Internship Report: SHREE BALAJI AGORA CITY CENTRE by TEJ CHAVDA

CHARUSAT UNIVERSITY

AGORA CITY CENTER

TEJ D. CHAVDA

ID No- D16CL132

CHARUSAT UNIVERSITY

AGORA CITY CENTER

A Report Submitted for Partial fulfillment of the requirements For the degree of

BACHELOR OF TECHNOLOGY in Civil Engineering By

TEJ CHAVDA ID No: D16CL132 Under the supervision of

Mr. DEVANG PATEL (Assistant Professor)

February 2019 MANUBHAI SHIVABHAI PATEL DEPARTMENT OF CIVIL ENGINEERING FACULTY OF TECHNOLOGY AND ENGINEERING CHAROTAR UNIVERSITY OF SCIENCE & TECHNOLOGY CHANGA â&#x20AC;&#x201C; 388421, GUJARAT, INDIA

CHARUSAT UNIVERSITY

AGORA CITY CENTER

iii

CHARUSAT UNIVERSITY

AGORA CITY CENTER

CERTIFICATE

This is to certify that the internship report entitled “ G+14 FLOOR MALL + RESIDENTIAL BUILDING ’’ submitted by CHAVDA TEJ D. ( ID Number: D16CL132 ) to the Charotar University of Science and Technology for the partial fulfilment of the Degree of Bachelor of Technology in Civil Engineering. This is to further certify that I have been supervising the Industrial Training (CL410.01) of CHAVDA TEJ D. (ID Number: D16CL132) The contents of this report, in full or in parts, have not been submitted to any other Institute or University for award of any degree, diploma or titles.

Faculty Supervisor Mr. Devang Patel Assistant Professor Date:

CHARUSAT UNIVERSITY

AGORA CITY CENTER

Acknowledgement I would like to express my gratitude to all those who made this Internship to be worth satisfactory. First and foremost, I would like to thank Shree Balaji Group to give me this opportunity to complete the Internship. I would thank the Project Manager Mr. Ajay Barochia for allowing me to do this internship at Balaji Group. I am thankful to Mr. Sudharm Tekale who supported and guided me throughout this period of time for internship. Special Thanks to: Mr. Harshwardhansinh Rathod Mr. Manoj Sharma (Sr. Civil engineer) Mr. Manoj Rai (Jr. Engineer) Mr. Imran Baldiwala (Manager of Quality Control) Mr. Hussain Bandibarwala (Site engineer)

CHARUSAT UNIVERSITY

AGORA CITY CENTER

ABSTRACT

Civil engineering is a vast field; various types of work are being done under civil engineering. As part of curriculum we have industrial training program after complete Third year. Project training is a very important aspect of technical studies as it provided opportunity to expose our self to the industrial ambience, even before we complete our graduation. It is an opportunity to use theoretical knowledge in practical circumstances and enhance technical skills. During the training phase, I have learned activities such as, Surveying, and Demarcation from the drawing, Estimation, R.C.C Casting work. The whole training was very in formatives. I personally observed and compared my theoretical knowledge with practical approach. This report includes theoretical background of site activities, proper method for execution of work and also includes various points should be kept in mind while executing the work at site.

CHARUSAT UNIVERSITY

AGORA CITY CENTER

Table of Contents CERTIFICATE ................................................................................................................................................. iv Acknowledgement ........................................................................................................................................ v ABSTRACT..................................................................................................................................................... vi CHAPTER 1 .................................................................................................................................................... 1 INTRODUCTION ............................................................................................................................................. 1 1.1

COMPANY INFORMATION ............................................................................................................ 1

1.1.1 About the site............................................................................................................................... 1 1.2

PROJECT INFORMATION ............................................................................................................... 3

CHAPTER 2 .................................................................................................................................................... 5 CONSTRUCTION EQUIPMENTS, TOOLS AND MATERIAL ............................................................................... 5 2.1 CONSTRUCTION EQUIPMENTS............................................................................................................ 5 2.1.1 CONCRETE BATCHING PLANT ...................................................................................................... 5 2.1.2 NEEDLE VIBRATOR FOR COMPACTION ...................................................................................... 10 2.1.3 BAR CUTTING MACHINE............................................................................................................. 11 2.1.4 GRINDER .................................................................................................................................... 11 2.1.5 BREAKING MACHINE .................................................................................................................. 12 2.1.6 WELDING MACHINE ................................................................................................................... 12 2.1.7 BAR BENDING MACHINE ............................................................................................................ 12 2.1.8 Tower Cranes ............................................................................................................................. 14 2.1.8 Threading Machine For TMT Bar ............................................................................................... 16 2.1.9 Concrete Pump .......................................................................................................................... 17 2.2 VARIOUS TOOLS ................................................................................................................................ 18 2.2.1 Bar Bending Bench ..................................................................................................................... 18 2.2.2 Plumb Bob: ................................................................................................................................. 18 2.2.3 Trowel: ....................................................................................................................................... 18 2.2.4 Pan (Tagara): .............................................................................................................................. 18 2.2.5 Buckets: ...................................................................................................................................... 18

vii

CHARUSAT UNIVERSITY

AGORA CITY CENTER

2.2.6 Ladder: ....................................................................................................................................... 18 2.2.7 Hammer: .................................................................................................................................... 18 2.2.8 Level tube ................................................................................................................................... 18 2.2.9 Crane Lifting Bucket: .................................................................................................................. 18 2.2.10 Pump And Pipe â&#x20AC;&#x201C; Line Method: ............................................................................................... 18 2.3 Construction materials...................................................................................................................... 19 2.3.1 WATER........................................................................................................................................ 19 2.3.2 Cement ....................................................................................................................................... 19 2.3.3 Aggregate .................................................................................................................................. 20 2.3.4 Aerated Autoclaved Concrete (AAC) Block.................................................................................... 21 2.3.5 ADMIXTURES .............................................................................................................................. 25 2.3.6 REINFORCEMENT STEEL ............................................................................................................. 26 CHAPTER 3 .................................................................................................................................................. 27 SITE ACTIVITIES ........................................................................................................................................... 27 3.1 INTRODUCTION OF SITE .................................................................................................................... 27 3.1.1 Facilities at site ........................................................................................................................... 27 3.2 FORM WORK ..................................................................................................................................... 28 3.2.1 Requirements of Good Form Work............................................................................................ 28 3.2.2 Materials Used For Form Work .................................................................................................. 29 3.2.3 Removal of Form Work .............................................................................................................. 31 3.2.4 Surface Treatment .................................................................................................................... 31 3.3

Scaffolding................................................................................................................................... 32

3.3.1 Single scaffolding ....................................................................................................................... 33 3.3.2 Double Scaffolding ..................................................................................................................... 33 3.3.3 Cantilever Scaffolding ................................................................................................................ 33 3.3.6 Steel Scaffolding ......................................................................................................................... 34 3.4 FOUNDATION OF THE BUILDING: ..................................................................................................... 37 3.4.1 Raft foundation .......................................................................................................................... 37

viii

CHARUSAT UNIVERSITY

AGORA CITY CENTER

3.5COLUMN ............................................................................................................................................ 38 3.5.1 Starter of column construction .................................................................................................. 38 3.5.2 Coupler system .......................................................................................................................... 39 3.6

BEAM........................................................................................................................................... 42

3.6.1 Transfer Girder ........................................................................................................................... 43 3.7

Post-tensioned (PT) ..................................................................................................................... 44

3.7.1 Stages of Post-tensioning: ......................................................................................................... 45 3.7.2 Applying tension to the tendons................................................................................................ 50 3.7.3 PT slab ........................................................................................................................................ 53 3.7.2 Benefits of Post-Tensioning System ........................................................................................... 54 3.8

REBARING.................................................................................................................................... 56

3.8.1 Need of Rebaring ....................................................................................................................... 56 3.8.2 Process of rebaring in reinforced concrete construction. ......................................................... 56 CHAPTER 4 .................................................................................................................................................. 60 Material Management ................................................................................................................................ 60 4.1 Material Calculation at Site ............................................................................................................... 60 4.1.1 Calculation of Concrete quantity in slab: ................................................................................... 60 Calculation of Steel quantity (BBS): .......................................................................................... 62 CHAPTER 5 .................................................................................................................................................. 66 Tests of Materials........................................................................................................................................ 66 5.1 COMPRESSIVE STRENGTH TEST ........................................................................................................ 66 5.2 Slump Test......................................................................................................................................... 69 5.2.1 Procedure for Concrete Slump Cone Test.................................................................................. 69 5.2.2 Slump Value Observation:.......................................................................................................... 70 5.2.3 Results of Slump Test on Concrete: ........................................................................................... 70 5.2.4 Advantages................................................................................................................................. 71 5.2.5 Limitations.................................................................................................................................. 72 CHAPTER 6 .................................................................................................................................................. 73

CHARUSAT UNIVERSITY

AGORA CITY CENTER

FAILURS ON SITES ....................................................................................................................................... 73 6.1 HONEYCOMBS IN CONCRETE ............................................................................................................ 73 6.2 Remedies for Honeycombs in Concrete............................................................................................ 73 6.3 Failure of Column in our site ............................................................................................................. 75 CHAPTER 7 .................................................................................................................................................. 80 SITE MANAGEMENT ................................................................................................................................... 80 7.1 DAILY TRACING REPORT .................................................................................................................... 80 7.2 Manpower Details ............................................................................................................................. 81 7.3 SCHEDULING OF COLUMN ............................................................................................................... 82 CHAPTER 8 .................................................................................................................................................. 83 REPORTS ...................................................................................................................................................... 83 CHAPTER 9 .................................................................................................................................................. 87 CONCLUSION............................................................................................................................................... 87 REFERENCES ................................................................................................................................................ 88 

BOOKS ............................................................................................................................................. 88



CODES ............................................................................................................................................. 88



WEB REFERENCES ........................................................................................................................... 88



EBOOKS ........................................................................................................................................... 88

CHARUSAT UNIVERSITY

AGORA CITY CENTER

Figure 1 Location of site ............................................................................................................................... 3 Figure 2 RMC Plant........................................................................................................................................ 6 Figure 3 RMC Controler ................................................................................................................................ 7 Figure 4 NEEDLE VIBRATOR ........................................................................................................................ 10 Figure 5 BAR CUTTING MACHINE................................................................................................................ 11 Figure 6 GRINDER MACHINE ....................................................................................................................... 12 Figure 7 BREAKING MACHINE ..................................................................................................................... 12 Figure 8 Welding Machine .......................................................................................................................... 12 Figure 9 Bar bending machine .................................................................................................................... 13 Figure 10 Tower Cranes .............................................................................................................................. 14 Figure 11 Threading Machine ..................................................................................................................... 16 Figure 12 Threading Machine ..................................................................................................................... 16 Figure 13 Concrete Pump ........................................................................................................................... 17 Figure 14 Formwork for Beam and Slab ..................................................................................................... 30 Figure 15 Formwork for Column ................................................................................................................. 30 Figure 16 STEEL SCAFFOLDING ................................................................................................................... 34 Figure 17 Raft foundation ........................................................................................................................... 37 Figure 18 COUPLERS.................................................................................................................................... 40 Figure 19 Reduced Dia. Coupler Figure 20 Same dia. Coupler .............................................................. 41 Figure 21 Without Coupler Column ............................................................................................................ 41 Figure 22 Beams .......................................................................................................................................... 42 Figure 23 Transfer Girder ............................................................................................................................ 43 Figure 24 Transfer Girder Drawing ............................................................................................................. 43 Figure 25 PT WIRES IN BEAM ...................................................................................................................... 47 Figure 26 LIVE END PLATE ........................................................................................................................... 48 Figure 27 LIVE END OF WIRES ..................................................................................................................... 49 Figure 28 WIRES LAYOUTS .......................................................................................................................... 49 Figure 29 APPLYING TENTION IN WIRES ..................................................................................................... 50 Figure 30 STREESING EQUPMENT ............................................................................................................... 50 Figure 31 STREESING EQUPMENT DETAILS ................................................................................................. 52 Figure 32 PT WIRES IN SLAB ........................................................................................................................ 53 Figure 33 DRILLING FOR REBARING ............................................................................................................ 57 Figure 34 MATERIAL USE FOR REBARING ................................................................................................... 57 Figure 35REBARING MATERIAL HIT-HY170 ................................................................................................. 58 Figure 36 AFTER REBARING......................................................................................................................... 58 Figure 37 REBARING OF BAR ...................................................................................................................... 59 Figure 38 Ground Floor, Pour 7................................................................................................................... 61

CHARUSAT UNIVERSITY

AGORA CITY CENTER

Figure 39 UTM for cube testing .................................................................................................................. 66 Figure 40 CONCRETE SLUMP TEST PROCEDURE ......................................................................................... 69 Figure 41 TYPES OF CONCRETE SLUMP TEST RESULTS ............................................................................... 70 Figure 42 REPORT ON AUTOCLAVED AREATED CONCRETE BLOCKS........................................................... 83 Figure 43 TEST REPORT ON LIGHT COMPACTION....................................................................................... 84 Figure 44 REPORT ON NDT OF CONCRETE BY ULTRASONIC PULSE VELOCITY ............................................ 85 Figure 45 REPORT ON PHYSICAL PROPERTIES OF ORDINARY PORTLAND CEMENT ................................... 86

Table 1 General Details ................................................................................................................................ 3 Table 2 Grade M-40 ..................................................................................................................................... 8 Table 3 Grade M-55 ..................................................................................................................................... 9 Table 5 TECHNICAL SPECIFICATION OF NEEDLE VIBRATOR ........................................................................ 10 Table 6 TECHNICAL SPECIFICATION OF BAR CUTTING MACHINE ............................................................... 11 Table 7 TESTS OF CEMENT AND ITS PROPERTIES........................................................................................ 20 Table 8 TEST OF AGGREGATE ...................................................................................................................... 21 Table 9 SPECIFICATION - AAC BLOCKS ........................................................................................................ 22 Table 10 Bar Weight in kg ........................................................................................................................... 62 Table 11 COMPRESSIVE STRENGTH TEST RESULTS .................................................................................... 67 Table 12 CONCRETE STRENGTH OVERTIME ................................................................................................ 68 Table 13 SLUMP RESULT ............................................................................................................................. 71

xii

CHARUSAT UNIVERSITY

AGORA CITY CENTER

CHAPTER 1 INTRODUCTION 1.1 COMPANY INFORMATION 1.1.1 About the site Welcome to the new age of luxury. The Agora City Centre makes a strong architectural statement that will leave you, your clients and you visitors impressed beyond imagination. It is a grand city complex designed endorsed by the legendary Manhatton,USA architect Andre Kikoski. It includes premium luxurious residential units along with the highest and most prestigious office spaces in Vadodara. What’s more, a fully loaded fabulous club house with a prominent seven star hotel and tons of avenues for entertainment. It is a complex that will redefine luxury in Vadodara and stand tall as landmark for years to com

The residential units are secured with dedicated entries and parking facilities. Top of the line security features and safety norms make it one of Vadodara’s most premium destinations. All world-class amenities give you possibly the finest living environment at the most desirable address in Vadodara. Furthermore, this is the first project in the country to include a seven star restaurant, a cinema house, entertainment zone and a dedicated retail section all in one property.  Highlights of the Commercial Section o Grand Air-conditioned entrance Lobby with Italian Marble flooring o 6 High-speed elevators o Abundant natural light for all offices o Designer lift lobby on each floor o Revolving restaurant

CHARUSAT UNIVERSITY

AGORA CITY CENTER

ď&#x192;&#x2DC; Highlights of the Residential Section o Exclusive residences providing the highest luxury in Vadodara o Exclusively furnished designer luxurious 2 BHK homes o Truly distinct sky gardens o 14-floor skyscraper with penthouses o Multilevel mechanical parking for 2500 o 6 Uber luxurious residential towers o Club membership with each apartment o 1.95 lakh sq. ft. Club area ď&#x192;&#x2DC; Highlights of the Retail Section o A modern bazaar housing 750 plus local brands in 400 stores and o Flexible floor plans with sizes from 200 sq. ft. to 3,000 sq. ft. o First time in Vadodara first and second floor shops with 15 ft. Ceiling height o 8 cinema screens o Biggest thematic food court o Modern game zone o 7 Theme restaurants and banquets o Renowned 7 Star hotel for all sorts of events and extravaganzas

CHARUSAT UNIVERSITY

AGORA CITY CENTER

 Location of site :

Figure 1 Location of site

1.2 PROJECT INFORMATION Table 1 General Details

Project

Agora City Centre

Location

Vadodara, Gujarat, India

Client

Shree Balaji Group

Architect

Uneven Architects

Structural Engineer

CBM Engineers, INDIA

Soil Consultant

Geo engineering services. ₹ 43.0 Lac - 3.38 Cr

Prices

(₹ 4,466 - 12,000 per sqft)

CHARUSAT UNIVERSITY

AGORA CITY CENTER

Office Space

834 Sq-ft - 1398 Sq-ft

@ ₹ 6,506 - ₹ 6,504 per sqft

₹ 54.3 Lac - ₹ 90.9 Lac

Showroom

358 Sq-ft - 2000 Sq-ft

@ ₹ 12,000 per sqft

₹ 43 Lac - ₹ 2.40 Cr

3 BHK

3054 Sq-ft

@ ₹ 5,200 per sqft

₹ 1.58 Cr

3 BHK

2919 Sq-ft - 2937 Sqft

@ ₹ 4,500 per sqft

₹ 1.31 Cr - ₹ 1.32 Cr

4 BHK

3440 Sq-ft- 3482 Sqft

@ ₹ 4,500 per sqft

₹ 1.54 Cr - ₹ 1.56 Cr

4 BHK

5241 Sq-ft

@ ₹ 5,200 per sqft

₹ 2.72 Cr

5 BHK

5393 Sq-ft - 6512 Sqft

@ ₹ 5,200 per sqft

₹ 2.80 Cr - ₹ 3.38 Cr

6 BHK

6254 Sq-ft

@ ₹ 5,200 per sqft

₹ 3.25 Cr

CHARUSAT UNIVERSITY

AGORA CITY CENTER

CHAPTER 2 CONSTRUCTION EQUIPMENTS, TOOLS AND MATERIAL 2.1 CONSTRUCTION EQUIPMENTS        

Concrete Batching Plant Needle vibrator for compacting Bar cutting machine Grinder Breaker machine Welding machine Tower Cranes Threading Machine For TMT Bar

2.1.1 CONCRETE BATCHING PLANT  A Site has a Ready-mix concrete plant located at near block A.  A concrete plant, also known as a batch plant or batching plant or a concrete batching plant, is equipment that combines various ingredients to form concrete. Some of these inputs include water, admixtures, fine aggregate, course aggregate, and cement. Also known as a batching plant, it is a device that combines various ingredients to form concrete. Some of these ingredients include sand, water, flyash, Admixture and cement. A ready mix plant combines all ingredients except for water at the concrete plant. This mixture is then discharged into a ready mix truck and mixed during transport to the job site.  A concrete plant can have a variety of parts and accessories : 1. 2. 3. 4.

Mixers Aggregate batchers Sand batchers Conveyer belt

CHARUSAT UNIVERSITY

5. 6. 7. 8.

AGORA CITY CENTER

Cement bins Cement silos Flyash silos Batch plant controls

ï&#x192;&#x2DC; Plant capacity: o 1 batch = 0.75 m3 or as per req. ( max. ) o Time of 1 cycle = 55 sec. (max) o 8 batch = 6 m cube =1 TM o Plant capacity = 45 cum/hr (max)

Figure 2 RMC Plant

CHARUSAT UNIVERSITY

AGORA CITY CENTER

 Materials Required at RMC o o o o o o

Cement: OPC- 53 grade. Sand: Zone 2, 3 (source – Narmada and Orsang river bank ) Aggregate: 10 mm, 20 mm (Sevalia) Admixture: Super plasticizer to increase workability (microfiber) Fly ash: class F its use as replacement of cement and sand Water: ph value of water between 6 to 8 acc. To is standard.

 Mix Design:Mix design means “It is a process of selecting suitable ingredients and determining their relative proportions with the objective of producing concrete of having certain minimum workability, strength and durability as economically as possible.” I learn the process of mix design Here, the steps which are followed 1. Target strength for mix proportion. 2. Selection of water-Cement ratio. 3. Selection of water content. 4. Calculation of cement content 5. Proportion of volume of course aggregate and fine aggregate content 6. Mix calculation 7. Mix calculation for different trials

Figure 3 RMC Controler

CHARUSAT UNIVERSITY

ï&#x192;&#x2DC;

AGORA CITY CENTER

Grade of concrete:

Different type of grade of concrete is used at the site for different component.

Raft Pedestal Column Retaining wall Stair-case Shear wall Shear wall + column Slab Retaining wall + column

M40 M40 M55 M40 M40 M55 M55 M40 M45 Table 2 Grade M-40

Grade: M-40 Ingredients

Cement Microfine Fly ash Sand 20mm 10mm Water Admiture W/C Ratio

Weight (Kgs)

360 0 80 790 650 450 154 2.002 0.35 2486.002

Water Moisture Free Specific Absorption Correction Present Correction Moisture Volume Gravity % % Correction 3.15 2.88 2.21 2.63 2.86 2.86 1.00 1.22

1.80 1.00 1.00

0.00 0.00 0.00 14.22 6.50 4.50 0.00 0.00

0.35 0.00 0.00

0.00 0.00 0.00 2.77 0.00 0.00 0.00 0.00

0.00 0.00 0.00 -11.46 -6.50 -4.50 0.00 0.00

114.29 0.00 36.20 300.38 227.27 157.34 154.00 1.64 991.12

Qty of 1 m3 after moisture correction 360.00 0.00 80.00 778.55 643.50 445.50 176.46 2.00 0.40 2486.002

CHARUSAT UNIVERSITY

AGORA CITY CENTER

Table 3 Grade M-55

Grade: M-55 Ingredients

Cement Microfine Fly ash Sand 20mm 10mm Water Admiture W/C Ratio

Weight (Kgs)

420 25 80 750 680 450 136.5 3.675 0.26 2545.175

Water Moisture Free Specific Absorption Correction Present Correction Moisture Gravity % % Correction 3.15 2.88 2.21 2.63 2.86 2.8 1.00 1.22

2.00 1.20 0.75

0.00 0.00 0.00 15.00 8.16 3.38 0.00 0.00

2.00 0.00 0.00

0.00 0.00 0.00 15.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 -8.16 -3.38 0.00 0.00

Volume

133.33 8.68 36.20 285.17 237.76 160.71 136.50 3.01 1001.37

ï&#x192;&#x2DC; Effective cover for structural members: o Columns: 40mm o Shear walls: 40mm o Beams: 40mm o Slabs: 25mm o Pressure slabs & footings: 75mm o Below ground slab columns: 55mm

Qty of 1 m3 after moisture correction 420.00 25.00 80.00 750.00 671.84 446.63 148.04 3.68 0.28 2545.175

CHARUSAT UNIVERSITY

AGORA CITY CENTER

2.1.2 NEEDLE VIBRATOR FOR COMPACTION o Needle vibrator is used to compact the concrete mix. o It also reduces air voids along with prevention of honey combing & segregation. o Needle vibrator is easy to transport. o It is spring mounted; hence they donâ&#x20AC;&#x2122;t transmit vibrations to the surface. o Steel cage design for rough site handling. o Needle diameter is 40 mm Table 4 TECHNICAL SPECIFICATION OF NEEDLE VIBRATOR

Rated power

3 HP

Phase

Speed

2800 rpm

Voltage

440 V

Current

4.5 amp

Figure 4 NEEDLE VIBRATOR

CHARUSAT UNIVERSITY

AGORA CITY CENTER

2.1.3 BAR CUTTING MACHINE Bar cutting machine is used for cutting for reinforcement. It is Preferable for bar ranging from 8 to 40 mm diameter. It costs around 17000.0 INR

Table 5 TECHNICAL SPECIFICATION OF BAR CUTTING MACHINE Figure 5 BAR CUTTING MACHINE

Rated Power

1 HP

Phase

Speed

1440 Rpm

Voltage

230 V

Current

7 Amp

2.1.4 GRINDER Grinder is used for dressed surface of material. And also it will cut the material.

CHARUSAT UNIVERSITY

AGORA CITY CENTER

Figure 6 GRINDER MACHINE

2.1.5 BREAKING MACHINE When concrete is settled at near bottom of column than it will removed by breaking machine without

disturbed

column

and

other

structure.

Figure 7 BREAKING MACHINE

2.1.6 WELDING MACHINE Welding machine is used for weld to reinforcement. It is mostly used at development bar of column.

Figure 8 Welding Machine

2.1.7 BAR BENDING MACHINE

CHARUSAT UNIVERSITY

AGORA CITY CENTER

Figure 9 Bar bending machine

CHARUSAT UNIVERSITY

AGORA CITY CENTER

2.1.8 Tower Cranes o There are 3 tower cranes of at the site. o Ascent group has 2 tower cranes. o Its his own purchased tower crane. o Quality construction has 1 tower crane. o Capacity of cranes are max. 10 ton.

Figure 10 Tower Cranes

CHARUSAT UNIVERSITY

AGORA CITY CENTER

CHARUSAT UNIVERSITY

AGORA CITY CENTER

2.1.8 Threading Machine For TMT Bar

Figure 11 Threading Machine

Figure 12 Threading Machine

CHARUSAT UNIVERSITY

AGORA CITY CENTER

2.1.9 Concrete Pump

At present site pump, were using for lifting concrete to higher level from concrete batching machine for column, beam and slab. For other small work such as copping, lintel the concrete was prepared manually for that wheel barrow was also used for transporting the concrete as shown in fig.. This method employed for hauling concrete for comparatively longer distance.

Figure 13 Concrete Pump

CHARUSAT UNIVERSITY

AGORA CITY CENTER

2.2 VARIOUS TOOLS These are useful to the labours in carrying out their work more efficiently without too much of wastage of energy, time & fuel. 2.2.1 Bar Bending Bench: It is used to bend the steel bars. It is also known as “Gauge Table”. Its mainly used for bend up the steel bar who has large diameter. 2.2.2 Plumb Bob: It consists of heavy metallic bob suspended by a string. It is an instrument used to check right-angles & verticality. 2.2.3 Trowel: Flat tool used for application of the mortar and finishing, during plastering 2.2.4 Pan (Tagara): It is used in transportation of earth and other material made of steel. These are quite durable. 2.2.5 Buckets: They are container used to transport water in and around the site. 2.2.6 Ladder: To ascend or descend in vertical direction. It may be wooden, aluminum etc. 2.2.7 Hammer: It consists of heavy metals head and wooden handle. Used for hammer- ing nails in wood, extracting crooked ones. And also some time to bend mild steel rods or to drive them in the ground. They are available in the sizes of 37.5cm, 42.5cm & 45cm. 2.2.8 Level tube: For checking horizontal level of two points & to transfer levels within short distance. 2.2.9 Crane Lifting Bucket: Excessive free fall of concrete should be avoided to minimize segregation. 2.2.10 Pump And Pipe – Line Method: It is the most sophisticated method particularly suitable for limited space or when a large quantity of concrete is to be poured without cold joints. Pumping of concrete can be done @ 8 to 70 cubic meters per hour up to a horizontal distance of 300 meter and vertical distance of 90 meter. Pipe dia is generally 8 to 20 cm and it is made of steel., plastic or aluminum. The workability for pumped concrete should have a minimum of 40 to 100 mm of slump or 0.90 to 0.95 compacting factor. At delivery point the workability may be reduced by 25% due to compaction and this factor should be kept in mind while designing the mix.

CHARUSAT UNIVERSITY

AGORA CITY CENTER

2.3 Construction materials o Water o Cement o Aggregate o Wood o AAC stone o lock jointing mortar o Admixtures o Steel bar o Binding wire of steel work  2.3.1 WATER o Water is the most important material for any type of construction. o Water is used for concrete work, curing work; masonry work etc. water should be in good

quality. Otherwise it will affect all components of structures. o Water is required for hydration of cement. And full hydration of cements required 38%

water of its weight. o Water is free from chlorides, salt, sulphets etc.

2.3.2

Cement

It was most widely used construction material. It was being used as binding material in the construction of each & every concrete structure. Various types of cement were available in market but at site plant ordinary Portland cement of 53 grade conforming to IS 12269: 1987 (Sanghi Cement) was used. Cement held storage for a period of ninety (90) days or longer and cement was tested before use in work. Rate of One bag cement’s was 290.00 to 320.00 INR.

CHARUSAT UNIVERSITY

AGORA CITY CENTER

Table 6 TESTS OF CEMENT AND ITS PROPERTIES

Test of cement

Properties

Soundness

Resistance to volumetric changes (expansion)

Fineness

Bonding property of cement

Standard consistency

To determine w/c ratio

Initial & final setting time

To decide remove form work

Compressive strength

Strength

2.3.3

Aggregate

Aggregate were the inert or chemically inactive materials from the bulk of cement concrete. Aggregates account for 60% to 70% of a concrete mix by mass and needed to been hard, strong particles free of contaminating chemicals. These aggregates were bounded together by means of cement.  Fine aggregate The material which was passed through 4.75 mm sieve size was termed as a fine aggregate. Usually, the natural river sand was used as a fine aggregate at site. The aggregates were used for cement concrete work was hard, durable and clean. The aggregates were being completely free from lumps of clay, organic and vegetable matter, fine dust, etc. At site white and black colour sand were used. Sand’s rate was 700.00/- to 800.00/- INR Per tonne and sand having net weight of one truck is 28.9 tonne.  Coarse aggregate The material which was retained 4.75 mm sieve was termed as a coarse aggregate. The broken stone i.e. kapachi was generally used as a coarse aggregate. The nature of work decides the

CHARUSAT UNIVERSITY

AGORA CITY CENTER

maximum size of coarse aggregate. For thin slabs and walls, the maximum size of coarse aggregate was being limited to one third the thickness of the concrete section. At present site 20.0 mm coarse aggregate was used. Aggregateâ&#x20AC;&#x2122;s rate was 900.00/- INR per tonne. Standard size of aggregate is 20.0 mm as per IS 456:2000. Test of aggregate and its properties was given below in table which was testing on site. Table 7 TEST OF AGGREGATE

Test of Aggregate

Properties

Los Angeles Abrasion test

Hardness

Impact Value test

Toughness

Aggregate Crushing Value test

Strength

Specific Gravity test

Specific gravity

2.3.4 Aerated Autoclaved Concrete (AAC) Block AAC stands for Autoclaved Aerated Concrete ( also known as autoclaved cellular concrete (ACC), autoclaved lightweight concrete (ALC), autoclaved concrete, cellular concrete, porous concrete)It is an ultra-light concrete masonry product having good number of advantages in practicality. It is now gaining its importance in construction industry replaincing all the conventional methods. This cellular structure gives AAC a number of exceptional physical characteristics. It weighs as little as 1/5 as much as ordinary concrete because of its distinct cellular structure which posses millions of tiny pockets of entrapped air. AAC consists of basic materials that are widely available. These include sand, cement, lime, fly ash, gypsum, aluminium powder paste, water and an expansion agent. Silica sand, the raw material used in the greatest volume in AAC, is one of the world's most abundant natural resources. The finished product is up to five times the volume of the raw materials used, with an air content of 70% to 80% (depending on the required strength and density.). In the last decade, construction industry

CHARUSAT UNIVERSITY

AGORA CITY CENTER

has been conducting various researches on the utilization of easily available raw materials in construction. AAC is one of the materials which can cope up with the shortage of building raw materials and can produce a light weight, energy efficient and environmentally friendly concrete. This study deals with the introduction to the process of the autoclaved aerated concrete and its advantages compared to the normal concrete.  AAC Blocks – Indian Scenario AAC consists of basic materials that are widely available. These include sand, cement, lime, gypsum, water and an expansion agent. Silica sand, the raw material used in the greatest volume in AAC, is one of the world's most abundant natural resources. At present 1 m3 of AAC blocks costs Rs. 3200-3500 while 1 m3 of clay bricks would cost Rs. 2400-2700. In spite of the price difference, construction industry wants to use AAC blocks due to inherent advantages. Table 8 SPECIFICATION - AAC BLOCKS

PARAMETERS

IN MM

Length

600

Width

100,150,200,300,350

Thickness

200

 Benefits of AAC o Fire Resistant Depending upon the thickness of the Autoclaved Aerated Concrete (AAC) Blocks, they offer fire resistance from 2 hours up to 6 hours. These blocks are highly suitable for the areas where fire safety is of great priority.

CHARUSAT UNIVERSITY

AGORA CITY CENTER

o Pest Resistant Autoclaved Aerated Concrete (AAC) Block consists of the inorganic material in its constitution that helps preventing/avoiding termites, damages or losses. o Sound Proof The porous structure of the AAC blocks results into enhanced sound absorption. The Sound Transmission Class (STC) rating of the AAC blocks up to 45 db. Thus, AAC blocks have been the most ideal material for the construction of walls in auditorium, hotels, hospitals, studios, etc. o Earthquake Resistant The light weight property of the AAC blocks results into higher steadiness of the AAC blocks in the structure of the buildings. As the impact of the earthquake is directly proportional to the weight of the building, the building constructed using AAC blocks are more reliable and safer. o Faster Construction As the AAC block is very easy to handle, manipulate and use ordinary tools for cutting the wood such as the drill, band saws, etc. could be easily used to cut and align the AAC. Moreover, the AAC blocks come with larger sizes and fewer joints. This ultimately results in faster construction work as the installation time is significantly reduced due to fewer amounts of blocks and the masonry amount involved is also lowered resulting into reduced time-to-finish. o Versatile AAC Blocks have an attractive appearance and is readily adaptable to any style of architecture. Almost any design can be achieved with AAC. o Long Lasting AAC blocks are highly superior in terms of the strength. Higher level of strength of these blocks gives higher stability to the structure of the building. AAC is manufactured from no nbiodegradable materials, which neither rot nor attract mould, keeping interiors clean and durable.

CHARUSAT UNIVERSITY

AGORA CITY CENTER

o Cost Saving AAC block weighs almost around 80% less as compared to the conventional red brick ultimately resulting into great reduction of deadweight. Further, the reduced deadweight results into reduction of the use of cement and steel which helps great in cost savings. o Non-toxic Autoclaved Aerated Concrete products do not contain any toxic gas substances. The product does not harbor or encourage vermin. o Thermal Insulation AAC block has exceptional thermal insulating qualities. The thermal conductivity of the AAC blocks helps maintaining the inner temperature to be warm during the winters and cool during the summers which ultimately leads to savings in air conditioning load and consequently enhanced energy efficiency. o Moisture Resistance Moisture from both external and internal sources can cause damage to buildings; therefore, moisture protection is a primary consideration. o High Compressive Strength The block has an average compressive strength of (3-4.5) N/mmÂł which is superior to most types of light weight blocks, 25% stronger than other products of the same density. o Environment Friendly AAC is a non-toxic product which does not pollute the air, land or water. During the manufacturing process, waste from the cutting process is recycled back with raw materials and used again. During construction, there is virtually no waste generated. The energy consumed in the production process is only a fraction compared to the production of other materials. The manufacturing process emits no pollutants and creates no by-products or toxic waste products. AAC is manufactured from natural raw materials. The finished product is thrice the

CHARUSAT UNIVERSITY

AGORA CITY CENTER

volume of the raw materials used, making it extremely resource-efficient and environmentally friendly. o Lightweight One of the biggest features of AAC blocks is its light weight. These blocks possess a cellular structure created during manufacturing process. Millions of tiny air cells impart AAC blocks very light weight structure. Density of these lightweight blocks usually ranges between 550 – 650 kg/m³ making them lighter than water. o Perfect Size and Shape The process of manufacturing AAC Blocks ensures constant and consistent dimensions. Factory finished blocks provide a uniform base for economical application of a variety of finishing systems. Internal walls can be finished by direct P.O.P., thus eliminating the need of plastering. o High Resistance to Water Penetration The AAC products, because of their cellular and discontinuous micro structure are superior to the normal clay brick in resistance of water penetrability and thus the external surface of AAC walls provides superior resistance to moisture penetration than the traditional clay bricks. 2.3.5 ADMIXTURES

Admixture is used for good workability in concrete. Admixtures can reduce setting time of concrete and also can it fast. Admixture can protect the surface and that’s why prevented from the cracks and make a smooth surface. We Use Super plasticizer to increase workability (microfiber)

CHARUSAT UNIVERSITY

AGORA CITY CENTER

2.3.6 REINFORCEMENT STEEL It was being used in R.C.C. work in the form of rebar for strength to the structure. It was also used as binding wire, steel props etc. At present site TMT bars were used of grade Fe-500 as per IS code SP: 34. And diameter of 8.0 mm, 10.0 mm, 12.0 mm, 16.0 mm, 20.0 mm, 25.0 mm, 30 mm, 32 mm and 36 mm were used. Length of each bar was 12.0 m. Steel for reinforcement was being stored in such a way as to prevent distorting and corrosion. Rate of steel was 56.00/- INR per kg. A property of reinforcement steel was Possesses high tensile strength, Malleable & ductile, Rusts easily & rapidly welded, Available in different shape & size. Reinforcement was being free from defects such as cavities, cold shortness, red shortness, segregation, free from loose mill scale, rust pits or any other undesirable coating, which was prevent adhesion of cement mortar. Now, in field engineers specify to use grade Fe-500 or higher steel in residential building and other structure work because of its high strength. It could help reduce the volume of steel used and reduce column size also.

CHARUSAT UNIVERSITY

AGORA CITY CENTER

CHAPTER 3 SITE ACTIVITIES 3.1 INTRODUCTION OF SITE 3.1.1 Facilities at site Here following are the different types of facilities available on the site for engineers, contractors and labors. o Site office: A site office was constructed where detail of planning activity, site drawings, quantity, books, etc. is kept. o Electricity: Electricity was supplied from the government. o Lighting arrangement: Bulbs, tube lights and other lighting arrangements are provided at the site for workers to work at night. o Water: Water is supplied with the help of pipe line from bore hole for construction. o Material storage: AAC Blocks are stored in open area separately. Steel bars also kept in open area. Other useful items are stored at site office.

o Medical facilities: First aid box was present at site office which is provided for both engineers and labours.

o Safety Equipment: safety helmets, safety belts, shoes, gloves are readily available for engineers as well as labours.

CHARUSAT UNIVERSITY

AGORA CITY CENTER

3.2 FORM WORK o Formwork are those structures which are temporarily required in building construction either for supporting the laying of concrete till it gets matured, such as shuttering or for supporting the material and labour for execution of some construction work, s uch as scaffolding, shoring and under pinning. o At the site, the scaffolding was cup lock type. o The term moulds is used for forms when they are used for pre-casting of concrete units such as lintels, cornices, concrete blocks, beams, etc. o A fresh concrete is in plastic state, when it is placed for construction purposes, so it becomes necessary to provide some temporary structure to confine and support the concrete, till it gains sufficient strength for self-supporting. o This temporary structure is known as form work or shuttering. 3.2.1 Requirements of Good Form Work

o It should be strong enough to resist the pressure or the weight of the fresh concrete and the super imposed loads due to equipment, men etc., if any. This requires careful design of the form work, because the consideration of overloads will affect the economy whereas of under loads may cause failure of the form work. o It should be rigid enough to retain the shape without undue deformation. Therefore, it should be so designed that deflection does not exceed 1/900th of span in normal cases. o It must be made or constructed as tight that it does not allow the cement paste to leak through the joints. o The space enclosed by the form should be true to the size as designed. The form should, therefore, not warp, bend, bulge or sink, to meet this requirement.

CHARUSAT UNIVERSITY

AGORA CITY CENTER

o The inside surface of form work should be smooth so as to give good appearance to the resulting concrete surface. To achieve this, the inside surface of form work is usually applied with crude oil or soft soap solution. This also facilitates the removal of form work. o The entire formwork should be so made that it can be removed easily without causing the injury to the surface or edges of the concrete. o As the form work does not contribute anything to the stability of the finished structure, it should, therefore, be made economical by reducing the cost through proper design, construction and use of form work. 3.2.2 Materials Used For Form Work

o The materials to be used for making form work are decided either by economy or requirements of the job or both. o The materials most commonly used are timber, plywood, steel and aluminum. When the form work is to be used for small works only a few times then timber proves to be more economical than steel or aluminum. o If the form work is desired to be reused several times then the use of steel or aluminum is preferred. o Though the initial cost of steel is very high but for large works with many repetitions, the steel form work proves to be economical. o Moreover, the erection and removal of form work are simple and present a better appearance on removal. o In case of specific structures, such as round columns, curved surfaces, monolithic sewers, tunnels, etc. the use of steel form work should be made as a matter of expediency.

CHARUSAT UNIVERSITY

AGORA CITY CENTER

Figure 14 Formwork for Beam and Slab

Figure 15 Formwork for Column

CHARUSAT UNIVERSITY

AGORA CITY CENTER

3.2.3 Removal of Form Work o All form work should be stripped or removed with great care so as not to damage the concrete wedges, vertical supports, etc. They should be slackened gradually to avoid the imposition of loads suddenly on the structure. o Under any circumstances, the forms should not be removed until the concrete has hardened sufficiently and they may be left in place for as long as possible up to a maximum of 28 days in normal weather conditions. o A rough idea for removing the form work can be had by striking the concrete with a light hammer. A hard metallic sound (if produced) indicates the concrete has hardened sufficiently for safe removal of form work. 3.2.4 Surface Treatment o Before laying concrete the formwork should be cleaned of all rubbish particularly the sawdust shavings and chippings and painted with oil so that the formwork will easily remove. o All surfaces of timber shuttering that are to come in contact with concrete should be well wetted with water. This is necessary to prevent the chances of dry shuttering timber absorbing water from the concrete which may cause warping, swelling and distortion of timber besides resulting in defect of honeycombing in concrete. o Similarly steel forms that have been exposed to hot weather should be cooled by watering before laying concrete. o In addition , all surfaces of shuttering which are to come in contact with concrete should be given a good coating of raw linseed oil or soft soap solution or any other material so as to prevent the concrete getting struck to the formwork and thus facilitate easy removal. o It is however, important to note that the coating should not come in contact reinforcement. The selected coating should be impermeable and should neither get flaky on exposure to weather nor strain the surface of concrete.

CHARUSAT UNIVERSITY

AGORA CITY CENTER

3.3 Scaffolding o Scaffolding is a temporary structure to support the original structure as well as a platform to carry on the construction works by the workmen. o Types of scaffolding vary with the type of construction work. Scaffolding is made up of timber or steel. It should be stable and strong to support the workmen and other construction material placed on it. ï&#x192;&#x2DC; Types of Scaffolding used in Construction o Single scaffolding o Double scaffolding o Cantilever scaffolding

CHARUSAT UNIVERSITY

AGORA CITY CENTER

3.3.1 Single scaffolding Single scaffolding is generally used for brick masonry and is also called as brick layerâ&#x20AC;&#x2122;s scaffolding. Single scaffolding consists of standards, ledgers, putlogs etc., which is parallel to the wall at a distance of about 1.2 m. Distance between the standards is about 2 to 2.5 m. Ledgers connect the standards at vertical interval of 1.2 to 1.5 m. Putlogs are taken out from the hole left in the wall to one end of the ledgers. Putlogs are placed at an interval of 1.2 to 1.5m. 3.3.2 Double Scaffolding Double Scaffolding is generally used for stone masonry so, it is also called as masonâ&#x20AC;&#x2122;s scaffolding. In stone walls, it is hard to make holes in the wall to support putlogs. So, two rows of scaffolding is constructed to make it strong. The first row 20-30 cm away from the wall. Second row 1 m away from the first row. Then putlogs are placed which are supported by the both frames. To make it more strong rakers and cross braces are provided. Also called independent scaffolding. 3.3.3 Cantilever Scaffolding In Cantilever Scaffolding, the standards are supported on series of needles and these needles are taken out through holes in the wall. This is called single frame type scaffolding. In the other type needles are strutted inside the floors through the openings and this is called independent or double frame type scaffolding. Care should be taken while construction of cantilever scaffolding. Generally cantilever scaffoldings are used under conditions such as, o When the ground does not having the capacity to support standards. o When the Ground near the wall is to be free from traffic. o When upper part of the wall is under construction.

CHARUSAT UNIVERSITY

AGORA CITY CENTER

3.3.6 Steel Scaffolding Steel scaffolding is constructed by steel tubes which are fixed together by steel couplers or fittings. It is very easy to construct or dismantle. It has greater strength, greater durability and higher fire resistance. It is not economical initially but will give more safety for workers. So, it is used extensively nowadays. At site, steel scaffolding is used for slab. It consists of o Steel tubes o Coupler or Clamps (to hold pipes in different positions) o Prop nuts (to hold single pipes) o Bolts, Nuts & washers o Wedge & Clip o Steel Scaffolding

Figure 16 STEEL SCAFFOLDING

CHARUSAT UNIVERSITY

AGORA CITY CENTER

ď&#x192;&#x2DC; Steel scaffolding advantages o Steel scaffolding provides a steady and firm standing. Steel scaffolding can bear the load and the pressure, be it heavy rain or intense wind. As a matter of fact, steel will be standing as robust as ever even in dire circumstances like that of an earthquake. o If required, steel has the capacity to withstand a complete lifespan. When compared to other materials, steel scaffolding has a longer durability. o Steel Scaffold can be easily assembled and dismantled and it increases the work efficiency. o The leftover steel is the needed raw material that is utilized for scaffolding. Therefore, it helps in solving the problem of waste material and promotes a greener environment. In contrast, if scaffolding is done using wood, we would be soon lacking trees, which are very important for our survival and also beautifies our planet (Earth). Steel does not require cutting and wasting of trees.

CHARUSAT UNIVERSITY

AGORA CITY CENTER

ď&#x192;&#x2DC; Scaffolding Componen 1. Standards The standards also known as uprights; they are perpendicular tubes that shift the entire weight of the structure to the ground where they lean on a square base plate to scatter the weight. 2. Ledgers Ledgers are flat tubes that join between the standards. 3. Transoms Transoms lean on the ledgers at the right angles. Major transoms are positioned next to the standards; they support the standards that are in place and give support for the boards. To render additional support for the boards, intermediate transoms are placed between the main transoms. 4. Scaffold Tubes Scaffold tubes are generally made of aluminum or steel though there is composite scaffolding that utilises fibril-wound tubes of glass fiber in a polyester or nylon matrix due to the high cost of composite tube, which is normally used only when there is a danger from overhead electric cables that canâ&#x20AC;&#x2122;t be cut off. 5. Scaffold Couplers Couplers are fittings that hold the tubes together. the most familiar are known as scaffold couplers and there are three basic types, which are putlog Couplers, Rightangle Couplers and Swivel Couplers. 6. Adjustable Base Plates At a different height-adjustable base plates that come with strong and self-cleaning round threads to adjust to the ground. It comes with colour and notch markings to render safeguard against over-winding. 7.DiagonalBraces Diagonal braces with wedge locks further support the basic structure comprising of vertical standards and ledgers. Additionally, their high connection standards assist special structures. 8. Toe Boards Between vertical standards, toe boards are placed. Toe boards are obtainable in aluminum, steel or wood. The toe board of steel lowers the fire hazard and also lasts long. Because of its design, there are no openings or gaps between the deck and the toe board.

CHARUSAT UNIVERSITY

AGORA CITY CENTER

3.4 FOUNDATION OF THE BUILDING: The site is located near the Vishwamitri river bank. So the load bearing capacity of the soil is low. Water table is high. And the structure is very wast. The coming structure load is very high. So the type of foundation is raft foundation.M40 grade concrete is used in raft foundation at the site. 3.4.1 Raft foundation: It is also known as mat foundations are large concrete slab which support a number of columns and walls. The slab is spread out under the entire building or at least part of it which lowers the contact pressure compared to the traditionally used strip or trench footings. The raft foundation is cheaper and easier to install and most importantly, did not require much excavations as usual strip foundation

Figure 17 Raft foundation

CHARUSAT UNIVERSITY

AGORA CITY CENTER

3.5COLUMN o Column is a vertical structural member o A column that carries the load down to a foundation must have means to transfer the load without overstressing the foundation material. Reinforced concrete and masonry columns are generally built directly on top of concrete foundations o It transmits the load from ceilingroof slab and beam, including its self-weight to the foundation. ď&#x192;&#x2DC; Types of Column: 1) Long / Slender Column 2) Short Column 3) Intermediate Column ď&#x192;&#x2DC; Strength of column depends upon (a) Strength of material (steel and concrete) (b) Shape, size and cross section of column (c) Length 3.5.1 Starter of column construction

Starter was defined as a base structure be forecasting of column to keep column in fixed Position.Starter height in the site was 100mm After the making of starter then site engineer was checked the entire starter. First of all starter was same line to use thread. Each starter to starter measurement as per given centre line plan.

CHARUSAT UNIVERSITY

AGORA CITY CENTER

Plumb-bob was used to outer checking. When checking the starter than start to pour concrete in the starter. 3.5.2 Coupler system At the Agora city centre site coupler system is used.  Using couplers: o When two reinforcement bars are connected to each other the minimum lap joint should be 50D, where D is the diameter of the bars to be connected. eg: for 32mm bars the lap joint will be weight

1600mm.

Now, the weight of steel is D²/162, therefore for 32mm bar

per metre is 6.32kg/m. This clearly shows that the lap joints become

uneconomical for such huge projects when the price of steel increases day by day, therefore the alternative for lap joints are the couplers. o The cost of coupler is 135/piece (approximate) which saves around 9 lakh per column. o The number of threads inside a 32mm ﬁtting coupler is 11 on both the ends and according to the standards at least 10 threads on both ends should be properly locked  Using Couplers Over Conventional Method Of Overlapping Of Bars Have Some Of The Advantages : o Steel wastage is reduced significantly. o Using couplers saves lap length steel. o Steel congestion is reduced due to elimination of laps o For the contractor , usage of couplers reduces the labour cost for installation and handling of steel o Spliced rebar performs like continuous reinforcement due to mechanical joint, unlike lapping which has a complete dependency on concrete.

CHARUSAT UNIVERSITY

AGORA CITY CENTER

o This eliminates errors due to providing wrong lap length, reduction of concrete, grade, compaction or segregation issues in concrete, detoriation of concrete over time or due to sudden impact which cause reduction in lap joint strength. o It is possible to easily verify joint strength in case of couplers as compared to lap splices where the testing is cumbersome and not regulated o This also aids in proper flow of concrete in the critical zones and hence improves the quality of the overall structure  Advantage for using coupler system o More reliable and more structural integrity than lap splices because they no longer rely on the concrete for load transfer o . Reduces the amount of rebar, which reduces the labor and crane time – improving the construction schedule o

No lapping length necessary – reduces inventory which lowers cost.

Efficient and easy design options result in smaller and stronger columns with the maximum amount of useful area.

o Minimizes rebar waste. o Installs easily and quickly.

Figure 18 COUPLERS

CHARUSAT UNIVERSITY

AGORA CITY CENTER

Figure 19 Reduced Dia. Coupler

Figure 20 Same dia. Coupler

o Size of coupler is 70 mm  Make the thread on Steel bar by using the lathe machine and make no of thread as per requirement o 32mm bars- effective 11 thread o 25mm bars- effective 9 thread. o In column where coupler is used, it will good if we will provide o it in confinde zone . height /4 ( 1mtrl. from slab top ) then it will a good joint zone for use it. o It can benificiate at earthquack effect. o *In columns if we are not using coupler ( if any situation ) so we’ll provide 4”/100mm specing of stripus on entire column .

Figure 21 Without Coupler Column

CHARUSAT UNIVERSITY

AGORA CITY CENTER

3.6 BEAM Beam was the horizontal member of a structure carrying transverse load. Beam was rectangular in cross-section. Beams carry the floor slab or the roof slab. Beam transfer all the loads including its self-weight to the columns or walls. R.C.C. Beam was subjected to bending moments and shear. Due to the vertical external load, bending compresses the top of the beam and elongates the bottom of the beam. The strength of R.C.C beam was depends on the complete action of concrete and steels. Load acting on a structure was dead load and live load. Dead load was the self-weight of the various components of a building. Live load was the external superimposed load on a structure.

Figure 22 Beams

CHARUSAT UNIVERSITY

AGORA CITY CENTER

3.6.1 Transfer Girder A transfer beam is used to transfer the loads of the column to the surrounding columns. For example in a 17 story structure you do not want a particular column at one location below level 2. You use a transfer beam which supports this column and transfers the load to the neighboring column.

Figure 23 Transfer Girder

Figure 24 Transfer Girder Drawing

CHARUSAT UNIVERSITY

AGORA CITY CENTER

3.7 Post-tensioned (PT) Unbonded Monostrand Post-Tensioning System is quick to install; tendons can easily circumvent the cutouts/openings as well as can cope with irregular slab shapes. The system has less friction losses, achieves more eccentricity and eliminates the vulnerable grouting process. In unbonded systems, the strand is kept unbonded to the surrounding concrete throughout its service life.

CHARUSAT UNIVERSITY

AGORA CITY CENTER

3.7.1 Stages of Post-tensioning:

The various stages of the post-tensioning operation are summarised as follows: 1) Casting of concrete. 2) Placement of the tendons. 3) Placement of the anchorage block and jack. 4) Applying tension to the tendons. 5) Seating of the wedges. 6) Cutting of the tendons.

CHARUSAT UNIVERSITY

AGORA CITY CENTER

CHARUSAT UNIVERSITY

AGORA CITY CENTER

Figure 25 PT WIRES IN BEAM

CHARUSAT UNIVERSITY

AGORA CITY CENTER

Figure 26 LIVE END PLATE

CHARUSAT UNIVERSITY

AGORA CITY CENTER

Figure 27 LIVE END OF WIRES

Figure 28 WIRES LAYOUTS

CHARUSAT UNIVERSITY

AGORA CITY CENTER

3.7.2 Applying tension to the tendons

Figure 29 APPLYING TENTION IN WIRES

Figure 30 STREESING EQUPMENT

CHARUSAT UNIVERSITY

AGORA CITY CENTER

CHARUSAT UNIVERSITY

AGORA CITY CENTER

Figure 31 STREESING EQUPMENT DETAILS

CHARUSAT UNIVERSITY

AGORA CITY CENTER

3.7.3 PT slab Post-tensioning, which is a form of prestressing, has several advantages over standard reinforcing steel (rebars): • It

reduces or eliminates shrinkage cracking-therefore no joints, or fewer joints, are needed

• It allows slabs and other structural members to be thinner • It

allows us to build slabs on expansive or soft soils

• It lets us design longer spans in elevated members, like floors or beams

There are 7 ten dents in one cable of 12.7 mm diameter and 33% Greece in cable. Stressing the cable after 7 days of concreting and stressing with power seater jack up to 5400 psi (pound per square inch).

Figure 32 PT WIRES IN SLAB

CHARUSAT UNIVERSITY

AGORA CITY CENTER

3.7.2 Benefits of Post-Tensioning System o A significant reduction in the amount of concrete and reinforcing steel required o Thinner structural members as compared to non-prestressed concrete; resulting in lower overall building heights to comply the bye laws o Aesthetically pleasing structures that harness the benefits of cast-in-place structures with expected geometries, and longer, slender members with large spaces between supports o Superior structural integrity as compared to precast concrete construction because of continuous framing and tendon continuity o Monolithic connections between slabs, beams, and columns that can eliminate troublesome joints between elements o Profiled tendons that results in balanced gravity loads (typically a portion of dead load only), significantly reducing overall deflection o Better crack control, which results from permanent compressive forces applied to the structure during pre-stressing o Post-tensioning reduces overall building height and weight, which is important in zones of high seismicity o Post-tensioning also offers the following construction advantages as compared to steel, non-prestressed concrete and precast construction: 

Faster floor construction cycle



Lower floor weightp



Lower floor-to-floor height



Larger spans between columns

o High early-strength concrete allows for faster floor construction cycles o The use of standard design details of the post-tensioned elements, minimum congestion of pre-stressed and non-prestressed reinforcement, and earlier stripping of formwork after tendon stressing can also significantly reduce the floor construction cycle

CHARUSAT UNIVERSITY

AGORA CITY CENTER

o Greater span-to-depth ratios are allowed for post-tensioned members as compared to nonprestressed members o Resulting in a lighter structure and a reduction in the floor-to-floor height while maintaining the required headroom

CHARUSAT UNIVERSITY

AGORA CITY CENTER

3.8 REBARING o Rebaring is the method of insertion of the Steel bars when, there is change in design or there is some extension of the present structure o Rebaring technique is reinforced concrete construction is a method for proper fabrication and placement of reinforcement bar as per the design and drawing of RCC work. 3.8.1 Need of Rebaring o The rebars are mainly provided at the junction where the formwork of structural element is closed as well as at the point where a new structural element needs to be bond with the former one. o Change in the design and sudden extension in structure o Steel bars are not placed according to as per design o Various conditions that rebaring process and equipment are changed. o Rebaring technique in reinforced concrete construction. o Rebaring technique on a Pre-casted structure. 3.8.2 Process of rebaring in reinforced concrete construction. o The three main operations carried out in rebaring for reinforced concrete construction bars are cutting, bending, tying. o The diameter of reinforcement bars used reinforced concrete works mainly ranges from 6 to 42 mm these reinforcement bars comes from the Steel mills in specified lengths.So during installation the reinforcement bars must be cut into required size.

CHARUSAT UNIVERSITY

AGORA CITY CENTER

o The design engineer show the details about the bar bending and related work based on which the workers proceed the work.

Figure 33 DRILLING FOR REBARING

Figure 34 MATERIAL USE FOR REBARING

CHARUSAT UNIVERSITY

AGORA CITY CENTER

Figure 35REBARING MATERIAL HIT-HY170

Figure 36 AFTER REBARING

CHARUSAT UNIVERSITY

AGORA CITY CENTER

Figure 37 REBARING OF BAR

CHARUSAT UNIVERSITY

AGORA CITY CENTER

CHAPTER 4 Material Management Material management is the planning, directing, controlling and co-ordination of all those activities concerned with material and inventory requirements. In construction material, Cement and Steel are in the client scope. And other materials are in the contractorâ&#x20AC;&#x2122;s scope. So, calculation of the required material is done by the client.

4.1 Material Calculation at Site Material quantities are calculated from the good for construction (GFC) drawings. In my Internship period, I learnt quantity takeoff of concrete and BBS (Bar Bending schedule) 4.1.1 Calculation of Concrete quantity in slab:

1. I studied Forming plan of Ground floor, pour 7 2. In ground floor, pour 7, there are two part one is drive way part. 3. Drive way part of the slab is 9â&#x20AC;? is down. 4. Calculate the area of 2 parts, take quantity and add the column cap.

CHARUSAT UNIVERSITY

AGORA CITY CENTER

Figure 38 Ground Floor, Pour 7

CHARUSAT UNIVERSITY

AGORA CITY CENTER

Calculation of Steel quantity (BBS):

1. I learnt the BBS format. 2. How to calculate extra top, extra bottom and main reinforcement. 3. I Studied 3rd floor pour 3 forming plan, slab detail, beam details 4. First, I calculate the cutting length of the bar 5. Find the weight of the bar of 8mm, 10mm etc. by formula of D2/162 6. By using the span and the centre to centre dis. Between bas calculate the how many num. of bars required for the span Table 9 Bar Weight in kg

Bar Dia.(mm) 6 8 10 12 16 20 25 32

Weight in kg per m length 0.222 Kg/m 0.395 Kg/m 0.617 Kg/m 0.889 Kg/m 1.580 Kg/m 2.469 Kg/m 3.858 Kg/m 6.321 Kg/m

CHARUSAT UNIVERSITY

AGORA CITY CENTER

CHARUSAT UNIVERSITY

AGORA CITY CENTER

CHARUSAT UNIVERSITY

AGORA CITY CENTER

CHARUSAT UNIVERSITY

AGORA CITY CENTER

CHAPTER 5 Tests of Materials Testing of material are necessary for the quality of work and also achieving desire strength of the material. There are 2 test laboratories at the site. One is the near the C block and second is the near the RMC plant.

5.1 COMPRESSIVE STRENGTH TEST Compressive strength tests were conducted on cured cube specimen at 7, 28 and 56 days age using a compression testing machine of 200 tons capacity. The cubes were fitted at centre in compression testing machine and a very small load was applied to keep the cube in position. The load was then slowly applied to the tested cube until failure. Concrete is a macro content with Sand, Cement, & Coarse aggregate as its micro-ingredient (Mix Ratio) and gains its 100% strength over time at the hardened state Compressive strength of concrete cube test provides an idea about all the characteristics of concrete. By this single test one judge that whether Concreting has been done properly or not.

Figure 39 UTM for cube testing

Compressive Strength = Load / Cross-sectional Area

CHARUSAT UNIVERSITY

AGORA CITY CENTER

 Procedure: Compressive Strength Test of Concrete Cubes 1. For cube test mould size 15cm x 15cm x 15cm is used at the site. 2. This concrete is poured in the mould and tempered 15 times properly so as not to have any voids. 3. After 24 hours these moulds are removed and test specimens are put in water for curing. 4. These specimens are tested by compression testing machine after 7 days curing or 28 days curing. Table 10 COMPRESSIVE STRENGTH TEST RESULTS

Concrete Grade

Cube Strength

Equivalent

after

Strength after 28

28 days

days

M55

M50

M40

M35

(Source: CBM Engineers India)

 Calculation 1. Compressive Strength of concrete = Maximum compressive load / Cross Sectional Area 2. Cross sectional Area = 150mm X 150mm = 22500 mm2 3. Assume the compression load is 500 KN, 4.

Compressive Strength = (500000 N / 225)= 22.22 N/mm2

CHARUSAT UNIVERSITY

AGORA CITY CENTER

Table 11 CONCRETE STRENGTH OVERTIME

Days after Casting

Strength Gain

Day 1

16%

Day 3

40%

Day 7

65%

Day 14

90%

Day 28

99%

CHARUSAT UNIVERSITY

AGORA CITY CENTER

5.2 Slump Test Concrete slump test or slump cone test is to determine the workability or consistency of concrete mix prepared at the laboratory or the construction site during the progress of the work. Concrete slump test is carried out from batch to batch to check the uniform quality of concrete during construction 5.2.1 Procedure for Concrete Slump Cone Test 1. Clean the internal surface of the mould and apply oil. 2. Place the mould on a smooth horizontal non- porous base plate. 3. Fill the mould with the prepared concrete mix in 4 approximately equal layers. 4. Tamp each layer with 25 strokes of the rounded end of the tamping rod in a uniform manner over the cross section of the mould. For the subsequent layers, the tamping should penetrate into the underlying layer. 5. Remove the excess concrete and level the surface with a trowel. 6. Clean away the mortar or water leaked out between the mould and the base plate. 7. Raise the mould from the concrete immediately and slowly in vertical direction. 8. Measure the slump as the difference between the height of the mould and that of height point of the specimen being tested.

Figure 40 CONCRETE SLUMP TEST PROCEDURE

CHARUSAT UNIVERSITY

AGORA CITY CENTER

NOTE: The above operation should be carried out at a place free from Vibrations or shock and within a period of 2 minutes after sampling.

5.2.2 Slump Value Observation: The slump (Vertical settlement) measured shall be recorded in terms of millimeters of subsidence of the specimen during the test. 5.2.3 Results of Slump Test on Concrete:

At the site slump test was conducted at the time of concreting slab, the result was shear type. When the slump test is carried out, following are the shape of the concrete slump that can be observed:

Figure 41 TYPES OF CONCRETE SLUMP TEST RESULTS

CHARUSAT UNIVERSITY

AGORA CITY CENTER

 True Slump – True slump is the only slump that can be measured in the test. The measurement is taken between the top of the cone and the top of the concrete after the cone has been removed.  Collapsed Slump – This is an indication that the water-cement ratio is too high, i.e. concrete mix is too wet or it is a high workability mix, for which a slump test is not appropriate.  Shear Slump – The shear slump indicates that the result is incomplete, and concrete to be retested.

Table 12 SLUMP RESULT

Sr. No.

Concrete Mixes

Slump Range In mm

Column, Retaining Wall

75 – 150 mm

Beam and Slab

50 – 100 mm

CC Pavement

20 -30 mm

5.2.4 Advantages

o Slump test procedure can be performed in laboratory as well as construction site. o It requires less apparatus when compared with the other tests. o It doesn’t take much time to evaluate the results.

CHARUSAT UNIVERSITY

AGORA CITY CENTER

5.2.5 Limitations o As mentioned above, this Slump test procedure wonâ&#x20AC;&#x2122;t suit for the very stiff concrete or dry concrete. For high stiff concrete mixes which has zero slump does not show any difference in workability. o Slump test shouldnâ&#x20AC;&#x2122;t be carried if the aggregate used in concrete is above 40mm.

CHARUSAT UNIVERSITY

AGORA CITY CENTER

CHAPTER 6 FAILURS ON SITES 6.1 HONEYCOMBS IN CONCRETE o Honeycombs are hollow spaces and cavities left in concrete mass on surface or inside the concrete mass where concrete could not reach. These look like honey bees nest. o Honeycombs which are on sides are visible to naked eyes and can be detected easily as soon shuttering is removed. Honey combs which are inside mass of concrete can only be detected by advanced techniques like ultrasonic testing etc. o Honeycomb is due to non-reaching of concrete to all places due to which cavities and hallow pockets are created, main reasons are: 1) Improper vibration during concrete. 2) Less cover to reinforcement bars 3) Use of very stiff concrete (this can be avoided by controlling water as per slump test). 4) Places like junction of beam to beam to column and to one or more beams are the typical spots where honey combs are observed. This is due to jumbling of reinforcement of beams and column rods at one place; special attention is required at such place during concreting and vibrating. 5) Presence of more percentage of bigger size of aggregate in concrete also prevents concrete to fill narrow spaces between the reinforcement rods.

6.2 Remedies for Honeycombs in Concrete

CHARUSAT UNIVERSITY

AGORA CITY CENTER

o Strictly speaking wherever honeycombs are observer concrete should be broken and the portion should be re concreted after applying grouting chemical to the old surface. o Honeycombs as a defect not only reduces the load bearing capacity but water finds an easy way to reinforcement rods and rusting and corrosion starts. o Corrosion is a process which continues through reinforcement rods even in good concrete, this result in loosing grip between rods and concrete, which is very dangerous to safety and life of concrete structures. o R.C.C. structures have failed with in 20 or 30 years of their construction which is less than half their projected life. o Especially no risk should be taken in case of columns, Machine foundations, Rafts, Beams etc., where breaking and recasting is the only best way. o In case of honey combs on surface pressure grouting with cement based chemicals which are non-shrinkable can be adopted after taking opinion of the designer and acting as per his advice.

CHARUSAT UNIVERSITY

AGORA CITY CENTER

6.3 Failure of Column in our site

CHARUSAT UNIVERSITY

AGORA CITY CENTER

CHARUSAT UNIVERSITY

AGORA CITY CENTER

CHARUSAT UNIVERSITY

AGORA CITY CENTER

CHARUSAT UNIVERSITY

AGORA CITY CENTER

CHARUSAT UNIVERSITY

AGORA CITY CENTER

CHAPTER 7 SITE MANAGEMENT 7.1 DAILY TRACING REPORT

CHARUSAT UNIVERSITY

AGORA CITY CENTER

7.2 Manpower Details

CHARUSAT UNIVERSITY

AGORA CITY CENTER

7.3 SCHEDULING OF COLUMN

CHARUSAT UNIVERSITY

AGORA CITY CENTER

CHAPTER 8 REPORTS

Figure 42 REPORT ON AUTOCLAVED AREATED CONCRETE BLOCKS

CHARUSAT UNIVERSITY

AGORA CITY CENTER

Figure 43 TEST REPORT ON LIGHT COMPACTION

CHARUSAT UNIVERSITY

AGORA CITY CENTER

Figure 44 REPORT ON NDT OF CONCRETE BY ULTRASONIC PULSE VELOCITY

CHARUSAT UNIVERSITY

AGORA CITY CENTER

Figure 45 REPORT ON PHYSICAL PROPERTIES OF ORDINARY PORTLAND CEMENT

CHARUSAT UNIVERSITY

AGORA CITY CENTER

CHAPTER 9 CONCLUSION

The site training at Shree Balaji Agora City Center was really a spellbinding experience in terms of on field experience & gaining knowledge. In learning the proficiency required by a site engineer. This has to be incorporated in a trainee who is just moving towards real life execution of work, which cannot be done through theoretical learning. This training has shown a glance of an engineerâ&#x20AC;&#x2122;s life. Onsite training & observations during practical training have given a brief idea of professional life. Acquiring some basic knowledge, an engineer should know before entering into practical field. Engineerâ&#x20AC;&#x2122;s life is a full of challenges and this training has helped in observing & experiencing some. This site training enhanced the knowledge in terms of difference of field work and theory work. The training also explained importance of management at site like planning, material management, manpower management & many more. Of all, labour management & execution of work was the toughest thing that a site-supervisor came across, as one has to look after various simultaneous activities, their completion dates & also complete the work without any errors. After many observations on field presence of mind & discipline are the most important things for a site engineer. Such qualities can save the organization from any type of disaster & bearing losses through accurate & disciplined work. Another important thing learned, about the flow of information & work from labour to the chairman of company and this helps in widening the knowledge on management aspects at site. Came to know how the whole project is handled, from sanctioning of the project to the finishing of the project.

CHARUSAT UNIVERSITY

AGORA CITY CENTER

REFERENCES

 BOOKS o ESTIMATING & COSTING IN CIVIL ENGINEERING; B.N.DUTTA o REINFORCED CONCRETE; DR.H.J.SHAH o ESTIMATING, COSTING & VALUATION; RANGWALA o BUILDING MATERIALS & CONSTRUCTION; RANGWALA, CHAROTAR PUBLICATIONS o BUILDING CONSTRUCTION, DR B.C.PUNAMIA o BUILDING CONSTRUCTION, S.P.ARORA AND S.P.BINDRA

 CODES o IS CODE 456-2000 PLAIN & REINFORCED CONCRETE-CODE OF PRACTICE

 WEB REFERENCES o https://www.shreebalajiconstruction.com/ o o o

https://www.shreebalajiconstruction.com/shree-balaji-agora-city-centre-vadodara https://www.99acres.com/agora-city-centre-kareli-bagh-vadodara-npxid-r275003 https://www.magicbricks.com/agora-city-centre-karelibaug-vadodara-pdpid-4d4235313133343639

 EBOOKS o CONSTRUCTION TECHNIQUES, EQUIPMENT AND PRACTICES