Project report

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PUNNAG SINHA

3rd Year, Civil Engineering (UG)

Indian Institute of Engineering

Science and Technology, Shibpur

PROJECT REPORT Construction of Viaduct for Metro

between Kavi Subhash and VIP Bazar

Page | 2

TRAINING DETAILS

Type of Training: Summer Internship at AFCONS Infrastructures Limited

Site for training: Kolkata Metro-RVNL – Airport New Garia Viaduct (Kavi Subhash to VIP Bazaar)

Date of Commencement of Internship: 10 June 2014

Date of Completion of Internship: 10 July 2014

Duration Of Internship: 30 Days

Aim of Internship:

o To understand the working procedure for the construction of the viaduct for elevated Metro

Rail Project, within the scope of the curriculum upto the end of 3rd Semester in Civil

Engineering.

o To get a firsthand experience of the work culture at one of the leading Construction

companies of India

Departments Interned at:

o Piling

o Civil Works

o Planning

Page | 3

ACKNOWLEDGEMENT

The internship opportunity I had at AFCONS Infrastructures Limited was a great chance for learning and

professional development. Therefore, I consider myself a very lucky individual as I was provided with an

opportunity to be a part of it. I am also grateful to have a chance to meet so many wonderful people and

professionals who led me though this internship period.

I am using this opportunity to express my deepest gratitude and special thanks to Mr. Umesh Chandra

Pandey, Project Manager, who in spite of being extraordinarily busy with his duties, took time out to

hear, guide and keep me on the correct path and allowed me to carry out my project at their esteemed

organization.

I express my deepest thanks to Mr. Pradeep Kumar Dahiya, Officer (Personnel & Administration), for

taking part in useful decision & giving necessary advices and guidance and arranged all facilities to make

life easier. I choose this moment to acknowledge his contribution gratefully.

It is my radiant sentiment to place on record my best regards, deepest sense of gratitude to Mr.

Amritesh Sinha, Senior Engineer (Execution), Mr. Chiranjib Goswami, Engineer (Execution), Mr. Koustav

Dey, Engineer (MIS & Costing) Mr. Ayush Sharma, Engineer (Execution), for their careful and precious

guidance which were extremely valuable for my study both theoretically and practically.

I would also like to extend my deepest gratitude to all the Supervisors, Safety Officers and workers

involved with the project for extending such an open welcome to me, ensuring my stay during the

internship period remain safe, and injury free.

I perceive this opportunity as a big milestone in my career development. I will strive to use gained skills

and knowledge in the best possible way, and I will continue to work on their improvement, in order to

attain desired career objectives.

PUNNAG SINHA

3rd Year,

Civil Engineering (UG)

IIEST Shibpur

Page | 4

Site Outline:

ANV - 1 (Kavi Subhash – VIP Bazaar): Contractor – AFCONS Infrastructure Ltd.

ANV - 2 (VIP Bazaar – Nicco Park): Contractor – Gammon India

ANV - 3 (Nicco Park – CBD-1): Contractor – AFCONS Infrastructure Ltd.

ANV - 4 (CBD-1 – Rabindra Tirtha): Contractor –Larsen & Toubro Limited

Project Name:

ANV-1: Construction of viaduct including related works for 5.75 km length excluding station areas between Kavi Subhash (New Garia) to VIP Bazar, in New Garia-Airport corridor of Kolkata Metro Railway line.

Client: : Rail Vikas Nigam Limited

(A Government of India Enterprise)

1St Floor, August KrantiBhavan,

BhikajiCama Place,

R K Puram, New Delhi -110 066

Employer’s Representative

CHIEF PROJECT MANAGER/SCIENCE CITY,

RAIL VIKAS NIGAM LIMITED,

Kalighat Metro Railway Station Building, (North East Corner),

3rd Floor, 41-A, RASHBEHARI Avenue

KOLKATA – 700026.

Detailed Design Consultant: STUP Consultants Private Ltd.

P-11, Darga Rd, Park Circus, Beniapukur, Kolkata, West Bengal 700017

Contractor: Afcons Infrastructure Ltd.

Contract value Currency : INR 233, 60, 36,208.

Contract Package no.: RVNL/ANV1

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Project Start Date : 21st Oct 2011

Project Estimated End Date : 20th April 2014

Construction Period : 30 months

Location: Kolkata (22’ 34 N 88’ 34 E)

Layout of the Project :

Basic Site Outline:

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PILING:

Type of Pile: Cast-in-situ Bored pile, both End-bearing and Friction type pile

ACTIVITIES INVOLVED:

Miscellaneous Activities: Involves arrangement of machinery required for piling from

adjacent/previous location

Layout and Casing Driving: Involves surveying, and then driving the pile casing for ease and maintain of

verticality of boring

Boring: Using Hydraulic Rig for the purpose of boring

Cage Lowering and Lap Welding: Involves lowering of the reinforcement cage into the bore hole, and

lap welding to unite the top and bottom cages

Tremie Lowering: Involves lowering of Tremie which is to be used for bentonite flushing and concreting

Flushing: Involves bentonite flushing until a certain density of liquid bentonite is achieved inside the bore

hole

Concreting: Involves concreting using desired grade of concrete

Casing Removal: After certain waiting period, involves removal of casing

Laying out:

The pile points are marked by the Survey team as per the design drawing, from various offsets. The depth of pile is

previously known from drawing details already available, which have been made as per earlier soil tests.

Boring:

Boring is carried out at the point marked out by the Survey team. Boring work is done with the use of a Hydraulic

Rig. A hydraulic rig uses a hydraulic system to drive a bucket that comprises of a cutter for the purpose of drilling

into the soil mass. Based on the type of bucket used, boring can be classified into:

Dry Boring/Auger Boring – It makes use of spiral teeth to drill into the soil mass. It is mainly used upto a depth of

6m, basically till the ground water table is attained. The loosened dry soil mass gets accumulated along the spiral

teeth, which is then emptied at an adjacent location.

Wet Boring – It makes use of a bucket type cutter. It is used for drilling into the soil mass after the depth of ground

water table has been achieved. By using hydraulic power, the rig is driven into the wet soil mass; the clasping

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teeth present at the bottom of the bucket clasp the wet soil mass together while it is being lifted to be emptied at

an adjacent location. Simultaneously bentonite pouring in the bore must be continued.

Fig: Wet Boring Fig: Dry Boring

Casing Driving:

A casing of inner diameter slightly more than the diameter of the proposed pile is inserted after the initial dry

boring has taken place. It has three functions – first, it prevents the adjacent loose soil from collapsing in, second,

it helps in maintaining proper alignment for drilling at greater depths, third – it also acts as a preliminary support

for the newly concreted pile.

Fig: Casing Lowering

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Cage Lowering:

The reinforcement cage is tied in the steel yard, as per the specifications of the drawing provided by the

Consultant, and then transported to the required site. Due to large depths of the piles, it is not possible to

ensemble the entire reinforcement cage, as it would cause problems during transportation as well as during the

cage lowering procedure, so each cage is vertically divided into two sections. A lapping of length 0.76dia is

provided at the joint, and the joint is welded before the entire cage is lowered into the bore hole.

Tremie Lowering:

A Tremie is a cylindrical pipe of about 8-12” dia. It is used for two purposes – first, for bentonite flushing, and

second, for concreting. Multiple Tremie are joined end to end to reach the desired depth to felicitate both of the

above mentioned processes.

Fig: Tremie Lowering Fig: Cage Lowering and Lap Welding

Flushing:

Bentonite is used for flushing the entire depth of pile. Bentonite solution creates a cake like formation, which fills

up the uneven walls of the bore hole, and thus prevents the adjoining soil from collapsing into the bore hole. Fresh

bentonite is pumped into the bore hole, which being dense, replaces the less dense and less pure bentonite

solution from the deeper regions. Flushing is continued till a desired relative density is attained for the bentonite

solution, which is checked by using a hydrometer.

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Fig: Bentonite tank Fig: Bentonite flushing commencing

i

Concreting:

After flushing has been completed, the uppermost Tremie, of length 1m, is removed, and a hopper, providing an

effective depth of 1m, is attached to the top of the top Tremie. Concrete of required grade (M35 as per contract)

is poured into the hopper. The concrete flows through the tremie, and reaches the bottom of the pile at a great

speed. This causes upward displacement of the Bentonite solution present in the bore hole, which is removed by

help of a vertical pump. must be more than 2m as per IS Code 2911: Part 1(Sec-2), otherwise, it would cause

choking of the tremie, and thus cause improper concreting.

Fig: Concreting

Tremie Removal:

After a regular interval, a certain depth of tremie is to be removed, so that it can be reused for use in other piles.

However, care should be taken that choking does not occur. The depth of tremie required to be removed can be

calculated based on the volume of concreting done and the diameter of the pile, per miller of concrete.

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Concreting is done upto a certain depth less than the actual depth mentioned by the drawing. This is

because the upper end of the concrete pile contains mixed impurities, and does not possess the

required strengths mentioned for the pile (known as Laitance Concrete), and thus requires to be

removed at a later stage.

Casing Removal:

After the completion of concreting, after a brief waiting time, which allows for the initial setting time of concrete,

the casing is removed.

SOUNDING CHECK:

The depth upto which boring or concreting has been achieved needs to be checked at regular intervals. For this

purpose, a heavy metal block is lowered into the pile with the help of a long rope. When this block reaches the

bottom, the depth achieved is measured by measuring the length of the rope unwound during the entire course of

action. This is known as Sounding Check.

Fig: Sounding Check Fig: Piles completed during training period

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PILE CAP

ACTIVITIES INVOLVED:

Layout and excavation: involves marking the boundary of the pile cap, and excavating the land area for

construction of pile cap

Shoring: Involves placing of Plates and Beams as strengthening materials to resist collapsing of boundery

soils

Pile Chipping: Involves chipping off the top extra portion of the piles

Area dressing and PCC: Involves leveling the floor area and then PCC

Reinforcement tying/binding

Shutter Fixing

Concreting

Deshuttering

Removing of Shoring materials

Laying out, Excavation and Leveling

The dimensions and the boundary of the pile cap, along with the location of the piles are marked by the Survey

team. The area is then excavated accordingly using an excavator, and is leveled.

Shoring:

To prevent the adjacent soil walls from collapsing in into the excavated region, shorings are put up by using plates

and beams as strengthening materials.

Pile Chipping:

The excess upper end of the concrete pile contains mixed impurities, and does not possess the required strengths

mentioned for the pile. So, the top level has to be chipped off by means of Pile Chipping Equipments.

Area Dressing and PCC:

The floor area is dressed, any excess and unwanted water present in the excavated area is pumped out, the

uneven soil surface is leveled by using sand or soil and is prepared for concreting of floor using a low grade

concrete (M15) on which the reinforcements are to be placed.

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Reinforcement Tying:

The reinforcements for the pile cap is tied as per the drawings and BBS provided by the Consultant. Here it is to be

noted that the reinforcement of the pile cap includes portions of the reinforcements of the piles, as well as the

pier and the crash barrier. This is done so as the entire system behaves as a composite unit and not just as

separate structures placed over one another.

Fig: Bottom reinforcement of pile cap being tied. Also showing top reinforcement of individual piles projecting into

the pile cap to ensure piles and pile cap act as a composite unit. On the left and right sides are the steel plates for

shoring.

Shutter Fixing:

Shutter has to be fixed by maintaining a certain clear cover from the outer portion of the reinforcement. Shutter

fixing is important because as the concrete sets, it tends to slump, and thus in turn cause irregularity in shape and

strength of the structure.

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Fig: Complete reinforcement of pile cap prepared for checking before shuttering

Fig: Pier Cap and Crash Barrier main reinforcements being inserted into pile cap reinforcements to ensure

uniformity after shuttering has been completed.

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Concreting:

Concreting is carried out with the help of Concrete pump and with the help of needle vibrator accumulation of

concrete is restricted & flown to the whole volume properly. Concrete used in the pile cap is of grade M35.

Fig: Curing of Pile Cap using wet jute rags after Concreting has been achieved using concrete pump. Also showing,

main reinforcements of pier and crash barrier. Shutters are still in place to provide strength to the newly

concreted structure.

Deshuttering and removing of Shoring Materials:

After the initial setting time of the concrete, Deshuttering is carried out. The Shoring is also removed after

sometime.

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PIER

TYPES OF PIER:

Normal Pier – Pier Cap to be placed symmetrically on top of a single Pier. Ex: P-156

Cantilever Pier - Pier Cap to extend from top of a single Pier in the form of a cantilever. Ex: CP-120

(Opposite to Avishikta)

Portal Pier – Two sets of Piers in the form of a portal frame to be joined with the help of a beam. Ex: PP-

145 (proposed pier at Desun More junction)

Normal Pier is used when the track is almost straight on either side of the pier. Cantilever Pier is used when there

is a significant change in the track direction on the pier. Both the Normal Pier and the Cantilever Pier are used

when the distance of separation between two consecutive piers are about 30m. However Portal Pier is used when

the distance of separation between consecutive piers have to be kept much greater (example at the proposed

P144 owing to heavy traffic at the Desun More Junction). Thus the Portal Pier has a much higher load bearing

capacity than either of the Normal Pier or the Cantilever Pier.

ACTIVITIES INVOLVED:

Fixing of Survey point for Starter Shutter

Starter fixing – Involves tying of ring around main reinforcement, shuttering and concreting of starter

Staging for reinforcement fixing

Reinforcement fixing & checking – Involves tying of main reinforcements, rings

Steel Shuttering Fixing – Involves shuttering around the pier reinforcement

Checking & Concreting

Starter Fixing:

The bottom portion of the pier, just above the pile cap, is known as starter. The starter has to be fixed first before

the activities for the rest of the pier is carried out to maintain uniformity to the pier and pile cap and also to add

stability to the pier structure. The rings are tied to the main reinforcement of the pier before shuttering. Before

shuttering, the reinforcements of the crash barrier are bent out to ensure easy and proper setting of the starter

shutter. Then the starter is concreted with concrete grade M40/M50/M60 depending on the type of pier.

Staging for Reinforcement Fixing:

Staging is required to provide a safe platform for the workers to continue the reinforcement fixing at greater

heights. Staging is carried out by welding together clips and placing steel plates on steel beams to serve as

platforms on the top of the clips.

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Reinforcement Fixing:

The reinforcements for the pier is tied as per the drawings and BBS provided by the Consultant. Here it is noted

that the main reinforcements do not remain only upto the actual height of the pier. Instead, the main

reinforcements are extended into the Pier Cap to provide integrity and continuity to the structure.

Steel Shuttering Fixing:

After the reinforcement fixing and checking has been carried out, Shuttering work is carried out using cylindrical

steel shutters, maintaining required clear cover all throughout as mentioned in the drawing provided.

Fig: Reinforcement fixing of Pier using a makeshift staging, showing concreted starter, bent out reinforcements of

crash barrier. Also in the background, the shuttering of a Pier, main reinforcements of pier extending beyond the

shutter

Checking and Concreting:

The shuttering is checked and then concreting is carried out upto prementioned height of pier using a concrete

pump. The grade of concrete used is M40 for Normal Pier, M50 for Cantilever Pier and M60 for Portal Pier.

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PIER CAP ACTIVITITES INVOLVED:

Bottom shutter fixing- Involves shuttering of the bottom of pier cap

Reinforcement fixing

Reinforcement Checking

Side Shuttering Fixing – Involves shuttering of the sides of pier cap

Checking for shuttering & concreting

De-shuttering & Shifting

Bottom Shutter Fixing:

Bottom shutter fixing is the first activity that needs to be carried out for a pier cap. Initially staging works is carried

out for placing the bottom shutter at the required height above ground level, and also to provide a safe platform

for the workers. The reinforcement for the pier cap is placed on top of the bottom shutter, keeping the required

clear cover as per the designed drawing.

Fig: Staging being set up using clips

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Reinforcement Fixing:

The reinforcement of the pier cap is fixed as per the design drawing and BBS provided by the Consultant. The pier

cap reinforcement is the most complex reinforcement in the entire structure and requires the maximum steel

percentage, because the pier cap will receive the entire dead load of the segments and the live load, before

transferring it to the pier and subsequently to the piles via the pile cap.

Fig: Sectional elevation of Shear Key Fig: Reinforcement details, top view

Fig: Reinforcement fixing of Pier Cap, showing stage set up and bottom shutter (in blue)

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Reinforcement Checking:

Owing to the complexity of the structure, reinforcement checking is of vital importance, because any

misplacement of a single reinforcement may cause imbalance during load transfer, and may cause failure of the

structure.

Side Shutter Fixing:

After the reinforcement has been checked, side shuttering has to be done. After that the reinforcements of the

shear key and pedestal are fixed to the top of the pier cap reinforcement.

Check for Shuttering and concreting:

Concreting is carried out with grade of concrete as per the type of pier, M40 concrete for Normal Pier, M50 for

Cantilever Pier and M60 for Portal Pier.

Fig: Pier, Pier Cap, Crash Barrier concreting has been carried out. Reinforcements extending are of

pedestals (at the four corners) and Shear Key (at the centre)

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PLANNING

BILL OF QUANTITIES(BOQ):

Bill of quantities (BOQ) is a document used in tendering in the construction industry in which materials, parts, and

labor (and their costs) are itemized. It also (ideally) details the terms and conditions of the construction or repair

contract and itemizes all work to enable a contractor to price the work for which he or she is bidding.

Bills of quantities are prepared by a “taking off” in which the cost of a building or other structure is estimated from

measurements in the Architects, Structural Engineers, and other consultant’s drawings. These are used to create a

cost estimate such as in regard to the amount of reinforcement required road works etc. Similar types of work are

then brought together under one item, a process known as "abstracting".

Estimating books provide the relevant costs of the materials and labour costs of the operations or trades used in

construction. As the rates for materials and labour change due to inflation, it is adjusted as per the monthly

publications by the RBI.

As per the monthly publications by the RBI, cost escalation is calculated and billed at a regular basis to be handed

over to the Client for payment. The cost of construction on date is calculated by the change in original weightage

of each component adjusted with the proposed cost of construction as mentioned on the date of acquiring tender.

COST BREAK UP FOR THE CURRENT PROJECT (AS PER BOQ):

ITEM DESCRIPTION TOTAL AMOUNT

(LAKHS) WEIGHTAGE

Survey Survey Works 6.03 0.03%

PILE Pile Works 3879.12 16.61%

SUBS Sub Structure 1424.04 6.10%

SUPS Super Structure 4765.67 20.40%

STEEL Reinforcement and

Pre-Stressing 9962.49 42.66%

STRST Structural Steel 199.07 0.85%

MISC Miscellaneous 11.93 0.05%

EXPJTS Expansion Joints 34.70 0.15%

TRBR Tree Cutting and

Barricading 194.13 0.83%

EMP To Employer 90.65 0.39%

ELECUTI Electrical Utility 1124.85 4.82%

RDWKS Road Works 1622.47 6.95%

GEO Geo-tech Works 37.06 0.16%

TESTS Lab Tests 3.51 0.02%

Total Amount

23360.36 100.00%

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PIE CHART OF BOQ:

Cost Breakup

BUDGETING:

A budget is a quantitative expression of a plan for a defined period of time. It may include planned sales volumes

and revenues, resource quantities, costs and expenses, assets, liabilities and cash flows. It expresses strategic

plans of business units, organizations, activities or events in measurable terms

Budget helps to aid the planning of actual operations by forcing managers to consider how the conditions might

change and what steps should be taken now and by encouraging managers to consider problems before they

arise. It also helps co-ordinate the activities of the organization by compelling managers to examine relationships

between their own operation and those of other departments. Other essentials of budget include:

o To control resources

o To communicate plans to various responsibility center managers.

0.03%

16.61%

6.10%

20.40%42.66%

0.85%0.05%

0.15%

0.83%

0.39%

4.82%

6.95%

0.16%

0.02%

Survey Works Pile Works Sub Structure

Super Structure Reinf and Pre-Stressing Structural Steel

Miscellaneous Expansion Joints Tree Cutting and Barricading

To Employer Electrical Utility Road Works

Geo-tech Works Lab Tests

Page | 22

o To motivate managers to strive to achieve budget goals.

o To evaluate the performance of managers

o To provide visibility into the company's performance

o For accountability

Some key points to be reminisced before preparing a Budget along with doing some exercise are:

1. Executed quantity & balance quantity analysis to be done thoroughly.

2. Availability of scope & release of scope should be studied / planned properly.

3. Any change in quantity in BOQ should be highlighted.

4. Now, costing part comes. Through calculation of

a. Material Cost (with current rates of materials),

b. Subcontractor/Piece Rate Worker Cost (with current rates),

c. Equipment Cost (considering ample equipments with current HSD & spares Norm) ,

d. Manpower Cost (with proper allocation of Staffs & Workers),

e Running Cost & Other Cost(Rent, taxes, Labour Cess, VAT, Sales tax etc.),

f. Installation Cost (other related works’ cost)

in line with BOQ activities should be done.

5. Now profitability of the project is decided considering every part of the cost part & income part.

TIME CYCLE:

Maintaining a time cycle is important as it gives a guideline to the desired time required for the completion of

construction of each component. It also helps in proper and efficient allocation of the equipments at different

sites fir different purposes, thus reducing the time wasted in waiting for arrival of equipments from other sites. It

also provides a guideline as to the efficiency and progress of the works being carried out.

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JOB NO : 1680

1. Time Cycle Data for Piling

S.NODESCRIBTION OF

ACTIVITY

Unit of

Measurement

ACHIEVED

TIME minName of Equipment Used Remarks

1 Miscl Arrangement - 15Parallel

Activity

2Layout & Casing

Driving- 30

3 Boring M 150Hydraulic Rig, Bentonite

Mixing Set up

4Cage Lowering i/c

Lap Welding- 45 Crawler Crane

5 Trimmie Lowering - 20 Tremie Pipe, Crawler Crane

6 Flushing - 60 Vertical Pump, Water Tanker

7 Concreting Cum 150

Bentonite Disposal Tanker,

Transit Mixer, Concrete

Funnel

8 Casing Removal - 15 DumperParallel

Activity

Total time (in mins) 485

In Hours 8

CONSTRUCTION OF VIADUCT FOR METRO LINE BETWEEN KAVI SUBHASH (NEW GARIA)

AFCONS INFRASTRUCTURE LIMITED

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Cycle time for Pile cap

Sr no Description Unit Duration in Hours

Name of Equipment Used

Remarks

1 Layout marking of Pile

cap for Excavation - 1 Survey Inst.

2 Excavation & Leveling CUM 4 Excavator

3 Shoring - 2stage SqM 15 Excavator+ Str.

Materials

4 Pile Chipping – 6 nos. CUM 36 Compressor / Pile

Chipping equipments

5 Area Dressing & PCC CUM 6

6 Waiting Period 16

7 Reinforcement Tying &

checking MT 48

Bar bending & cutting m/c, trailer / dumper

8 Shutter Fixing SQM 12

9 Checking & Concreting CUM 6 Concrete Pump

10 Waiting Period 24

11 De-shuttering & Shifting SQM 6

12 Removing of shoring

material Sqm 8 Excavator

Parallel activity

13 Add 10 % contingencies-

Traffic permission 17

Hours required Per Pile

Cap(productivity) 199

Working Hours per day =

20 Hr Say Total Time Cycle in days

10

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Cycle time for Pier

Sr no Description Unit Duration in Hours

Name of Equipment Used

Remarks

1 Fixing of Survey point for

Starter Shutter 1

Parallel activity

2 Starter fixing ( ring +

shutter fixing + concreting)

No 6

3 Staging for reinforcement

fixing CUM 12

Parallel activity

4 Reinforcement fixing &

checking MT 36

Bar bending & cutting m/c, trailer / dumper

Parallel activity

5 Steel Shuttering Fixing SQM 24 Escort Crane / 20Ton

Crane

6 Checking & Concreting CUM 12 Boom placer

Hours required Per Pier

(productivity) 91

Working Hours per day =

20 Hr Say Total Time Cycle in days

5

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Cycle time for Pier cap

Sno Description Unit Duration in Hours

Name of Equipment Used

Remarks

1 Bottom shutter fixing SQM 16 Parallel activity

3 Reinforcement fixing MT 36 Bar bending & cutting m/c, trailer / dumper

Parallel activity

4 Reif. Checking - 6

5 Side Shuttering Fixing SQM 14 Escort Crane / 20Ton

Crane

6 Checking for shuttering &

concreting - 12 Boom placer

8 Waiting time - 48

9 De-shuttering & Shifting SQM 8

Hours required Per Pier

(Productivity) 140

Working Hours per day =

20 Hr Say Total Time Cycle in days

7

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Time Cycle for Pier Segment Casting (Short Line Method)

Start Finish

1Fixing of Reinforcement

(Parallel activity)24 0 24

2Levelling/Line of Bed/

fixing of outer shutter2 0 2

Operation by

Hydraulic Support

system.3 Fixing Bearing Wedge 2 2 4

applicable for -

POT PTFE bearing

only4

Bulk head includeing

Anchor Head (Parallel

activity)

3 0 3 EOT

5Lowering of Cage +

sheathing pipe1 4 5 EOT

6 Opposite bulk head fixing 1 5 6 EOT

7Sheathing pipe- profiling

and fixing3 6 9

8 Checking 0.5 9 9.5

9 Fixing of inner shutter 3 9.5 12.5 EOT

10 Checking 1 12.5 13.5

11 Concreting 4 13.5 17.5 con. Pump

12 Waiting Period 36 12.5 48.5

13 Deshuttering 1.5 48.5 50 EOTOperation by

Hydraulic Support

system.14 Lifting from Bed 1 50 51 EOT

15Placing in Long Line

(Parallel activity)2

Total Duration for 1 PS

Segment 51.00

Cosidering 20 Hours

Working Duration61.2

Remarks

Sr.

No.Activity

Time

Required

Time in HrsEquipment

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Time Cycle for Standard Segment Casting (Long Line Method)

Sr. No

. Activity

Time Require

d Hrs

Time in Hrs Equipment

Remarks Start

Finish

1 Outer & Inner Shutter Cleaning, Oiling & Buffing

0.5 0 0.5

2 Outer clossing 1.5 0.5 2 EOT Operation by Hydraulic Support system.

3 Applying Debonding agent to S1 Segment

0.5 2 2.5 EOT

4 Lowering of Cage + sheathing pipe 0.5 2.5 3

5 Sheathing pipe- profiling and fixing 1 0 1 Profiling to be done in rebar jig.

6 Fixing of Bulkhead & survey work 1 3 4 EOT

7 Fixing of inner shutter 2.5 4 6.5

8 Fixing of insert, lifting holes arrangement& Temperory Pre-stressing fixture

0.5 4 4.5 Con.

Pump

9 Checking by client 1 4.5 5.5

10 Concreting 1.5 5.5 7 EOT

11 Waiting period 12 7 19 As per getting strength of 20 Mpa

12 Deshuttering(Inner & outer) 2 19 21 Operation by Hydraulic Support system.

Total Duration for 1 Standard Segment 24 Hr

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Time Cycle for Pier Segment Launching

SR.

NoActivities

Expected

Time HrsCum. Hrs

1 Erection and positioning of base girder and towers in front of Pier 3 32 Erection of Cross Girder including attachment of all the accessories 3 63 Centering and levelling of LG 3 94 Positioning the EOT 0.5 9.55 Placing and arranging of the segment supporting Steel 4 13.56 Erection the trolleys upon the launching girder Including Screw Jack 2 15.5

7S1R segment & Respective trolley setting and fixing & S1R segment

lifting end erection work0.5 16

8 Centering and Levelling of S1R Segment 2 18

9 S2R Segment Lifting & Dry matching and gluing between S1R & S2R 3 21

10All the segment for respective span completing the lifting and erection

work except the S1F Segment. Similarly gluing work completion48 69

11 Steel packing and trolley Placing respectively & Erection of S1F segment 6 75

12 Cutting and Installing of HTS wire 12 87

13 Fixing of bearing plates & Completing the stressing work 12 99

14Removing the temporary prestressing, Macalloy bar and unloading the

temporary prestressing beams and mac alloy bars.8 107

15 Grip Length Cutting of HTS Wires 6 113

16 Cap Fixing and water test and Repairing 7 120

17 Grouting 8 128

18 Removing of bottom prestressing beams and unloading 8 13619 Fastening of trolley hanging bars, siling & tightening 18 154

20 Lowering of launcher and auto launching 36 190

21Erection of cross girder for the proposed extra strengthening and

unfixing of cross placed at the beside of the same8 198

22 Unfixing and unloading of trollies 6 204

23 Auto launching of LG at the beam 12 216

24 Span Lowering 48 264

One span Launching complete by SPIC Launcher (in Days) 11.00

Page | 30

REFERENCES:

Design Drawings as Provided by STUP Consultants Private Ltd.

Planning Department, ANV-1

Books:

o Murthy, V.N.S, Textbook of Soil Mechanics and Foundation Engineering

o Pumnia, B.C, Soil Mechanics and Foundation

o IS Code 2911: Part 1 [Sec-2]

Websites:

o http://civiltechnical.blogspot.in/2011/12/stages-for-installation-of-bored-cast.html

o http://gndec.ac.in/~igs/ldh/conf/2011/articles/V2-1_08.pdf

o http://en.wikipedia.org/wiki/Bill_of_quantities