress, and work station safety.

e. Safe use of construction power supply and up keeping maintenance of installations.

f. Maintenance and Inspection of plant and machinery.

g. Scaffolding and formwork.

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CHAPTER-V

QUALITY CONTROL

Tests On Cement:

Soundness Test On Cement: Le Chatelier Method:

IS: 4031 (Part 3) – 1988.

It is very essential that cement after setting shall not undergo any change in volume,

because change in volume after setting of cement causes.

Cracks Expansion and Disintegration of concrete

The unsoundness is due to the following reasons:

If there is an excess of lime present in the cement

If cement would have undergone inadequate burning

Non uniform mixing of raw materials.

If there is large amount of magnesium and calcium sulphate content in the cement.

To achieve better properties of cement:

The magnesia content allowed in the cement shall not be more that 6%

 Calcium sulphate (CaSO4) i.e.. gypsum is added to the clinker while grinding to prevent

flash set of cement

The quantity of gypsum in cement manufacturing varies from 3 to 5 per cent depending

upon Tricalcium Silicate (C3A) content.

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Tests On Aggregates:

Soundness Test on Aggregates

The soundness test determines an aggregate’s resistance to disintegration by weathering

and, in particular, freeze-thaw cycles. Each fraction of aggregates is examined visually to see if

there is any excessive splitting, cracking, disintegration.

Sodium sulphate:

Specific gravity of solutions should be between 1.15-1.17.

Min 420gms of anhydrous salt is used per litre of water.

Solution is maintained at 270 +/- 10 C.

Magnesium sulphate:

Specific gravity of solutions should be between 1.29 -1.30.

Min 400gms of anhydrous salt is used per liter of water.

Solution is maintained at 270+/- 10 C.

Size of aggregate sieve size used to determine loss

40 to 20mm 16.0mm

20 to 10mm 8.0mm

10 to 4.75mm 4.0mm

Limits:

Loss with sodium sulphate 5cycles max 12%.

Loss with magnesium sulphate 5cycles max 18%.

Each cycle involves between 16 and 18 hours of submergence in the solution followed by

4 or more hours of drying.

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Aggregate Impact Value (AIV): (IS: 2386 – PART – 4)

This test is conducted to determine the toughness of aggregates by impact test.

Type of Material: 20mm and 10mm aggregate

Sieve: IS sieve of sizes 12.5mm, 10mm, and 2.36mm for sieving the aggregates.

Manually: Aggregate of specified size is taken in layers and tampered it with 25blows each and

repeating it 3times.

Machine: sample should be kept in AIV machine under 15blows and collect the sample.

Limits:

< 10% Exceptionally strong

10–20% Strong

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20–30% Satisfactory for road surfacing

> 35%Weak for road surfacing.

AIV should by less than 45%.

Flakiness Index and Elongation Index:

 IS 2386 (Part-I)

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Flakiness Index:

To determine the flakiness of the aggregates by standard flakiness gauge.

Type of Material: 20mm and 10mm aggregate.

Sieve: IS Sieve of sizes 63, 50, 40, 31.5, 25, 20, 16, 12.5, 10, 6.3mm.

Specifications:

 It consists of a frame with a sliding panel. The panel has lots of different standard lengths

and widths accurately cut.

Min 200pieces of each fraction is tested.

The amount of flakey material passing the gauge is weighed to an accuracy of at least 0.1%

of test sample.

Limits:

Test is not applicable for size less than 6.3mm.

Flakiness index for concrete is < 35%.

Flakiness index for bituminous and non-bituminous is max 15%.

Elongation Index: To determine the elongation of aggregates by standard elongation gauge.

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Type of Material: 20mm and 10mm aggregate.

Sieve: IS Sieve of sizes 63, 50, 40, 31.5, 25, 20, 16, 12.5, 10, 6.3mm.

Specifications:

Consist of a hard wood base with vertically mounted metal studs.

Min 200pieces of each fraction is tested.

The total amount of elongated material retained by the length gauge is weighed to an

accuracy of at least 0.1% of test sample.

Limits:

Test is not applicable for size less than 6.3mm.

Elongation index for concrete varies.

Elongation index for bituminous and non-bituminous is

TESTS ON SOIL Free Swell Index (FSC) :

IS: 2720 (Part 40)

To determine the free swell index of soil i.e. the increase in volume of soil without any

external constraint when subjected to submergence in water.

Sieve: 425 microns

Specifications:

34

Distilled water

Kerosene

Oven dry up to 1050 to 1150

Balance, with an accuracy of 0.01g

Graduated glass cylinder- 2 nos., each of 100ml capacity

Limits: Free swell index of soil is < 50%

Atterberg’s limits:IS 2720 (Part 5)

The objective of the Atterberg limits test is to obtain basic index information about the soil

used to estimate strength and settlement characteristics. The liquid (LL) and plastic (PL) limits

define the water content boundaries between non-plastic, plastic and viscous fluid states.  The

plasticity index (PI) defines the complete range of plastic state.

Liquid Limit (LL)

IS 2720 (Part 5)

35

This test is done to determine the liquid limit of soil i.e. the liquid limit defines the

boundary between plastic and viscous fluid states.   It is determined using a standard "Cone

Penetro Meter”.

Sieve: 425microns

Specifications:

Distilled water

Oven

Min 270gms of soil

Readings should be taken between 14 to 28mm

Min 4 readings should be taken

vessels

Errors considerations:

soil not uniformly mixed

handle turned too fast or too slow

height of fall adjusted improperly

Length of closure not 1/2 in.

Air drying of soil between trials.

Limits: Liquid limit of soil sample should be ¿ 40

36

Plastic limit

IS 2720 (Part 5)

This test is done to determine the plastic limit of soil i.e. the plastic limit defines the boundary

between plastic and non plastic states.

Sieve: 425microns

Specifications:

Distilled water

Oven

The rolled sample should be of 3cm

rolled threads of 3mm diameter

if water content is more threads can be <3mm

vessels

Large glass plate

Errors considerations:

 improper technique in rolling thread

thread not 1/8 in. diameter

moisture content of sample too small

air drying of soil before moisture content taken

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Limits: plastic limit of soil ¿ 20

Plasticity Index

 The plasticity index (PI) defines the percentage of moisture content in liquid limit and

plastic limit. The plasticity index of a soil is the numerical difference between its liquid limit and

its plastic limit. The liquid limit and plastic limit are both expressed as percent moisture content.

PI

Non plastic plastic viscous fluid

PL LL

Water content (w %)

Proctor density/Maximum Dry Density/Optimum Moisture Content of Soil.

IS 2720(part 8)

This test is done to determine the maximum dry density or proctor density or optimum

moisture content of soil using heavy compaction.

Sieve: 4.75mm, 19mm and 37.5mm

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Specifications:

Cylindrical metal mould  Oven Balances 5layers-each layer 55blows Min 5 readings Tampering rod

Limits:

Density of soil should be > 1.75 gm/cc

Grain Size Analysis:IS 2720 (part 4)

The grain sieve analysis determines the relative proportions of different grain sizes as they

are distributed among the size ranges.

Sieve: 100, 19, 10, 4.75, 2.75, 600, 425, 300, 150, 75 microns

Specifications:

Stack of Sieves with pan and cover

4hours of soaking

oven

39

Mechanical sieve shaker

Limits: Percentage content of Sand Gravel Silt

Cobalt etc…. will be known.

California Bearing Ratio Test (CBR):

IS 2720(Part 16)

The CBR is a measure of resistance of a material to penetration of standard plunger under

controlled density and moisture conditions. The test has been extensively investigated for field

correlation of flexible pavement thickness requirement.

Sieve: 19mm

Specifications:

Loading machine

Cylindrical moulds

Compaction rammer

Adjustable stem

perforated plate

tripod

dial gauge

filter paper

5 layers- 25blows

2nd sample - 40 blows

3rd sample - 55 blows

5kgs weights(2)

Filter paper

Fig: California bearing ratio

40

Limits:

It should not be less than 7%.

Moisture Content:

The method is based on removing soil moisture by oven-drying a soil sample until the

weight remains constant. The moisture content (%) is calculated from the sample weight before

and after drying.

Limits:

For fine-grained soils (maximum particle size 2 mm)

For medium-grained soils (maximum particle size 10 mm)

For coarse-grained soils (maximum particle size >10 mm)

Formula:

wetweight−dryweightdryweight

x 100

COMPRESSION TEST:

Is Code: Is: 4031 (Part 7)

Scope: This test procedure covers to find out consistency of cement.( OPC 53)

Apparatus:

1. Cube moulds of 50mm size (9)

2. Electronic Balance of capacity 1kg and sensitivity 1 gram

3. Planetary mixing

4. Flow table

5. Tamping rod

Note: OPC 53 grade. Test for 3 cubes each at 7,14,28 days curing

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42

SAND REPLACEMENT TEST METHOD

This test is done to determine the in-situ dry density of soil by sand replacement method as per IS: 2720 (Part XXVIII) – 1974. The apparatus needed is:

i) Sand-pouring cylinder conforming to IS: 2720 (Part XXVIII) -1974

ii) Cylindrical calibrating container conforming to IS: 2720 (Part XXVIII) – 1974

iii) Soil cutting and excavating tools such as a scraper tool, bent spoon

iv) Glass plate – 450mm square and 9mm thick or larger

v) Metal containers to collect excavated soil

vi) Metal tray – 300mm square and 40mm deep with a 100mm hole in the centre

vii) Balance, with an accuracy of 1g

PROCEDURE:

1)The pouring cylinder should be filled so that the level of the sand in the cylinder is within about

10mm of the top. Its total initial weight (W1) should be maintained constant throughout the tests

for which the calibration is used. A volume of sand equivalent to that of the excavated hole in the

soil (or equal to that of the calibrating container) should be allowed to runout of the cylinder under

gravity. The shutter of the pouring cylinder should then be closed and the cylinder placed on a

plain surface, such as a glass plate.

ii) The shutter of the pouring cylinder should be opened and sand allowed to runout. When no

further movement of sand takes place in the cylinder, the shutter should be closed and the cylinder

removed carefully.

iii) The sand that had filled the cone of the pouring cylinder (that is, the sand that is left on the

plain surface) should be collected and weighed to the nearest gram.

iv) These measurements should be repeated at least thrice and the mean weight (W2) taken.

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44

MEP (MECHANICAL ELECTRICAL PLUMBING)

The MEP services comprises of

Duct banks Combined trenches Pull pits Brickwork Sewerage and Effluent lines Drinking water supply Water treatment plant Fire protection system Harvesting pit

MECHANICAL

Duct banks

Scope of work : 1.8km Material : UPVC (Un-plastic poly vinyl chloride) Diameter of pipes : 250, 200, 150 mm Used at rail or road crossing.

45

Combined trenches

This is a concrete structure Cables are laid inside the trench Electrical cables pass through the support.

Pull pits

These are provided at regular intervals for maintenance purpose It is used for pulling cables.

Brickwork

Scope : 4.5km It is used for minor works like cables for street lights. Single cables are laid in the brickwork Solid bricks are used for this purpose.

Sewerage and Effluent lines

Scope : Sewerage - 2km Effluent - 1km

Material used : High density poly ethylene (HDPE)

Drinking water supply

Scope : 6.25km Material used : Chlorinated poly vinyl chloride (CPVC) Diameter of pipes : 150mm

Classification of drinking water

Municipal water Drinking water Irrigation water Bore-well

Water Treatment plant

The water from municipality and bore-well is mixed and passed through the water treatment process to remove any sort of impurities.

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The water treatment comprises of the following processes

PSF ACF (Activated carbon filtration) R.O. (Reverse osmosis) U.V. treatment

Harvesting pit

Harvesting pit is used mainly to collect the rain water in the specified region for re-utilisation.

The water is brought to the required location through Internal storm water system and External storm water system.

Internal storm water system

Scope : 11km Depth : 0.6-1.5 m Used for rain water harvesting

External storm water system

Used to transfer the water collected from catchment area to a water body Material used : Hume pipes Diameter : 12mm

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ELECTRICAL

FIRE PROTECTION SYSTEM

Features:

Sprinkle system is incorporated in Auxiliary and Service buildings.

The temperature of bulbs used in sprinkle system is

For typical room: 57 degree Centigrade

For kitchen: 87 degree Centigrade.

FRLS (Fire retardant low smoke) cables of size 4” or 6” are used.

Externally Fire hydrant system is provided.

Building management system is installed in the maintenance building.

The fire alarm panel consists of DETECTORS and HOOTERS.

Galvanized iron pipes are used in fire fighting system.

PLUMBING

Service building/Pump room

The service building consists of

Two fire fighting tanks One treated water tank

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One municipal water tank Two rain water tanks

All the tanks except fire fighting tanks are inter connected to each other by means of flanges in order to compensate for losses or low supply.

The two fire fighting tanks are connected to an electrical, diesel and jockey pump. The other tanks are connected to a hydro pneumatic pump.

CHAPTER-VI

SITE EXECUTION

RETAINING WALLSA retaining wall is a structure that retains (holds back) any material (usually earth) and

prevents it from sliding or eroding away. It is designed so that to resist the material pressure of the

material that it is holding back.

Types of Retaining Walls

An earth retaining structure casn be considered to have the following types:

1. Gravity Walls

2. Reinforced Gravity Walls

3. Concrete Cantilever retaining wall

4. Counter-fort / Buttressed retaining wall

5. Precast concrete retaining wall

6. Prestressed retaining wall

7. Brick

8. Brick Masonry retaining wall

9. Stone

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Retaining wall at site

Concrete Cantilever retaining wall is being built at site

A cantilever retaining wall is one that consists of a wall which is connected to foundation. A

cantilever wall holds back a significant amount of soil, so it must be well engineered. They are the

most common type used as retaining walls. Cantilever wall rest on a slab foundation. This slab

foundation is also loaded by back-fill and thus th e weight of the back-fill and surcharge also

stabilizes the wall against overturning and sliding.

They consist of a relatively thin stem and abase slab. The base is also divided into two parts, the

heel and toe. The heel is the part of the base under the backfill. The toe is the other part of the

base.

Use much less concrete than monolithic gravity walls, but require more design and careful

construction.

Generally economical up to about 25 ft. in height.

Can be precast in a factory or formed on site.

The need for cantilever retaining wall at site is

Basically to support the backfilled soil

To set the boundaries of the site

To avoid any intruders in the depot area

Resources Required

1. Workmen

2. Materials

RMC

Reinforcement

Formwork material

GI Binding wire 18 gauge

3. Equipment

Boom placer

Transit mixer

Autolevel

Total station

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Work Sequence

1. Survey and setting out

2. Excavation and disposal

3. PCC for levelling course

4. Foundation

5. Reinforcement

6. Formwork (footing)

7. RCC for footing

8. De-shuttering

9. Starter preparation

10. Reinforcement for wall

11. Curing

12. Backfilling works

13. Expansion joints

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Work Progress of retaining wall.

MAINTAINANCE BUILDING

Introduction

Trains require special facilities for storage and maintenance. maintenance facility or

depot will consist of a storage yard, a car cleaning area, an inspection and light maintenance

shed, a heavy maintenance shop and, possibly, a separate locomotive shop or at least an area

for locomotives if EMUs and the main service providers.

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BEFORE

AFTER

Workshops for railways are provided with tooling and equipment to allow a full range of

engineering tasks to be undertaken.  This will include milling, boring, grinding, planing and

cutting machines as well as part cleaning facilities (including bogie washing and car underframe

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cleaning or "blow-out" as it is sometimes called), plus electronic and pneumatic testing shops. 

Good storage and materials management facilities are also needed.  Computerised systems are

now widely available. 

Not only does the rolling stock require maintenance but also track work, traction power

equipment, signalling, communications equipment, fare collection systems, electronics of all types

and buildings maintenance.  The main depot of a railway has to be equipped to handle all these. 

Works trains will be needed to ferry equipment and staff to work sites along the line and these will

be serviced at the depot. Storage for hazardous materials and fuel must be in a secure place with

proper fire protection facilities.  Waste disposal must also be properly managed and waste

recovered if possible.

Reinforcement of footing of maintenance building

Fig.5.2.Columns of Maintenance Building under construction.

Excavation and Filling Works

Excavation and filling will be done to level the ground surface to the desired level i.e. after

completion of the project the level of the site should be same all over.

1. Borrow area

Necessary approval shall be taken before drawing the filling material from the

Borrow area. The borrow areas are indentified within the depot premises only which

comprises TOD Areas, Stabling yard area workshop area .Samples for borrow area shall be

drawn on 25 x25m grid point for every 500 mm deep till the depth of yield of soil from the

borrow area after removing the top soil 150 mm .

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2. Filling materials

Rock fragments of dimension larger than 50mm shall not be placed in the fill. The

filling stuff should be coarse grained soil classified by IS: 1498-1970 with materials

passing IS sieve 425microns shall be more than 50%.

The material shall be free from all the bushes, roots of trees, plants etc.

Rock fragments of dimension larger than 50mm shall not be placed in the fill.

Any filling material with sulphate content (SO3) exceeding 0.5% shall not be used.

The material when tested as per IS 2720 shall not have free swell index more than 50%.

The material when tested as per IS 2720 shall not have liquid limit more than 40% and

plasticity index more than 20%.

3. Blanket Layer Material:

The blanket layer material shall be course granular and well graded.

Skip graded materials shall not be used.

The material shall be well graded with Uniformity coefficient.

WORK SEQUENCE

Topographical survey

Clearing & Grubbing

Determination of depth of excavation

Soil investigation

Borrow area approval

Formation of temporary drains

Utility identification n diversion

Fixing of Survey control points for initial survey

Top soil /garbage removal

Removal of Naturally formed Boulders by Mechanical means and Control Blasting

Preparation of drains for perched water

Fixing of survey controlled points for filling

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Trail length

Spreading and Compaction

Spreading and Compaction in Trenches

Tolerances

Rectification of defected areas

Topographical Survey:

Survey control points:

i. The master survey coordinates and bench marks (BM) shall be obtained from

established interfacing with the viaduct contractor.

ii. From this master bench mark, temporary bench shall be established.

iii. These temporary bench marks are built of RCC pillars of size 600 X 600mm.

iv. The pillars shall be embedded into the ground to a minimum depth of 450mm.

v. The top of the pillar shall be provided with 100x100x6 MS insert plate with punch

at the centre.

vi. This TBM (Temporary Bench Mark) shall be uniquely colored and numbered.

vii. This TBM shall be calibrated once in three months; a new list of TBM’s shall be

circulated to all concerned with this work.

Clearing and Grubbing:

This survey shall be carried out to record the existing ground levels and contour maps shall

be prepared and submitted. The instructions given by the authorities during obtaining the

clearance shall be implemented for removal of trees. Other shrubs, grass, vegetation etc shall be

removed by excavators.

Determination of Depth of Excavation:The extent of excavation of garbage depth shall be till the waste is encountered and extent

of top surface soil will be till the vegetation routed are encountered, in no case it shall not be less

than 150mm.

Soil Investigation:

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Soil Investigation is carried out by a specialized approved agency with borehole method at

locations as identified by the Designers.

Borrow Area Approval:

Necessary approval shall be taken before drawing the filling material from the Borrow

area. The borrow areas are indentified within the depot premises only which comprises TOD

Areas, Stabling yard area workshop area .Samples for borrow area shall be drawn on 25 x25m grid

point for every 500 mm deep till the depth of yield of soil from the borrow area after removing the

top soil 150 mm.

Formation of Temporary Drains:

The formation of drains shall be started from the outlet end and the progress shall be prioritized.

These drains are not mandatory, purely for draining the rainwater during rainy periods.

Mark the centerline of the drain with the help of the surveyor.

Provide peg marks to show the drain bottom and top width at 10 m intervals, for the widths

shown in the drawing .

Fix the survey control points using 31 (dia) rods at an interval of 10 m.

The excavation shall commence at the highest point and proceed to the lowest point using

the excavators /back hoe loader.

Utility Identification & Diversion:Over Ground Utilities:

All visible utilities like trees , roads , culverts, street lights, etc. Shall be recorded in a

drawing showing the location the location by coordinates and shall be submitted to concerned

authorities to obtain clearances and alternatives

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Under Ground utilities: The ‘electrometers’ and the ‘pipe meters’ are scanned over the area to be excavated. Any utility

detected, a ‘beeping’ sound indicates existence of an underground utility.

The width of utility shall be marked to a length of 1 m by using chalk powder and manual

excavation shall be carried out very carefully to identify the utility.

Once it is identified, those locations shall be recorded in a drawing showing the location the

location by coordinates and shall be submitted to concerned authorities to obtain clearances and

alternatives.

Fixing Of Survey Control Points for Initial Survey:

The master survey coordinates and bench mark shall be obtained from established

interfacing with the viaduct contractor.

From this bench mark, temporary bench marks shall be established.

These temporary bench marks are built of RCC pillars of size 600 x 600 mm.

These pillars shall be embedded into ground to a minimum depth of 450 mm.

These TBMs shall be uniquely numbered and coloured. The coordinates of central punch

shall be recorded and a list of such TBMs shall be circulated to all concerned with the

works.

These TBMs shall be calibrated once in three months, a new list of TBMs shall be

circulated to all concerned with works.

Top Soil /Garbage Removal: The extent of excavation of garbage depth shall be till the waste is encountered and the

extent of top surface soil will be till the vegetation roots are encountered, in no case it shall not be

less than 150 mm. The area wherever the gravelly clay is encountered, the same shall not be

removed provided it is stiff and non –swelling in nature and complies with the below

properties .the limits of further excavation after removal of garbage waste are as follows:

Track Area:

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i. The depth of removal of top soil (garbage waste) is more than 1.5m from

FGL( Formation Ground Level) no further excavation is required, except removal

of top soil.

ii. The depth of removal of garbage or waste is less than 1m from FGL-the ground

shall confirm to the properties described in blanket layer material. If the soil

properties not satisfy above requirement, the excavation shall continue till min of

1m depth from FGL.

Non Track Area:

i. Depth of removal of top soil is more than 1.1m from FGL-no further excavation is

required expect removal of top soil.

ii. The ground (excavated surface) shall confirm to the properties of soil described in

blanket area. If the properties do not satisfy the above requirement, the excavation

shall continue till minimum of 1.1m deep from FGL. In case of water logged areas,

the depth excavation shall be continued to minimum 1.1m from FGL ignoring the

soil properties.

Fixing Of Survey Control Points for Filling:

From the temporary bench marks, survey control points for filling shall be provided.

Driving pegs made of 32 mm dia steel rod in the ground placed on the either side of filling

at every 10 m distance shall provide this control.

After spreading the soil, by tying a cotton thread to the two pegs on either side of the pegs

matching the top of plastic tape shall take the dips using steel tape .the dip measure shall

be 0.5m.

Trail Length Trail length of 60m long X 6 m wide ,each of thickness of 200 mm shall be

provided .The test sections, if are a part of permanent work and does not fulfill the requirements of

the ,shall be removed and disposed –off .

The compaction on the trail length shall start with two number of plain passes and stop

with one number of plain passes of roller .The number of passes in intermediate rolling shall start

from one vibratory passes and continue with each one increment of vibratory pass till the 100% of

59

degree of compaction is achieved. It is not necessary to give initial and final rolling passes for

every increment of intermediate vibratory rolling passes.

Spreading and Compaction:

The filling shall be carried out as shown in the typical layout and typical backfilling sections

for track area and non track area drawings.

Cut Formation /preparation of ground Spreading of barrow soil Compaction.

Tolerance:The permissible limits in these surface levels

For cut formations +/-25mm and

For layers in filling shall be within +20mm to -25mm required.

Safety Requirements All open excavation \ filling shall be suitably cordoned off by rigid barricading and warned

by placing caution signs.

All open excavation / filling shall be illuminated (minimum 33lux) during night to prevent

falling of persons into the excavation.

A responsible person shall constantly supervise all removal and excavation.

Suitable method for approach of the machineries shall be selected and adopted in the site.

Path of the vehicle carrying the earth shall be selected before commencement of the work

and the path shall be analyzed for the all sort of hazards.

All the excavation with more than the depth of 1.5m shall be barricaded with study

Barricading.

The barricading shall be placed 1.5m away from the edge of excavation.

Labors /drivers are not allowed to sleep under dumper or any other machinery. To prevent

this rest shed should be provided.

UNDER GROUNDING SERVICES

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Underground services are having greater advantages compared with other services. UGS

are constructed for easy and safe control of pipelines. UGS is having different types of trenches

which are having connection to the pulpit. Components of UGS are the following:

1. Pulpits

2. Duct banks

3. Combined trenches

4. Strom water drains

5. Sewer lines

6. Effluent lines

7. Water lines

PULPITS:

Pulpits are constructed for easy and safe repair of the required pipelines these pipelines are

connected to pulpits according to their design. This consists of manholes which are constructed on

top of the pulpits for easy entry into the pulpit. The pulpits are in rectangular, square, or circular

shapes based on their service and site locations.

Reinforcement of pulpits are mainly having 10 to 20 dia of steel at site

The diameter of the pipeline in the pulpits are 250mm

Mix design of M10 and M30 are used for construction

The height of pulpits is up to 4m

A sump is constructed at corner of the pulpit for removing of water which is coming from

the pipeline as leakage.

The height of pulpits is up to 4m

A sump is constructed at corner of the pulpit for removing of water which is coming from

the pipeline as leakage

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Fig 6.1.Pulpits

Duct Banks:

The connection between the pulpit to pulpit are said to be Duct Banks.Duct banks are

constructed in rectangular or square shapes. These help in avoiding pipeline damage due to heavy

load which acts on top of the soil.

Reinforcement of the duct banks are same as pulpits

The bar bending schedule of the duct banks are 8mm dia of main bars and distribution bars

at 100c/c

Mix design are M10 and M30

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Fig 6.2.Duct Banks

Combined Trenches:

Combined trenches consist a combination of all the pipelines like water lines, gas

lines ,communication, power, flush water, emergency water pipeline, effluent lines, storm water

drains etc.

It is having PVC pipes of diameter 250mm.

STORM WATER DRAIN:

A storm drain, storm sewer,stormwater drain or drainage well system (or) simply a drain or drain

system is designed to drain excess rain and ground water from paved streets, parking

lots,sidewalks, and roofs. Storm drains vary in design from small residential dry wells to large

municipal systems. They are fed by street gutters on most motorways, freeways and other busy

63

roads, as well as towns in areas which experience heavy rainfall, flooding and coastal towns which

experience regular storms. Storm drainage systems at Uppal depot are designed to collect and

drain the runoff of rainwater into the canal constructed adjacent to the project site.

DRAINAGE:

The effluent from all the maintenance pits, maintenance floor areas and refueling areas should be

drained in to a system fully segregated from storm water drainage.Where maintenance is carried

out in servicing areas the effluent from pit and floor must also be segregated from the storm water

drains.The installation of chemical treatment plant should be considered in connection with the

drainage discharge from maintenance pits. The output from the polluted drainage must be through

a suitable interceptor /Oil separator before discharge.

MANHOLE:

A manhole (alternatively utility hole, cable chamber, maintenance hole, inspection chamber,

access chamber or confined space) is the top opening to an underground utility vault used to house

an access point for making connections or performing maintenance on underground and buried

public utility and other services including sewers, telephone,electricity etc. Constructon of 81

64

manholes have been taken up at Uppal depot with shapes considered are Circular(35) and

Rectangular(46).The height of circular manholes being 3 to 4m with 175 mm wall thickness and

rectangular being 4 to 5 m height with 175mm and 200 mm wall thickness.

FORMWORK:

This is a die or a mould including all supporting structures, used to shape and support

the concrete until it attains sufficient strength to carry its own weight. It should be capable

of carrying all imposed dead and live loads apart from its own weight. 

INTRODUCTION TO   FORMWORK

 Formwork has been in use since the beginning of concreteconstruction.

 New materials such as steel, plastics and fiberglass are used in formwork.

 greater attention is being given to the design, fabrication, erection and dismantling

of formwork

DEFENITION:  As a structure,  Temporary which is designed to contain fresh fluid concrete.  Form it into the required shape and dimensions.  Support it until it cures sufficiently to become self supporting.The term ‘formwork’ includes the actual material contact with the concrete, known asform face, and all the necessary associated supporting structure.

REQUIREMENTS OF A GOOD FORMWORK SYSTEMIn order to successfully carry out its function, formwork must achieve a balance of following requirements:  Containment  Strength  Resistance To Leakage  Accuracy  Ease Of Handling  Finish And Reuse Potential  Access For Concerted  Economy

65

FORMWORK BASED ON MATERIALSTIMBER FORMSPlywood forms (in combination with timberHardboard formsALUMINIUM FORMSPLASTICSSTEEL FORMWORK

66

CONSTRUCTION OF FORMWORK:

•          propping and centering

•          shuttering

•          provision of camber

•          cleaning& surface treatment

DURATION TAKEN FOR REMOVAL OF FORMWORK

1        WALLS COLUMNS & VERTICAL SIDES

            OF BEAMS                                                                            1-2 DAY

2        SLABS                                                                                   3 DAYS

3        BEAM SOFFIT                                                                      7 DAYS

4        REMOVAL OF PROPS TO SLABS

            A) SLAB SPANNINIG UPTO 4.5M                                    7 DAYS

            B) SLAB SPANNINIG OVER 4.5M                                   14 DAYS

5        REMOVAL OF PROPS TO BEAMS

            AND ARCHES

            A) SPANNING UPTO 6 MTS                                              14 DAYS

            B) SPANNING OVER 6 MTS                                              21 DAYS 

TYPES OF FORMWORK

                        There are different types of formwork available for different purposes. Generally,

the formworks for vertical concreting are called wall forms and those for horizontal concreting are

called slab or floor forms.

traditional formwork

climbing formwork

sliding formwork or slipforming

permanent formwork

special forms

table form

ganged panel form

tunnel form

DOKA FormWork System.

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I. Doka System Components

            The various basic components that make up the various DOKA system are as follows:

1. Doka formwork beams

2. Doka formwork sheets

3. Dokadur panels

4. Doka floor props

5. Form ties and suspension cones

6. Multi-trip packaging

68

ANCILLARY BUILDING:

An ancillary building is any building that is used for storage or machinery near a

main structure. An ancillary building is a support structure to Maintenance Building.

It is an extension of Maintenance Building. This workshop will have a line at floor

level with provision of pits. Arrangement for repairs of Shutters, Rail Road Vehicles

and other ancillary vehicles will be provided. These vehicles will also be housed

here itself. Heavy lifting works can be carried out in main workshop. Ancillary

69

workshop will be used for storing OHE/rigid OHE (Over Head Equipment) parts

and their maintenance/repair for restoration of 25kV feed system.

SERVICE BUILDING :The Construction of Water services building situated near to OCC building and DCC building

have been taken up at the Uppal Metro Rail depot which supplies the Water to the entrie Depot.

Hyderabad Metropolitan Development Authority (HMDA) have acquired 150 acres of land for

Hyderabad Metropolitan Water Supply and Sewerage Board which supplies the water to this

Water Services building.The Water Services building consists Of Sump room (600sq.m ) and

Pump room (500sq.m) respectively. A Sump is a low space that collects any often-undesirable

liquids such as water or chemicals. A sump can also be an infiltration basin used to manage

surface runoff water and recharge underground aquifers.The Process of Rain water Harvesting has

been taken to collect rain water into the sump using Pipeline system. Pump room Pumps the

ground water(or sometimes rain water collected in the Sump) and supplies the water to the entire

Miyapur Depot.

Auto coach wash plant:

WORK SEQUENCE:

1. Survey & Setting Out.

2. Excavation and Disposal

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3. PCC Works for Levelling Course

4. Marking For Footings & Columns

5. Reinforcement for Footings & Columns

6. Form Work for Footing

7. RCC for Footing

8. De-Shuttering for Footing

9. Starter preparations

10. Curing

11. Construction joint Preparation

12. Fixing Starter

13. Construction of Columns/Pedestals up to Plinth Beam Bottom

14. Reinforcement work for Columns/Pedestals up to Plinth Beam bottom

15. Formwork fixing for Columns/Pedestals up to Plinth Beam bottom

16. RCC for Columns/Pedestals up to Plinth Beam bottom

17. De Shuttering for Columns/Pedestals up to Plinth Beam bottom

18. Construction Joint Preparations

19. Curing

20. Backfilling Works

21. PCC Works for Plinth Beam

22. Marking for Column and Plinth Beams

23. Reinforcement for Columns & Plinth Beams

24. Form Work for Columns/pedestals & Plinth beams

25. RCC for Plinth Beam

26. De-Shuttering of Plinth Beam

27. Construction joint Preparation

28. Starter Preparations for Columns

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29. Backfilling up to Plinth Beam Top

30. Reinforcement works for Columns

31. Formworks for Columns

32. RCC for Columns

33. De-Shuttering Work

34. Curing

35. Arrangement of HD tower staging for Beams and slab

36. Formwork for Beams & Slab

37. Reinforcement works for Beam & Slab

38. RCC for Beams & Slab

39. De-Shuttering Work

40. Curing

RR MASONRY:

Random rubble masonry: The rubble masonry in which either undressed or hammer dressed

stones are used is called random rubble masonry. Further random rubble masonry is also divided

into the following three types:

a. Un coursed random rubble masonry: The random rubble masonry in which

stones are laid without forming courses is known as un coursed random rubble

masonry. This is the roughest and cheapest type of masonry and is of varying

appearance. The stones used in this masonry are of different sizes and shapes.

before lying, all projecting corners of stones are slightly knocked off. Vertical joints

are not plumbed and flushed. Large stones are used at corners and at jambs to increase their

strength. Once "through stone" is used for every square meter of the face area for joining faces

and backing.

Suitability: Used for construction of walls of low height in case of ordinary

buildings.

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b. Coursed random rubble masonry: The random rubble masonry in which stones

are laid in layers of equal height is called random rubble masonry. In this masonry,

the stones are laid in somewhat level courses. Headers of one coursed height are

placed at certain intervals. The stones are hammer dressed.

Suitability: Used for construction of residential buildings, go downs, boundary

walls etc.

Squared rubble masonry: The rubble masonry in which the face stones are squared on all joints

and beds by hammer dressing or chisel dressing before their actual laying, is called squared rubble

masonry.

There are two types of squared rubble masonry. 

Coursed Square rubble masonry: The square rubble masonry in which chisel dressed stones laid

in courses is called coarse square rubble masonry. This is a superior variety of rubble masonry. It

consists of stones, which are squared on all joints and laid in courses. The stones are to be laid in

courses of equal layers. and the joints should also be uniform.

Suitability: Used for construction of public buildings, hospitals, schools, markets, modern

residential buildings etc and in hilly areas where good quality of stone is easily available.

Un coursed square rubble masonry: The squared rubble in masonry which hammer dressed

stones are laid without making courses is called un coursed square rubble masonry. It consists of

stones which are squared on all joints and beds by hammer dressing. All the stones to be laid are

of different sizes.

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Suitability: Used for construction of ordinary buildings in hilly areas where a good variety of

stones are cheaply available.

Dry rubble masonry: The rubble masonry in which stones are laid without using any mortar is

called dry rubble masonry or sometimes shortly as "dry stones". It is an ordinary masonry and is

recommended for constructing walls of height not more than 6m. In case the height is more, three

adjacent courses are laid in squared rubble masonry mortar at 3m intervals.

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CHAPTER-VII

P&M:It is the plant and machinery division which is mainly responsible of all the electrical and heavy

machinery and maintenance of them. The diesel generators which are used for providing power

during power cuts or power failure maintenance of it is also maintained by the P&M people.

Any repair and problem of the instrument or vehicle owned by the clients is taken care by these

people.

PLANT AND MACHINERY10.1 CONCRETING

Concreting which consists of concrete batching, transporting and placing, is a major construction

operation. Work Study of concreting processes can lead to significant productivity improvements.

It is also useful to compare a few alternatives before deciding on an optimal concreting method.

Sophistication

Cement Pumped & Stored in Silos

Batching Computerized Weigh Batching

TransportationDelivery in Transit Mixers 6 cum Capacity up to 30 Km distance

PumpingAchieved in Cement Plants up to 80M Height & Other projects up to 28m Height

Standardization

Materials From Standard predetermined source

Mix DesignPush button Controls to recall any design mix proportions stored

Quality Regular Quality checks on Materials and Plant

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10.2 PLANT AND MACHINERY

Batching plant

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THE ASSURANCE OF QUALITY

L&T Concrete has received ISO 9002 Certificate

Effectiveness of L&T Concrete lies in the technology used at all stages - from mixing

to delivery.

L&T's experience in the cement industry both as a manufacturer and major consumer

L&T's technology and the quality of the concrete are on par with international standards.

Checking raw materials for conformity to IS

L&T Concrete undergoes full-fledged lab tests

L&T Concrete ensures customer's satisfaction

Advanced Concrete Technologies

10.2.1 Utilization of fly ash (PFA)

This makes the concrete more water tight (impermeable) thus preventing initiation of

corrosion in steel embedded with concrete.

Compressive Strength and rate of gain of strength remains unchanged and concrete

becomes more economical.

Very good for concreting of foundations more than 1.2M depth due to reduced heat of

hydration.

10.2.2 Utilization of slag (GGBS)

This makes the concrete more resistant to sulphates and chlorides.

Useful for concrete in coastal areas.

Not as economical as using fly ash (PFA) but equally durable.

Controlled low strength material (CLSM)

To back fill trenches and narrow gaps around foundation

Costlier than soil but needs no compaction and it is self-leveling

Can be excavated later

It is cement based

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10.3 Concrete admixtures

Concrete is the most famous building material in the world of building due to its great properties

and availability all around the world, it is consist of crushed stone in different sizes and

percentages mixed together with cement and water to have concrete mix. But with the modern

technology in the world of building and the increase need for improved properties of concrete to

match with these modern buildings such as when casting concrete for some members in the

building that have a very dense steel bars, we have to improve the workability of concrete by some

additive materials called concrete admixtures. Admixtures added to concrete can modify its

properties on both the fresh and hardened stages, but it is used mostly to modify the properties of

fresh or plastic concrete.

What types of chemical admixtures are available today?

1. Accelerators: speed up the hydration (hardening) of the concrete.

2. Retarders: slow the hydration (hardening) of the concrete, and are used in large or difficult

pours where partial setting before the pour is complete is undesirable.

3. Air-entertainers: add and distribute tiny air bubbles in the concrete, which will reduce damage

during freeze-thaw cycles thereby increase the concrete’s durability.

4. Plasticizers: (water-reducing admixtures) increase the workability of plastic of fresh concrete,

allowing it is placed more easily with less consolidating effort.

5. Super plasticizers: (high-range water-reducing admixtures) are a class of plasticizers which

have fewer deleterious effects when use to significantly increase workability. Alternatively;

plasticizers can be used to reduce the water content of a concrete (and have been called water

reducer due to this application) while maintaining workability. This improves its strength and

durability characteristics.

6. Pigments: can be used to change the color of concrete, for aesthetics. Mainly they are ferrous

oxides.

7. Corrosion inhibitors: are used to minimize the corrosion of steel and steel bars in concrete.

8. Bonding agent: is used to create a bond between old and new concrete.

9. Pumping aids: improve pump ability, thicken the paste and reduce dewatering of the paste.

 Finally the different types of admixtures will result to the differentiation of concrete types.

10.4 ADMIXTURE:

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GLENIUM™B233

High-performance super plasticizer based on PCE (polycarboxylic ether) for concrete.

Description

IT is an admixture of a new generation based on modified polycarboxylic ether. The product has

been primarily developed for applications in high-performance concrete where the highest

durability and performance is required.

GLENIUM B233 is free of chloride & low alkali. It iscompatible with all types of cements.

10.4.1 Uses

Production of Rheodynamic concrete

High performance concrete for durability

High early and ultimate strength concrete

High workability without segregation or bleeding

Precast & Pre-stressed concrete

Concrete containing pozzolans such as micro silica, GGBFS, PFA including high volume

fly ash concrete.

Advantages:

elimination of vibration and reduced labour cost in placing

Marked increase in early & ultimate strengths

higher E modulus

improved adhesion to reinforcing and stressing steel

better resistance to carbonation and other aggressive atmospheric conditions

lower permeability - increased durability

reduced shrinkage and creep

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Machinery Used:

GRADING:

GRADER

Transportation:

Transit mixer

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Pumping:

MATERIAL MANAGEMENT12.1 Importance:

In any project, whether it is a Thermal, Hydel, Building, Airport, Roads/Bridges etc., the

cost of materials vary from 50% to 60% of total Project Cost.

Any saving on this estimated cost directly get added to the Profit.

Hence, for any company, Materials Management is a serious & important subject.

12.2 Objectives

To Provide

OF THE RIGHT QUALITY

IN THE RIGHT QUANTITY

AT THE BEST PRICE

AT THE RIGHT PLACE

AT THE RIGHT TIME

AT MINIMUM COST

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12.3 Responsibilities of materials department:

Global supply chain management

Optimization of materials cost

Finalization of rate agreement/MOU for volume based items

Tendering support for material prices

Execute sub contracts where material is involved along with services

Coordination of HQ/cluster/sites for smooth flow of vehicles

MIS reporting and training.

Functions:

purchase inventory control logistics disposals

Major category:

Bulk Materials – Steel, Cement, Aggregate, Sand, Bitumen

Tools & tackles- Small Machines

Consumables – Electrode, Gas, Binding Wire, Paint, Plywood

Spares – For various Equipment’s

PROCESS OF MATERIAL MANAGMENT

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INVENTORY

STORES:

Stores management is part of the overall function of materials management.

THE MAJOR RESPONSIBILITIES OF THE STORES ARE

Identification of all materials stored

1. Receipt of incoming goods2. Inspection of all receipts3. Storage and preservation4. Materials handling5. Packing6. Issue and dispatch7. Maintenance of stock records8. Stores accounting9. Inventory control10. Stock taking

STORE AT MIYAPUR DEPOT CODIFICATION OF MATERIALS

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REJECTED MATERIALS MATERIALS UNDER INSPECTION

ROOM FOR OIL AND LUBRICANTS

ORGANIZATION CHART

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store incharge

EIP Operator Bulk Materials Receipts

Material Receipts/Issues Documentation

DIFFERENT DOCUMENTS USED IN STORES

BOX FILES

1. Inward dc file2. S/c introduction letters3. Despatch dc copies4. MRM files in sl. Wise with dc.s5. DCRN-in6. DCRN-out7. MTCS file8. Repair DC file

FLAT FILES

9. Staff authorisation letters10. Project quality plan11. Source approval12. Cylinder dc file13. Staff matters14. Calibration certificates15. Rejection file16. MR register – civil17. MR register – p&m

REGISTER

18. Inward register19. Despatch register20. Staff issue register21. Dept. Workmen issue register22. Sub contractor issue register23. Cement register(bulk)24. Robo sand receipts register25. 12mm metal receipts register26. 20mm metal receipts register27. Wood register28. Auto level issue register29. Non capitalised register30. Capitalised register

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31. Cylinder register32. Fly ash register33. Structural steel receipt register34. Reinforcement steel register35. Diesel register

COST AND QUANTITY ESTIMATION

Cost estimation is a well formulated prediction of the probable cost of a specific construction project.

The conceptual cost estimate is becoming more important to owners, architects and builders. It is a tool for determining required funding and to gauge the needs of a project. This tool continues to be refined during the design stages of the project.

The cost estimate accounts for all times that will generally be included in the general contractors bid. The cost estimate is prepared by breaking down the items of work using a standard format and determining the cost of each item from experience and a data base of current construction cost information.

A problem with cost overrun can be avoided with credible, reliable and accurate cost estimate.

An estimator or quantity surveyor is professional who prepares cost estimates.

The bill of quantities (BOQ) for project is prepared based on the bill of materials (BOM) calculated for the same. To calculated the BOM’s standard calculation procedures are followed with the help of architectural drawings and specifications provided. Once BOM’s are calculate the BOQ’s are prepared by following the appropriate course.

Apart from being a tool in estimating cost, estimation of quantities also helps check the requirements of quantities of various works in order to avoid wastages and shortage of materials

TYPES OF COST ESTIMATE::

Cost estimate fall into two groups: conceptual estimates and detailed estimates. Each can be broadly defined as follows

CONCEPTUAL ESTIMATE: Conceptual estimating or parametric estimating is the process of establishing a project’s cost, often before any graphical representation of a facility has been developed. These are used mainly for budgeting purposes.

DETAILED ESTIMATE: The detailed cost estimate is the product of a process whereby the cost of a proposed construction project is predicted. The estimate is prepared by breaking down the items of work in a orderly manner and logical basis, determining the cost of each item from experience and summarizing the total.

APPROXIMATE METHODS OF COST ESTIMATION:

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Approximate Quantities Method: In approximate quantities method all-in-price of each different element or component of building is worked out as a accurately as the first step. The number of units for each element or component are worked out approximately and multiplied by the all-in-price per unit. All the different elements of the building when added up will give the approximate cost of the building, after making an allowance for sundry items overlooked.

The method requires more time thsn other methods, but will yield s result more nearer to the final actual cost, depending on the efforts and experience of the estimator.

EMPERIACAL FORMULAE METHOD

The quantities of materials and labour days multiplied by the current market rates for the same ,yield approximate construction cost of the building when added up.

BUILDING COST INDEX METHOD

The building cost index method of approximately estimating the cost of a building is suitable for govt. dept. like CPWD/MES/Railways etc. whose construction activity continues year after, and is spread all over the country .average cost of the construction of a particular type of building, in the usually head quarter region of the department, in a particular year is worked out for the particular type of a building is allotted the index 1, and the particular year is treated ass base year. With this, the variation in the price due to passage of time as well as regional difference in construction costs can be monitored, and efficiently used for preparing approximate estimates.

NUMBER AND TIMING: The number of cost estimates required will be project owner specific, and will generally be linked to the various design phases of the project. A cost estimating approach to a typical project, which dedicates the number and timing of cost estimates, can be summarized as follows:

PRE-DESIGN PHASE:

Prior to the commencement of construction and/or design the cost estimator prepares a cost model and budget cost plan for the project. The cost model establishes a construction budget and defines how the project budget is to allocated among various building systems. The cost model also confirms the project scope and identifies any costs or work to be funded separately.

Schematic/Design Development Phase:

The cost estimator works as an integral member of the design team to evaluate design decision made throughout the design phases against the pre-established cost model. This approach allows the cost management team to provide an integrated value engineering process throughout the design phase. At the end of the schematic design and design development stages, the cost estimator produces a comprehensive cost estimate. The estimate is compared against the cost model developed during the pre-design phase of the project.

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Contract document phase:

Further cost estimate are prepared upon completion of thge 50% and 100% construction document stages.

ACCURACY:

The cost estimate is based on the measurement and pricing of quantities wherever information is provided and/or reasonable assumptions for other work not specifically covered in the drawings or specifications. Unit rates are based on historical data on historical data and discussions with contractors and sub-contractors.

The unit rates reflect current bid in the area. All units to subcontractor work include the subcontractors overhead and profit unless otherwise stated.the mark-ups cover the costs of field overhead, home office overhead and profit and range form 15% to 25% of the cost for a particular item of work.

Pricing reflects probable construction costs obtainable in the project locality on the data of cost estimate of probable costs. This estimate is a determination of fair market value for the construction of the project.

COST ESTIMARTE DETAILS

UNITS OF MEASUREMENT FOR PRICING

The unit of measurement is dedicated by the specific item and also by the level of estimating detail

Concrete cubic meter (m3)

Reinforcement steel metric ton (MT)

Formwork square meter (m2)

Excavation and backfilling of soil cubic meter (m3)

Sheeting square meter (m2)

COMPONENTS:

Costs estimates are broken down into different sections, which can be referred to as components,

elements or divisions. Cost estimators will generally use o component format for their cost

estimates. Components are basic parts of construction or groups of building systems performing a

specific function(s). Construction costs are segregated by component for comparison and analysis.

Following is a brief description of each component in a typical component format estimate that

represents a good checklist to ensure that all relevant items have been included in the cost

estimate.

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1. Excavation

2. Backfilling

3. Pcc base

4. Foundation

5. Beam

6. Columns

7. Walls

8. Roof top

ESTIMATION OF QUANTITIES FOR GUARD HOUSE

S No Particulars No L (m) B (m) H (m) Quantity Units Remarks/Interpretation

1Earthwork in Excavation 2 12.625 3 2.075 157.18 cu. M

2 Surface Preparation

F1 2 3.25 1.65 1 10.73 sq. M 1 denotes "-" F2 4 1.8 1.8 1 12.96 sq. M

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3 PCC Concreting F1 2 3.25 1.65 0.075 0.80 cu. M F2 4 1.8 1.8 0.075 0.97 cu. M 4 Footing - Concrete F1 4 1.5 1.5 0.3 2.70 cu. M F2 4 1.65 1.65 0.3 3.27 cu. M 5 Pedestal - Concrete 8 0.3 0.3 1.2 0.86 cu. M

6Plinth Beam - Concrete

PB 1 & 3 2 10 0.3 0.3 1.80 cu. M PB 2 1 1.9 0.3 0.3 0.17 cu. M PB 4, 5, 6 & 7 4 3.7 0.3 0.3 1.33 cu. M

Deductions 8 0.3 0.3 0.3 0.22 cu. MFor Intersection of

beams Total 3.09 cu. M 7 Column - Concrete 8 0.3 0.3 3.32 2.39 cu. M

8Roof Beam - Concrete

RB 1 & 2 2 12.4 0.3 0.45 3.35 cu. M RB 3,5 & 6 3 6.1 0.3 0.3 1.65 cu. M RB 4 1 3.4 0.3 0.3 0.31 cu. M

Deductions 8 0.3 0.3 0.3 0.22 cu. MFor Intersection of

beams Total 5.09 cu. M 9 Slab - Concrete 1 12.4 6.1 0.15 11.35 cu. M Deductions RB 1 & 2 2 12.4 0.3 0.15 1.12 cu. M RB 3, 5 & 6 3 6.1 0.3 0.15 0.82 cu. M RB 4 1 3.4 0.3 0.15 0.15 cu. M

Double for beam 8 0.3 0.3 0.15 0.11 cu. MFor Intersection of

beams Total 9.36 cu. M Total Concrete 29.46 cu. M 10 Shuttering

PCC 4 3.25 1 0.125 1.63 sq. M4 plates of 0.40625 sq.

M

4 1.65 1 0.125 0.83 sq. M4 plates of 0.20625 sq.

M 16 1.8 1 0.125 3.60 sq. M 16 plates of 0.225 sq. M

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Footing F1 16 1.5 1 0.35 8.40 sq. M 16 plates of 0.525 sq. M

16 1.65 1 0.35 9.24 sq. M16 plates of 0.5775 sq.

M Pedestal 32 1 0.35 2 22.40 sq. M 32 plates of 0.7 sq. M Plinth Beam PB 1 2 10 1 0.35 7.00 sq. M 2 plates of 3.5 sq. M 2 1 0.3 0.35 0.21 sq. M 2 plates of 0.105 sq. M PB 2 & 3 4 1.9 1 0.35 2.66 sq. M 4 plates of 0.665 sq. M 4 1 0.3 0.35 0.42 sq. M 4 plates of 0.105 sq. M PB 4, 5, 6 & 7 16 3.7 1 0.35 20.72 sq. M 16 plates of 1.295 sq. M 16 1 0.3 0.35 1.68 sq. M 16 plates of 0.105 sq. M Column 32 1 0.3 3.05 29.28 sq. M 32 plates of 0.915 sq. M Roof Beam RB 1 & 2 4 12.4 1 0.5 24.80 sq. M 4 plates of 6.2 sq. M 4 1 0.3 0.5 0.60 sq. M 4 plates of 0.15 sq. M 2 12.4 0.3 1 7.44 sq. M 2 plates of 3.72 sq. M RB 3, 5 & 6 6 6.1 1 0.35 12.81 sq. M 6 plates of2.35 sq. M 6 1 0.3 0.35 0.63 sq. M 6 plates of 0.105 sq. M 3 6.1 0.3 1 5.49 sq. M 3 plates of 1.83 sq. M RB 4 2 3.4 1 0.35 2.38 sq. M 2 plates of 1.19 sq. M 2 1 0.3 0.35 0.21 sq. M 2 plates of 0.105 sq. M 1 3.4 0.3 1 1.02 sq. M 1 plate of 1.02 sq. M Slab 1 12.4 6.1 1 75.64 sq. M Deductions RB 1 & 2 2 12.4 0.3 1 7.44 sq. M RB 3, 5 & 6 3 6.1 0.3 1 5.49 sq. M RB 4 1 3.4 0.3 1 1.02 sq. M

Double for

beam 8 0.3 0.3 1 0.72 sq. M Total 62.41 sq. M

Total 225.85 sq. M

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RATE ANALYSIS FOR SHUTTERING OF MUNICIPAL SUMP

Shuttering Units No.sDimension 1 Rmts

Dimension 2 Area Rate Amount

PCC Making

Long wall rmts 2 11 22 ₹ 60.00 ₹ 1,320.00Short wall rmts 2 4 8 ₹ 60.00 ₹ 480.00

Fixing and Removing

Long wall rmts 2 11 22 ₹ 30.00 ₹ 660.00Short wall rmts 2 4 8 ₹ 30.00 ₹ 240.00

Raft - Container Making

Long wall rmts 2 3.2 6.4 ₹ 60.00 ₹ 384.00Short wall rmts 2 2.85 5.7 ₹ 60.00 ₹ 342.00

Fixing and Removing

Long wall rmts 2 3.2 6.4 ₹ 30.00 ₹ 192.00Short wall rmts 2 2.85 5.7 ₹ 30.00 ₹ 171.00

Raft - outer portion Making

Long wall rmts 2 8.85 17.7 ₹ 60.00 ₹ 1,062.00Short wall rmts 2 3.2 6.4 ₹ 60.00 ₹ 384.00

Fixing and Removing

Long wall rmts 2 8.85 17.7 ₹ 30.00 ₹ 531.00Short wall rmts 2 3.2 6.4 ₹ 30.00 ₹ 192.00

Starter Making

Long wall rmts 4 3.2 12.8 ₹ 40.00 ₹ 512.00Short wall rmts 2 2.85 5.7 ₹ 40.00 ₹ 228.00Outer Portion LW rmts 2 10.6 21.2 ₹ 40.00 ₹ 848.00Outer Portion SW rmts 2 3.2 6.4 ₹ 40.00 ₹ 256.00

Fixing and Removing

Long wall rmts 4 3.2 12.8 ₹ 47.00 ₹ 601.60Short wall rmts 2 2.85 5.7 ₹ 47.00 ₹ 267.90

Wall Fixing and

Removing

Long wall sqm 4 10.6 42.4 3.6 152.64 ₹ 130.00₹

19,843.20Short wall sqm 4 3.2 12.8 3.6 46.08 ₹ 130.00 ₹ 5,990.40

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Central Wall sqm 2 3.2 6.4 3.9 24.96 ₹ 130.00 ₹ 3,244.80

Haunches rmts 8 3.6 28.8 ₹ 70.00 ₹ 2,016.00

Water Stoppers rmts 90.6 ₹ 20.00 ₹ 1,812.00

Puddle Flanges nos 19 ₹ 248.00 ₹ 4,712.00

Slab Long wall sqm 1 10 2.5 ₹ 130.00 ₹ 325.00 Short wall sqm 2 10.6 21.2 0.3 6.36 ₹ 130.00 ₹ 2,756.00 sqm 2 3.2 6.4 0.3 1.92 ₹ 130.00 ₹ 832.00

₹

50,202.90

CHAPTER-VIII

CONCLUSION

The Hyderabad Metro Rail will be a relief to the Commuters. The technology adopted for Metro

Rail construction is aimed at ensuring reduced fossil fuel, carbon credits reduction in vehicular

operating costs and not, but the least, attractive feature being, of course, reduced travel time. No

worry for Commuters about not reaching on time at their respective destinations and constantly

having to look at their watches. Relaxed travel with reduced tensions is what Hyderabad Metro

Rail will offer to commuters

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