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                                                                                                            SUMMER	
  INTERNSHIP	
  REPORT	
  
                                                                                                             (7/5/2012	
  	
  	
  	
  	
  -­‐	
  	
  	
  	
  24/6/2012)	
  
	
  
	
  
	
  
	
  
	
  
	
  
	
  
	
  
	
  
	
  
	
  
	
  
	
  
	
  
	
  
	
  
	
  
	
  
	
  
	
  
	
  
	
  
	
  
	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
     	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  Submitted	
  by:-­‐	
  
	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
                                               	
                                	
                                                    	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  Umed	
  Paliwal	
  
	
                                                    	
                                                     	
                                	
                                                    	
                                                     	
                                                    	
  Second	
  	
  Undergraduate	
  Student,	
  
	
                                                    	
                                                     	
                                	
                                                    	
                                                     	
                                                    	
  Department	
  of	
  Civil	
  Engineering,	
  
	
                                                    	
                                                     	
                                	
                                                    	
                                                     	
                                                    	
  Indian	
  Institute	
  of	
  Technology	
  Kanpur	
  
	
                                                    	
                                                     	
                                	
                                                    	
                                                     	
  
	
  


	
                                                                                                                                                                                                                 1	
  
INDEX	
  
	
  
______________________________________________________________________	
  
Sno.	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  Contents	
   	
   	
   Page	
  no.	
  
1	
   	
                                             	
                                       	
                                       Aknowldgement	
                                    	
   	
      3	
  
2	
   	
                                             	
                                       	
                                       Introduction	
   	
                                	
   	
      4	
  
3	
   	
                                             	
                                       	
                                       EHS	
  Department	
                                	
   	
      15	
  
4	
   	
                                             	
                                       	
                                       QA/QC	
  Department	
   	
                              	
      21	
  
5	
   	
                                             	
                                       	
                                       Project	
  Execution	
   	
                             	
      47	
  
6	
   	
                                             	
                                       	
                                       Planning	
   	
                               	
   	
   	
      57	
  
7	
   	
                                             	
                                       	
                                       Conclusion	
                                  	
   	
   	
      59	
  
______________________________________________________________________	
  
	
  
	
  
	
  
	
  
	
  
	
  
	
  
	
  
	
  
	
  
	
  
	
  
	
  
	
  
	
  
	
  
	
  
	
  
	
  
	
  
	
  
	
  
	
  
	
  
	
  

	
                                                                                                  2	
  
 
                                                Aknowldgement	
  
	
  
I	
   am	
   very	
   thankful	
   to	
   LARSEN	
   &	
   TOUBRO	
   CONSTRUCTIONS	
   BUILDINGS	
   &	
  
FACTORIES	
   INDIPENDENT	
   COMPANY	
   (L&T	
   CONSTRUCTION,	
   B&F	
   IC)	
   for	
  
having	
   given	
   me	
   the	
   opportunity	
   to	
   undertake	
   my	
   summer	
   training	
   at	
   their	
  
prestigious	
   FORD	
   INDIA	
   PVT	
   LTD,	
   #	
   2	
   PROJECT.	
   It	
   was	
   a	
   very	
   good	
   learning	
  
experience	
   for	
   me	
   to	
   have	
   worked	
   at	
   this	
   site	
   as	
   this	
   project	
   involved	
   many	
  
unique	
  construction	
  practices	
  and	
  challenges.	
  I	
  would	
  like	
  to	
  convey	
  my	
  heartiest	
  
thanks	
   to	
   	
   	
   	
   Mr.	
   Ashutosh	
   Tripathi,	
   L&T	
   Construction.	
   Ahmadabad	
   Cluster	
  
Project	
  Manager	
  Factory	
  Division,	
  who	
  heartily	
  welcomed	
  me	
  for	
  the	
  internship.	
  
I	
   would	
   also	
   like	
   to	
   give	
   my	
   heart-­‐felt	
   thanks	
   to	
   	
   Mr.	
   S.	
   K.	
   Basu,	
   Project	
   Co-­‐
Ordinator,	
  Mr.	
   Sudeep	
   Ghosh	
   ,QA/QC	
  Head	
  who	
  guided	
  and	
  encouraged	
  me	
  all	
  
through	
   the	
   summer	
   training	
   and	
   imparted	
   in-­‐depth	
   knowledge	
   of	
   the	
   project.	
  
Also	
  I	
  would	
  like	
  to	
  thank	
  Mr.	
  G.	
  M.	
  Mir,	
  Planning	
  Head,	
  who	
  assisted	
  and	
  guided	
  
me	
   whenever	
   I	
   needed	
   help.	
   I	
   would	
   like	
   to	
   thank	
   all	
   the	
   department	
   heads	
   of	
  
L&T	
  Construction,	
  B&F	
  IC,	
  for	
  giving	
  their	
  precious	
  time	
  and	
  valuable	
  guidance	
  
during	
  my	
  internship	
  programme.	
  
Last	
  but	
  not	
  the	
  least;	
  I	
  would	
  like	
  to	
  thank	
  all	
  the	
  staff	
  at	
  L&T	
  Construction	
  ,	
  B&F	
  
IC,	
  for	
  being	
  so	
  helpful	
  during	
  this	
  summer	
  training.	
  
	
  
	
  
	
  
	
  
	
  
Name:	
  Umed	
  Paliwal	
  
Date:	
  16th	
  June	
  2012	
  




	
                                                                     3	
  
INTRODUCTION

ABOUT THE ORGANIZATION:

Larsen & Toubro Limited is the biggest legacy of two Danish Engineers, who built a
world-class organization that is professionally managed and a leader in India's
engineering and construction industry. It was the business of cement that brought the
young Henning Holck-Larsen and S.K. Toubro into India. They arrived on Indian
shores as representatives of the Danish engineering firm F L Smidth & Co in
connection with the merger of cement companies that later grouped into the
Associated Cement Companies.

Together, Holck-Larsen and Toubro, founded the partnership firm of L&T in 1938,
which was converted into a limited company on February 7, 1946. Today, this has
metamorphosed into one of India's biggest success stories. The company has grown
from humble origins to a large conglomerate spanning engineering and construction.

Larsen & Toubro Construction is India’s largest construction organisation. Many of
the country's prized landmarks - its exquisite buildings, tallest structures, largest
industrial projects, longest flyover, and highest viaducts - have been built by it.
Leading-edge capabilities cover every discipline of construction: civil, mechanical,
electrical and instrumentation.

L&T Construction has the resources to execute projects of large magnitude and
technological complexity in any part of the world. The business of L&T Construction
is organized in six business sectors which will primarily be responsible for
Technology Development, Business Development, International Tendering and work
as Investment Centres. Head quarters in Chennai, India. In India, 7 Regional Offices
and over 250 project sites. In overseas it has offices in Gulf and other overseas
locations.

L&T Construction’s cutting edge capabilities cover every discipline of construction –
civil, mechanical, electrical and instrumentation engineering and services extend to
large industrial and infrastructure projects from concept to commissioning.




	
                                        4	
  
L&T Construction has played a prominent role in India’s industrial and infrastructure
development by executing several projects across length and breadth of the country
and abroad. For ease of operations and better project management, in-depth
technology and business development as well as to focus attention on domestic and
international project execution, entire operation of L&T Construction is structured
into four Independent Companies.

       •   Hydrocarbon IC
       •   Buildings & Factories IC
       •   Infrastructure IC
       •   Metallurgical & Material Handling IC
       •   Power Transmission & Distribution
       •   Heavy Engineering
       •   Shipbuilding
       •   Power
       •   Electrical & Automation
       •   Machinery & Industrial Product



BUILDING & FACTORIES
The Buildings & Factories Independent Company is equipped with the domain
knowledge,         requisite   expertise   and   wide-ranging   experience   to   undertake
Engineering, Procurement and Construction (EPC) of all types of building and factory
structures.
       •   Commercial Buildings & Airports
       •   Residential Buildings & Factories

RESIDENTIAL BUILDINGS & FACTORIES

L&T undertakes turnkey construction of a wide range of residential buildings and
factory structures. Projects are executed using the cutting edge technology,
sophisticated construction equipment and project management tools for quality, safety
and speed.
       •   Residential Building
       •   Factories


	
                                               5	
  
FACTORIES
L&T offers design and turnkey construction of heavy and light factories, cement &
plants including Defence Projects using the latest construction technology, with a
focus on Quality, Safety and Speed. The spectrum covers

       •   Heavy & Light Factories (HLF) –Automobile & Ancillary Factories, Glass
           plants, Food processing Factories, Pharmaceutical plants, Warehouses &
           Logistics Parks, Workshop Complexes, Solar thin film manufacturing units,
           etc.
       •   Cement & Plants (C&P) – Cement Plants, Sugar Plants, Distillery Plants,
           Food Grain storage structures, Pulp & Paper Mills, Textile Mills etc.
       •   Defence – Construction of Manufacturing Facilities and Warehouse Facilities
           for Defence.



SERVICE SPECTRUM

L&T Construction’s range of services includes:
       •   Pre-engineering, feasibility studies and detailed project reports.
       •   Complete civil and structural construction services for all types of buildings,
           industrial and infrastructure projects.
       •   Complete mechanical system engineering including fabrication and erection of
           structural   steel    works;   manufacture,   supply,    erection,   testing   and
           commissioning of plant and equipment; heavy lift erection; high-pressure
           piping; fire-fighting; HVAC and LP/ utility piping networks.
       •   Electrical system design, project electrification, automation and control system
           including instrumentation for all type of industrial and telecom projects.
       •   Design, manufacture, supply and installation of EHV switchyards,
           transmission lines.




	
                                              6	
  
QUALITY POLICY
At L&T, Environment, Health & Safety (EHS) is given the highest priority. The EHS
policy enunciated by the Corporate Management lays emphasis on Environment,
Health and Safety through a structured approach and well defined practices. Systems
and procedures have been established for implementing the requisites at all stages of
construction and they are accredited to the International standards of ISO 9001:2008,
ISO 14001:2004 and OHSAS 18001:2007.




	
                                       7	
  
1.1    HEALTH SAFTEY AND ENVIRONMENTAL POLICY

	
  




	
                       8	
  
HR POLICY
       	
  




                           	
  




	
                 9	
  
WORK CULTURE


       Work Culture emphasises:
         • Freedom to experiment
         • Continuous learning and training
         • Transparency
         • Quality in all aspects of work
         • Rewards based on performance and potential



TRAINING

       Human Resources Department believes that Quality is the hallmark of any successful
venture. Quality Training and Development of Human Resources is realized through:
Identifying training needs within the Organization and designing and implementing
those need based training programs to bring about continuous up-gradation of
knowledge, skills and employee attitudes.



VISION & MISSION

VISION

L&T shall be professionally managed Indian multinational committed to total
customer satisfaction and enhancing shareholder value. L&T shall be an innovative
entrepreneurial and empowered team constantly creating value and attaining global
benchmarks. L&T shall foster a culture of caring trust and continuous learning while
meeting expectations of employees, stakeholders and society.




	
                                            10	
  
MISSION

To achieve excellence in the field of Engineering, Procurement and Construction
through world class practice and standards in quality, Safety and Project
Management.




	
                                    11	
  
PROPOSED – PROJECT

  CAR MANUFATURING FACILITY FOR FORD INDIA PVT LTD,

                  AHMEDABAD, INDIA.




	
                       12	
  
THE PROJECT DETAILS


PROJECT - CAR MANUFATURING FACILITY
CLIENT - M/S. FORD INDIA PVT LTD.
CONSULTANT - KAJIMA INDIA PVT LTD
CONTRACTOR - L&T CONSTRUCTION BUILDING &
FACTORIES
TYPE OF CONTRACT – LUMPSUM CONTRACT
CONSTRUCTION PERIOD –
DEFECT NOTIFICATION PEROD - 365 DAYS
PROJECT COMPONENT -
                • ENGINE SHOP
                • PAINT SHOP
                • TCF SHOP
                • BODY SHOP
                • STAMPING
                • ROAD AND ADMIN BUILDING
PACKAGE UNDER L&T -
                • ENGINE PLANT
                • PAINT SHOP –PILING WORK
                • TCF SHOP
PROJECT LOCATION AND AREA –
                   SANAND AHMEDABAD, NEAR TATA
                   NANO PLANT
                   AREA UNDER SCOPE – 460 ACRES
CONSULTANT – KAJIMA INDIA PVT LTD




	
                        13	
  
BRIEF INTRODUCTION OF PROJECT
Ford India has laid the foundation for its new US $1 billion state-of-the-art, integrated
manufacturing facility in Sanand and its future growth on the subcontinent. The total
area of the plant is 406-acre.

           •   Ford India Sanand facility will deploy global best practices and
               technology including a state-of-the-art Paint Shop
           •   Ford India’s Sanand facility attracts 19 world-class supplier
               manufacturers to date

Ford India is laying the foundation for its new US $1 billion state-of-the-art,
integrated manufacturing facility in Sanand and its future growth on the subcontinent.
It will be complete in 2014; the integrated manufacturing facility will have the
capacity to produce an additional 240,000 new Ford vehicles and 270,000 engines per
year for Indian customers and for export market.

The new state-of-the-art assembly plant will be fully integrated to support stamping,
body assembly, paint, trim and final assembly. The paint shop will utilize Ford’s
environmentally friendly rotational dip technology and 3-Wet technology paint
processes, which will improve paint quality, depth and durability, as well as
significantly reducing Volatile Organic Compounds, CO2 emissions and waste.

The idea behind selecting Sanand as project site is, the way the Chennai Port served
the company’s markets in the East and South East Asia, the Gujarat terminal, or a
roll-on roll-off (RoRo) facility, could be used for exports to the western markets like
Mexico, South Africa and the Middle East as and when necessary.

Plus, the State Government has also prioritized land adjacent to the site for supplier
operations. It will be protected by the local government in order to attract and locate
automotive suppliers within close proximity of both the plants.

The project has divided into various packages; L&T has received three packages: first
package is Paint shop(Piling work) , second package Engine and third package is TCF.
The location of project makes it more important due to TATA NANO PLANT by side
and upcoming MARUTI PLANT.




	
                                         14	
  
EHS DEPARTMENT



	
  GENERAL	
  EHS	
  RULES	
  &REGULATIONS	
  
	
  
       1.	
  No	
  workmen	
  below	
  18	
  years	
  and	
  above	
  58	
  years	
  of	
  age	
  shall	
  be	
  engaged	
  for	
  a	
  
       job.	
  
       2.	
  All	
  workmen	
  shall	
  be	
  screened	
  before	
  engaging	
  them	
  on	
  the	
  job.	
  Physical	
  
       fitness	
  of	
  the	
  person	
  to	
  certain	
  critical	
  jobs	
  like	
  working	
  at	
  height	
  or	
  other	
  
       dangerous	
  locations	
  to	
  be	
  ensured	
  before	
  engaging	
  the	
  person	
  on	
  work.	
  The	
  final	
  
       decision	
  rests	
  with	
  the	
  site	
  management	
  to	
  reject	
  any	
  person	
  on	
  the	
  ground	
  of	
  
       physical	
  fitness.	
  
       3.	
  Visitors	
  can	
  enter	
  the	
  site	
  after	
  EHS	
  induction	
  with	
  the	
  visitor	
  pass.	
  He	
  should	
  
       be	
  provided	
  Safety	
  helmet	
  &	
  safety	
  Shoes,	
  also	
  he	
  should	
  be	
  accompanied	
  with	
  
       the	
  responsible	
  person	
  of	
  that	
  area.	
  	
  
       4.	
  Smoking	
  is	
  strictly	
  prohibited	
  at	
  workplace.	
  
       5.	
  Sub-­‐contractors	
  shall	
  ensure	
  adequate	
  supervision	
  at	
  workplaces.	
  They	
  shall	
  
       ensure	
  that	
  all	
  persons	
  working	
  under	
  them	
  shall	
  not	
  create	
  any	
  hazard	
  to	
  self	
  or	
  
       to	
  the	
  co-­‐workers.	
  
       6.	
  Nobody	
  is	
  allowed	
  to	
  enter	
  the	
  site	
  without	
  wearing	
  safety	
  helmet.	
  Chinstrap	
  
       of	
  safety	
  helmet	
  shall	
  be	
  always	
  on.	
  
       7.	
  No	
  one	
  is	
  allowed	
  to	
  work	
  at	
  or	
  more	
  than	
  two-­‐meter	
  height	
  without	
  wearing	
  
       full	
  body	
  harness	
  and	
  anchoring	
  the	
  lanyard	
  of	
  full	
  body	
  harness	
  to	
  firm	
  support	
  
       preferably	
  at	
  shoulder	
  level.	
  
       8.	
  No	
  one	
  is	
  allowed	
  to	
  enter	
  into	
  workplace	
  and	
  work	
  at	
  site	
  without	
  adequate	
  
       foot	
  protection	
  (including	
  female	
  worker).	
  
       9.	
  Usage	
  of	
  eye	
  protection	
  equipment	
  shall	
  be	
  ensured	
  when	
  workmen	
  are	
  
       engaged	
  for	
  grinding,	
  chipping,	
  welding	
  and	
  gas	
  cutting.	
  For	
  other	
  jobs,	
  as	
  and	
  
       when	
  site	
  safety	
  co-­‐ordinator	
  insists	
  eye	
  protection	
  has	
  to	
  be	
  provided.	
  
       10.	
  All	
  PPEs	
  like	
  shoes,	
  helmet,	
  full	
  body	
  harness	
  etc.	
  shall	
  be	
  arranged	
  before	
  
       starting	
  the	
  	
  job	
  as	
  per	
  recommendation	
  of	
  the	
  EHSO.	
  
       11.	
  Rigid	
  barrication	
  must	
  be	
  provided	
  around	
  the	
  excavated	
  pits,	
  and	
  
       barrication	
  shall	
  be	
  maintained	
  till	
  the	
  backfilling	
  is	
  done.	
  Safe	
  approach	
  is	
  to	
  be	
  
       ensured	
  into	
  every	
  excavation.	
  



	
                                                              15	
  
12.	
  Adequate	
  illumination	
  at	
  workplace	
  shall	
  be	
  ensured	
  before	
  starting	
  the	
  job	
  
       at	
  night.	
  
       13.	
  All	
  the	
  dangerous	
  moving	
  parts	
  of	
  the	
  portable/fixed	
  machinery	
  being	
  used	
  
       shall	
  be	
  adequately	
  guarded.	
  
       14.	
  Ladders	
  being	
  used	
  at	
  site	
  shall	
  be	
  adequately	
  secured	
  at	
  bottom	
  and	
  top.	
  
       Ladder	
  shall	
  not	
  be	
  used	
  as	
  work	
  platforms.	
  
       15.	
  Erection	
  zone	
  and	
  dismantling	
  zone	
  shall	
  be	
  barricaded	
  and	
  nobody	
  will	
  be	
  
       allowed	
  to	
  stand	
  under	
  the	
  suspended	
  loads.	
  	
  
       16.	
  Horseplay	
  is	
  completely	
  prohibited	
  at	
  workplace.	
  Running	
  at	
  site	
  is	
  
       completely	
  prohibited	
  except	
  in	
  case	
  of	
  emergency.	
  
       17.	
  Material	
  shall	
  not	
  be	
  thrown	
  from	
  the	
  height.	
  Proper	
  arrangement	
  of	
  Debris	
  
       Chute	
  can	
  be	
  installed.	
  
       18.	
  Other	
  than	
  the	
  electrician	
  possessing	
  B	
  licence	
  with	
  red	
  helmet,	
  no	
  one	
  is	
  
       allowed	
  to	
  carryout	
  electrical	
  connection,	
  repairs	
  on	
  electrical	
  equipment	
  or	
  
       other	
  job	
  related	
  thereto.	
  	
  
       19.	
  Inserting	
  of	
  bare	
  wires	
  for	
  tapping	
  the	
  power	
  from	
  electrical	
  socket	
  is	
  
       completely	
  prohibited.	
  
       20.	
  All	
  major,	
  minor	
  accidents	
  near	
  misses	
  and	
  unhygienic	
  conditions	
  must	
  be	
  
       reported.	
  
       21.	
  All	
  scaffoldings/	
  work	
  platform	
  shall	
  meet	
  the	
  requirement.	
  The	
  width	
  of	
  the	
  
       working	
  platform	
  and	
  fall	
  protection	
  arrangement	
  shall	
  be	
  maintained	
  as	
  per	
  the	
  
       Standard.	
  All	
  tools	
  and	
  tackles	
  shall	
  be	
  inspected	
  before	
  use.	
  Defects	
  to	
  be	
  
       reported	
  immediately.	
  No	
  lifting	
  tool&tackle	
  to	
  be	
  used	
  unless	
  it	
  is	
  certified	
  by	
  
       the	
  concerned	
  Engineer	
  Incharge	
  /	
  P&M	
  engineer.	
  
       22.	
  Good	
  house	
  keeping	
  to	
  be	
  maintained.	
  Passage	
  shall	
  not	
  be	
  blocked	
  with	
  
       materials.	
  Material	
  like	
  bricks	
  shall	
  not	
  be	
  stacked	
  to	
  the	
  dangerous	
  height	
  at	
  
       workplace.	
  
       23.	
  Debris,	
  scrap	
  and	
  other	
  material	
  to	
  be	
  cleared	
  then	
  and	
  there	
  from	
  the	
  work	
  
       place	
  and	
  at	
  the	
  time	
  of	
  closing	
  of	
  work	
  every	
  day.	
  
       24.	
  Contractors	
  shall	
  ensure	
  that	
  all	
  their	
  workmen	
  are	
  following	
  safe	
  practices	
  
       while	
  travelling	
  in	
  the	
  company’s	
  transport	
  and	
  staying	
  at	
  company’s	
  
       accommodations.	
  	
  
       25.	
  Adequate	
  fire	
  fighting	
  equipment	
  shall	
  be	
  made	
  available	
  a	
  workplace	
  and	
  
       persons	
  to	
  be	
  trained	
  in	
  fire	
  fighting	
  techniques	
  with	
  the	
  co-­‐ordination	
  of	
  EHSO.	
  
       26.	
  All	
  the	
  unsafe	
  conditions,	
  unsafe	
  act	
  identified	
  by	
  the	
  contractors,	
  reported	
  
       by	
  site	
  supervisor	
  and	
  /	
  or	
  safety	
  personnel	
  to	
  be	
  corrected	
  on	
  priority	
  basis.	
  



	
                                                                16	
  
27.	
  No	
  children	
  shall	
  be	
  allowed	
  to	
  enter	
  the	
  workplace.	
  
       28.	
  Workwomen	
  are	
  not	
  allowed	
  to	
  work	
  at	
  high-­‐risk	
  areas.	
  	
  
       29.	
  Other	
  than	
  the	
  Driver/operator,	
  no	
  one	
  shall	
  travel	
  in	
  a	
  tractor	
  /	
  tough	
  rider	
  
       etc.	
  	
  	
  
       30.	
  Wherever	
  the	
  vehicle/equipment	
  has	
  to	
  work	
  near	
  or	
  pass	
  through	
  the	
  
       overhead	
  electrical	
  lines,	
  the	
  goal	
  post	
  shall	
  be	
  installed.	
  	
  	
  
       31.	
  Identity	
  card	
  should	
  always	
  be	
  displayed	
  and	
  shown	
  when	
  demanded.	
  
       32.	
  Any	
  person	
  found	
  to	
  be	
  interfering	
  with	
  or	
  misusing	
  fixtures,	
  fittings	
  or	
  
       equipment	
  provided	
  in	
  the	
  interest	
  of	
  health,	
  safety	
  and	
  welfare	
  would	
  be	
  
       excluded	
  from	
  site.(	
  like	
  using	
  helmet	
  and	
  fire	
  bucket	
  for	
  carrying	
  the	
  material,	
  
       removing	
  the	
  handrails,	
  etc.)	
  
       33.	
  Visitors	
  must	
  use	
  safety	
  helmet	
  before	
  entering	
  the	
  Site.	
  	
  
       34.	
  Safety	
  signs	
  and	
  notices	
  must	
  be	
  displayed	
  and	
  followed.	
  
       35.	
  Transistor	
  radios	
  or	
  personal	
  stereos	
  /	
  Walkman	
  must	
  not	
  be	
  used.	
  
       36.	
  All	
  site	
  personnel,	
  for	
  their	
  own	
  safety	
  and	
  for	
  the	
  safety	
  of	
  others,	
  are	
  
       required	
  to	
  fully	
  comply	
  with	
  the	
  agreed	
  safety	
  systems/	
  procedures	
  and	
  
       working	
  method.	
  
       37.	
  Consumption	
  of	
  alcohol	
  and	
  drugs	
  is	
  prohibited.	
  
       38.	
  No	
  person	
  is	
  to	
  operate	
  any	
  mechanical	
  /	
  Electrical	
  equipment	
  unless	
  they	
  
       have	
  been	
  authorized	
  and	
  have	
  been	
  certified	
  as	
  competent.	
  
       39.	
  Take	
  Food	
  only	
  at	
  the	
  designated	
  area	
  (like	
  dinning,	
  Rest	
  Room	
  etc).	
  	
  The	
  
       Waste	
  food,	
  PVC/Paper	
  covers	
  need	
  to	
  be	
  dumped	
  in	
  the	
  Dustbin.	
  The	
  House	
  
       keeping	
  gang	
  on	
  regular	
  intervals	
  will	
  clear	
  this.	
  Also	
  hand	
  /	
  vessels	
  should	
  be	
  
       washed	
  in	
  the	
  same	
  area	
  with	
  proper	
  drainage.	
  
       40.	
  No	
  workers	
  should	
  enter	
  the	
  site	
  with	
  lunghies	
  and	
  dhotis.	
  
       41.	
  No	
  body	
  should	
  sit	
  	
  /	
  sleep	
  on	
  the	
  	
  floor	
  edges.	
  
       42.	
  Don’t	
  enter	
  inside	
  the	
  room	
  where	
  there	
  is	
  no	
  light.	
  
       43.	
  Don’t	
  take	
  shelter	
  under	
  the	
  vehicle	
  or	
  in	
  an	
  electrical	
  installation	
  rooms.	
  
       44.	
  Look	
  for	
  warnings	
  signs,	
  caution	
  boards	
  and	
  other	
  notices.	
  
       45.	
  Must	
  be	
  aware	
  about	
  the	
  locations	
  of	
  the	
  first	
  aid	
  canter,	
  fire	
  extinguisher,	
  
       emergency	
  assembly	
  point	
  and	
  emergency	
  siren.	
  
       46.	
  No	
  floor	
  opening,	
  floor	
  edges	
  should	
  be	
  left	
  unguarded	
  
       47.	
  Training	
  is	
  must	
  for	
  all	
  scaffolders	
  and	
  only	
  trained	
  scaffolders	
  should	
  make	
  
       platforms.	
  
       48.	
  Don’t	
  keep	
  loose	
  materials	
  at	
  height.	
  
       49.	
  Permission	
  should	
  be	
  taken	
  for	
  all	
  earthworks	
  from	
  P&M	
  Department.	
  



	
                                                                     17	
  
50.	
  Those	
  who	
  are	
  violating	
  the	
  safety	
  norms	
  will	
  be	
  penalized.	
  	
  
                               51.	
  Female	
  workers	
  should	
  not	
  be	
  engaged	
  on	
  work	
  between	
  7.P.M.	
  	
  To	
  8	
  A.M.	
  
                               52.	
  Physical	
  fitness	
  check	
  shall	
  be	
  carried	
  out	
  for	
  crane	
  operators	
  &	
  Drivers.	
  
	
  	
  	
  	
  	
  	
  	
  	
  	
  53.	
  PPE	
  Shall	
  is	
  provided	
  to	
  visitors	
  at	
  gate.	
  
                               54.	
  No	
  smoking	
  sign	
  boards	
  shall	
  be	
  kept	
  at	
  flammable	
  and	
  combustible	
  material	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  
	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  Storage	
  places.	
  
	
  	
  	
  	
  	
  	
  
	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  55.	
  Debris,	
  scrap	
  and	
  other	
  materials	
  shall	
  be	
  disposed	
  daily	
  at	
  closing	
  hours	
  of	
  	
  	
  	
  
	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  the	
  day	
  by	
  the	
  same	
  crew.	
  
	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  56.	
  Environment	
  poster	
  shall	
  be	
  displayed	
  at	
  site	
  as	
  and	
  when	
  required	
  	
  
	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  Depending	
  upon	
  the	
  activities	
  in	
  progress.	
  
	
  
	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  57.	
  Fire	
  points	
  should	
  be	
  placed	
  at	
  all	
  required	
  areas	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  	
  

	
  
	
  

           Use of Personal Protective Equipment and safety devices relevant to

                                                                                                                                     site activities.


                           •   SAFETY APPLIANCES

               The	
  requirement	
  of	
  sufficient	
  number	
  of	
  safety	
  appliances	
  are	
  planned	
  well	
  in	
  
               advance	
  and	
  made	
  available	
  at	
  stores.	
  


                           •   HEAD PROTECTION
               Every	
  individual	
  entering	
  the	
  site	
  must	
  wear	
  safety	
  helmet,	
  confirming	
  to	
  IS:	
  
               2925-­‐	
  1984	
  with	
  the	
  	
  chinstrap	
  fixed	
  to	
  the	
  chin.	
  


                           •   FOOT AND LEG PROTECTION
               	
  Safety	
  footwear	
  with	
  steel	
  toe	
  is	
  essential	
  on	
  site	
  to	
  prevent	
  crush	
  injuries	
  to	
  
               our	
  toes	
  and	
  injury	
  due	
  to	
  striking	
  against	
  the	
  object.	
  


                           •   HEARING PROTECTION:

               Excessive	
  noise	
  causes	
  damage	
  to	
  the	
  inner	
  ear	
  and	
  permanent	
  loss	
  of	
  hearing.	
  
               To	
  protect	
  ears	
  use	
  ear	
  plugs	
  /	
  ear	
  muff	
  as	
  suitable	
  


	
                                                                                                                                                             18	
  
•   EYE PROTECTION
       Person	
  carrying	
  out	
  grinding	
  works,	
  operating	
  pavement	
  breakers,	
  and	
  those	
  
       involved	
  in	
  welding	
  and	
  cutting	
  works	
  should	
  wear	
  safety	
  goggles	
  &	
  face	
  shield	
  
       suitably.	
  Goggles,	
  Safety	
  Spectacles,	
  face	
  shield	
  confirm	
  to	
  IS:	
  5983-­‐1980.	
  


          •   EAR PROTECTION

              Ear Muff / Earplug should be provided to those working at
              places with high sound levels (confirm to IS: 9167-1979).


          •   HAND AND ARM PROTECTION:

              While handling cement and concrete & while carrying out hot
              works like gas cutting, grinding & welding usage of hand
              gloves is a must to protect the hand,
                       1)	
  COTTON	
  Gloves	
  (for	
  materials	
  handling)-­‐IS:	
  6994-­‐1973	
  
                       2)	
   RUBEER	
  Gloves-­‐18”	
  (380/450mm	
  long)	
  electrical	
  grade,	
  tested	
  
                       to	
  15000	
  Volts	
  conforming	
  to	
  IS:	
  4770-­‐1991	
  
                       3)	
  LEATHER	
  Gloves	
  –	
  hot	
  work	
  /	
  handling	
  of	
  sharp	
  edges	
  


          •   RESPIRATORY PROTECTION
                 Required	
  respiratory	
  protection	
  according	
  to	
  the	
  exposure	
  of	
  hazards	
  to	
  
                 be	
  provided.	
  


          •   SAFETY NET

                 Though	
  it	
  is	
  mandatory	
  to	
  wear	
  safety	
  harness	
  while	
  working	
  at	
  height	
  
                 on	
   the	
   working	
   platforms,	
   safety	
   nets	
   of	
   suitable	
   mesh	
   size	
   shall	
   be	
  
                 provided	
  to	
  arrest	
  the	
  falling	
  of	
  person	
  and	
  materials	
  on	
  need	
  basis.	
  


          •   FALL PROTECTION:

                 To	
   prevent	
   fall	
   of	
   person	
   while	
   working	
   at	
   height,	
   personnel	
   engaged	
  
                 more	
  than	
  2m	
  wear	
  standard	
  Full	
  Body	
  harness	
  should	
  be	
  conforming	
  
                 to	
  IS:	
  3521-­‐1999(Third	
  Revision).	
  	
  




	
                                                               19	
  
1) Lanyard	
  should	
  be	
  of	
  12mm	
  Polypropylene	
  rope	
  and	
  of	
  length	
  not	
  
            more	
  than	
  2m.	
  
       2) Double	
  lanyard,	
  based	
  on	
  the	
  requirement.	
  

            	
  
            	
  

	
  




	
                                               20	
  
QUALITY ASSURANCE & QUALITY CONTROL
                                 DEPARTMENT
                                                    	
  
Quality is the key component which propels performance and defines leadership
traits. At L&T Construction, Quality Standards have been internalised and
documented in Quality Assurance manuals. L&T Construction recognizes the crucial
significance of the human element in ensuring quality. Structured training
programmes ensure that every L&T employee is conscious of his/her role and
responsibility in extending L&T Construction’s tradition of leadership through
quality. A commitment to safety springs from a concern for the individual worker –
every one of the thousands braving the rigours of construction at numerous project
sites. L&T, Buildings & Factories IC has a well-established and documented Quality
Management System (QMS) and is taking appropriate steps to improve its
effectiveness in accordance with the requirements of ISO 9001:2008. Relevant
procedures established clearly specify the criteria and methods for effective operation,
control and necessary resources and information to support the operation and
monitoring of these processes.


QUALITY IMPLEMENTATION AT SITE
L&T, Buildings & Factories IC has established procedure for monitoring, measuring
and analyzing of these processes and to take necessary actions to achieve planned
results and continual improvement of these processes. It has also maintained relevant
procedures to identify and exercise required control over outsourced processes, if any.
Systems and procedures have been established for implementing the requisites at all
stages of construction and they are accredited to the International standards of ISO
9001:2008, ISO 14001:2004 and OHSAS 18001:2007. L&T continues to maintain the
trail blazing tradition of meeting the stringent quality standards and adherence to time
schedules in all the projects.


PROJECT QUALITY PLAN (PQP):
The Project Quality Plan is prepared and formulated as a Management Summary of
Quality related activities required to meet the terms of contract. This Quality plan sets
out the Management practices and describes the Quality Management System based


	
                                         21	
  
on PDCA (Plan, Check, Do and Act) Principle. The Project Quality Plan comprises of
two sections:


         A. VOLUME I


SCOPE:
                       The contents of this document are applicable to “SHOP
         CONSTRUCTION FOR M/s. FORD INDIA Pvt. Ltd.” and “Construction
         of Civil and Structural works for M/s. FORD INDIA Pvt. Ltd. At Sanand,
         Gujarat” that will be carried out by Larsen & Toubro Limited, Buildings &
         Factories IC for FIPL. In preparation of this document, due regard has been
         paid to the requirements of ISO 9001: 2008 series of System Standards.


PURPOSE:
                       This Project Quality Plan is prepared and formulated as a Management
         Summary of Quality related activities required to meet the terms of contract.
         This Quality plan sets out the Management practices and describes the Quality
         Management System.
                	
  
                                     TESTS ON CEMENT


                                         CONSISTENCY


AIM
To determine the quantity of water required to produce a cement paste of standard
consistency as per IS: 4031 (Part 4) - 1988.


PRINCIPLE
The standard consistency of a cement paste is defined as that consistency which will
permit the Vicat plunger to penetrate to a point 5 to 7mm from the bottom of the Vicat
mould.


APPARATUS



	
                                              22	
  
VICAT APPARATUS
Vicat apparatus conforming to IS: 5513 - 1976 Balance, whose permissible variation
at a load of 1000g should be +1.0g Gauging trowel conforming to IS: 10086 - 1982


PROCEDURE
i) Weigh approximately 400g of cement and mix it with a weighed quantity of water.
The time of gauging should be between 3 to 5 minutes.


ii) Fill the Vicat mould with paste and level it with a trowel. iii) Lower the plunger
gently till it touches the cement surface.
iv) Release the plunger allowing it to sink into the paste.
v) Note the reading on the gauge.
vi) Repeat the above procedure taking fresh samples of cement and different
quantities of water until the reading on the gauge is 5 to 7mm.


REPORTING OF RESULTS
Express the amount of water as a percentage of the weight of dry cement to the first
place of decimal.




                      INITIAL AND FINAL SETTING TIME


AIM
To determine the initial and the final setting time of cement as per IS: 4031 (Part 5) -
1988.


APPARATUS
Vicat apparatus conforming to IS: 5513 - 1976 Balance, whose permissible variation
at a load of 1000g should be +1.0g Gauging trowel conforming to IS: 10086 - 1982


PROCEDURE
i) Prepare a cement paste by gauging the cement with 0.85 times the water required to
give a paste of standard consistency


	
                                           23	
  
ii) Start a stop-watch, the moment water is added to the cement.
iii) Fill the Vicat mould completely with the cement paste gauged as above, the mould
resting on a non-porous plate and smooth off the surface of the paste making it level
with the top of the mould. The cement block thus prepared in the mould is the test
block.


                               INITIAL SETTING TIME


Place the test block under the rod bearing the needle. Lower the needle gently in order
to make contact with the surface of the cement paste and release quickly, allowing it
to penetrate the test block. Repeat the procedure till the needle fails to pierce the test
block to a point 5.0 ± 0.5mm measured from the bottom of the mould . The time
period elapsing between the time, water is added to the cement and the time, the
needle fails to pierce the test block by 5.0 ± 0.5mm measured from the bottom of the
mould, is the initial setting time.


                                FINAL SETTING TIME


Replace the above needle by the one with an annular attachment.
The cement should be considered as finally set when, upon applying the needle gently
to the surface of the test block, the needle makes an impression therein, while the
attachment fails to do so. The period elapsing between the time, water is added to the
cement and the time, the needle makes an impression on the surface of the test block,
while the attachment fails to do so, is the final setting time.


REPORTING OF RESULTS
The results of the initial and the final setting time should be reported to the nearest
five minutes.




	
                                          24	
  
TESTS ON AGGREGATES


                                   SIEVE ANALYSIS


AIM
To determine the particle size distribution of fine and coarse aggregates by sieving as
per IS: 2386 (Part I) - 1963.




PRINCIPLE
By passing the sample downward through a series of standard sieves, each of
decreasing size openings, the aggregates are separated into several groups, each of
which contains aggregates in a particular size range.


APPARATUS


A SET OF IS SIEVES
i) A set of IS Sieves of sizes - 80mm, 63mm, 50mm, 40mm, 31.5mm, 25mm, 20mm,
16mm, 12.5mm, 10mm, 6.3mm, 4.75mm, 3.35mm, 2.36mm, 1.18mm, 600µm,
300µm, 150µm and 75µm


ii)Balance or scale with an accuracy to measure 0.1 percent of the weight of the test
sample


PROCEDURE
i) The test sample is dried to a constant weight at a temperature of 110 + 5oC and
weighed.
ii) The sample is sieved by using a set of IS Sieves.
iii) On completion of sieving, the material on each sieve is weighed.
iv) Cumulative weight passing through each sieve is calculated as a percentage of the
total sample weight.
v) Fineness modulus is obtained by adding cumulative percentage of aggregates
retained on each sieve and dividing the sum by 100.



	
                                         25	
  
REPORTING OF RESULTS
The results should be calculated and reported as:
i) the cumulative percentage by weight of the total sample
ii) the percentage by weight of the total sample passing through one sieve and
retained on the next smaller sieve, to the nearest 0.1 percent.


                               WATER ABSORPTION




AIM
To determine the water absorption of coarse aggregates as per IS: 2386 (Part III) -
1963.


APPARATUS
i) Wire basket - perforated, electroplated or plastic coated with wire hangers for
suspending it from the balance
ii) Water-tight container for suspending the basket
iii)Dry soft absorbent cloth - 75cm x 45cm (2 nos.)
iv) Shallow tray of minimum 650 sq.cm area
v) Air-tight container of a capacity similar to the basket
vi) Oven SAMPLE A sample not less than 2000g should be used.




PROCEDURE
i) The sample should be thoroughly washed to remove finer particles and dust,
drained and then placed in the wire basket and immersed in distilled water at a
temperature between 22 and 32oC.


ii) After immersion, the entrapped air should be removed by lifting the basket and
allowing it to drop 25 times in 25 seconds. The basket and sample should remain
immersed for a period of 24 + 1⁄2 hrs. afterwards.




	
                                         26	
  
iii) The basket and aggregates should then be removed from the water, allowed to
drain for a few minutes, after which the aggregates should be gently emptied from the
basket on to one of the dry clothes and gently surface-dried with the cloth,
transferring it to a second dry cloth when the first would remove no further moisture.
The aggregates should be spread on the second cloth and exposed to the atmosphere
away from direct sunlight till it appears to be completely surface-dry. The aggregates
should be weighed (Weight 'A').


iv) The aggregates should then be placed in an oven at a temperature of 100 to 110oC
for 24hrs. It should then be removed from the oven, cooled and weighed (Weight 'B').


REPORTING OF RESULTS
Water absorption = [(A-B)/B] x 100%




                      TESTS ON FRESH CONCRETE



                                       SLUMP


AIM
To determine the workability of fresh concrete by slump test as per IS: 1199 - 1959.


APPARATUS
i) Slump cone
ii) Tamping rod


PROCEDURE
i) The internal surface of the mould is thoroughly cleaned and applied with a light
coat of oil.
ii) The mould is placed on a smooth, horizontal, rigid and non- absorbent surface.
iii) The mould is then filled in four layers with freshly mixed concrete, each
approximately to one-fourth of the height of the mould.



	
                                         27	
  
iv) Each layer is tamped 25 times by the rounded end of the tamping rod (strokes are
distributed evenly over the cross- section).
v) After the top layer is rodded, the concrete is struck off the level with a trowel.
vi) The mould is removed from the concrete immediately by raising it slowly in the
vertical direction.
vii)The difference in level between the height of the mould and that of the highest
point of the subsided concrete is measured.
viii) This difference in height in mm is the slump of the concrete.




REPORTING OF RESULTS
The slump measured should be recorded in mm of subsidence of the specimen during
the test. Any slump specimen, which collapses or shears off laterally gives incorrect
result and if this occurs, the test should be repeated with another sample. If, in the
repeat test also, the specimen shears, the slump should be measured and the fact that
the specimen sheared, should be recorded.



                            OMC & MDD TEST
This test is done to determine the maximum dry density and the optimum moisture
content of soil using heavy compaction as per IS: 2720 (Part 8 ) – 1983.The apparatus
used is:-


i) Cylindrical metal mould – it should be either of 100mm dia. and 1000cc volume or
150mm dia. and 2250cc volume and should conform to IS: 10074 – 1982.
ii) Balances – one of 10kg capacity, sensitive to 1g and the other of 200g capacity,
sensitive to 0.01g
iii) Oven – thermostatically controlled with an interior of noncorroding material to
maintain temperature between 105 and 110oC
iv) Steel straightedge – 30cm long
v) IS Sieves of sizes – 4.75mm, 19mm and 37.5mm




	
                                          28	
  
PREPARATION OF SAMPLE
A representative portion of air-dried soil material, large enough to provide about 6kg
of material passing through a 19mm IS Sieve (for soils not susceptible to crushing
during compaction) or about 15kg of material passing through a 19mm IS Sieve (for
soils susceptible to crushing during compaction), should be taken. This portion should
be sieved through a 19mm IS Sieve and the coarse fraction rejected after its
proportion of the total sample has been recorded. Aggregations of particles should be
broken down so that if the sample was sieved through a 4.75mm IS Sieve, only
separated individual particles would be retained.


Procedure To Determine The Maximum Dry Density And The Optimum
Moisture Content Of Soil


A) Soil not susceptible to crushing during compaction –
i) A 5kg sample of air-dried soil passing through the 19mm IS Sieve should be taken.
The sample should be mixed thoroughly with a suitable amount of water depending
on the soil type (for sandy and gravelly soil – 3 to 5% and for cohesive soil – 12 to
16% below the plastic limit). The soil sample should be stored in a sealed container
for a minimum period of 16hrs.
ii) The mould of 1000cc capacity with base plate attached, should be weighed to the
nearest 1g (W1 ). The mould should be placed on a solid base, such as a concrete floor
or plinth and the moist soil should be compacted into the mould, with the extension
attached, in five layers of approximately equal mass, each layer being given 25 blows
from the 4.9kg rammer dropped from a height of 450mm above the soil. The blows
should be distributed uniformly over the surface of each layer. The amount of soil
used should be sufficient to fill the mould, leaving not more than about 6mm to be
struck off when the extension is removed. The extension should be removed and the
compacted soil should be levelled off carefully to the top of the mould by means of
the straight edge. The mould and soil should then be weighed to the nearest gram
(W2).
iii) The compacted soil specimen should be removed from the mould and placed onto
the mixing tray. The water content (w) of a representative sample of the specimen
should be determined.



	
                                         29	
  
iv) The remaining soil specimen should be broken up, rubbed through 19mm IS Sieve
and then mixed with the remaining original sample. Suitable increments of water
should be added successively and mixed into the sample, and the above operations i.e.
ii) to iv) should be repeated for each increment of water added. The total number of
determinations made should be at least five and the moisture contents should be such
that the optimum moisture content at which the maximum dry density occurs,
lies within that range.


B) Soil susceptible to crushing during compaction –
Five or more 2.5kg samples of air-dried soil passing through the 19mm IS Sieve,
should be taken. The samples should each be mixed thoroughly with different
amounts of water and stored in a sealed container as mentioned in Part A)


C) Compaction in large size mould –
For compacting soil containing coarse material upto 37.5mm size, the 2250cc mould
should be used. A sample weighing about 30kg and passing through the 37.5mm IS
Sieve is used for the test. Soil is compacted in five layers, each layer being given 55
blows of the 4.9kg rammer. The rest of the procedure is same as above.


REPORTING OF RESULTS
Bulk density Y(gamma) in g/cc of each compacted specimen should be
calculated from the equation,
Y(gamma) = (W2-W1)/ V
where, V = volume in cc of the mould.
The dry density Yd in g/cc
Yd = 100Y/(100+w)
The dry densities, Yd obtained in a series of determinations should be plotted against
the corresponding moisture contents,w. A smooth curve should be drawn through the
resulting points and the position of the maximum on the curve should be determined


The dry density in g/cc corresponding to the maximum point on the moisture
content/dry density curve should be reported as the maximum dry density to the
nearest 0.01. The percentage moisture content corresponding to the maximum dry
density on the moisture content/dry density curve should be reported as the optimum


	
                                         30	
  
moisture content and quoted to the nearest 0.2 for values below 5 percent, to the
nearest 0.5 for values from 5 to 10 percent and to the nearest whole number for values
exceeding 10 percent.


                                  WATER CONTENT


                              OVEN DRYING METHOD
AIM
To determine the water content in soil by oven drying method as per IS: 2720 (Part II)
- 1973.
PRINCIPLE
The water content (w) of a soil sample is equal to the mass of water divided by the
mass of solids.


APPARATUS
i) Thermostatically controlled oven maintained at a temperature of 110 ± 5oC
ii) Weighing balance, with an accuracy of 0.04% of the weight of the soil taken
iii) Air-tight container made of non-corrodible material with lid
iv) Tongs


SAMPLE
The soil specimen should be representative of the soil mass. The quantity of the
specimen taken would depend upon the gradation and the maximum size of particles
as under:


PROCEDURE
i) Clean the container, dry it and weigh it with the lid (Weight 'W1').
ii) Take the required quantity of the wet soil specimen in the container and weigh it
with the lid (Weight 'W2').
iii) Place the container, with its lid removed, in the oven till its weight becomes
constant (Normally for 24hrs.).
iv) When the soil has dried, remove the container from the oven, using tongs.
v) Find the weight 'W3' of the container with the lid and the dry soil sample.




	
                                         31	
  
REPORTING OF RESULTS
The water content w = [(W2 − W3) ×100%] /(W3 −W1)




       CALCIUM CARBIDE METHOD(RAPID MOISTURE METER TEST)


AIM
To determine the water content in soil by calcium carbide method as per IS: 2720
(Part II) - 1973.
PRINCIPLE
It is a method for rapid determination of water content from the gas pressure
developed by the reaction of calcium carbide with the free water of the soil. From the
calibrated scale of the pressure gauge the percentage of water on total mass of wet soil
is obtained and the same is converted to water content on dry mass of soil.


APPARATUS
i) Metallic pressure vessel, with a clamp for sealing the cup, alongwith a gauge
calibrated in percentage water content
ii) Counterpoised balance, for weighing the sample
iii) Scoop, for measuring the absorbent (Calcium Carbide)
iv) Steel balls - 3 steel balls of about 12.5mm dia. and 1 steel ball of 25mm dia.
v) One bottle of the absorbent (Calcium Carbide)


PREPARATION OF SAMPLE
Sand - No special preparation. Coarse powders may be ground and pulverized.
Cohesive and plastic soil - Soil is tested with addition of steel ball in the pressure
vessels.
The test requires about 6g of sample.


PROCEDURE
i) Set up the balance, place the sample in the pan till the mark on the balance arm
matches with the index mark.
ii) Check that the cup and the body are clean.
iii) Hold the body horizontally and gently deposit the levelled, scoop-full of the


	
                                          32	
  
absorbent (Calcium Carbide) inside the chamber.
iv) Transfer the weighed soil from the pan to the cup.
v) Hold cup and chamber horizontally, bringing them together without disturbing the
sample and the absorbent.
vi) Clamp the cup tightly into place. If the sample is bulky, reverse the above
placement, that is, put the sample in the chamber and the absorbent in the cup.
vii) In case of clayey soils, place all the 4 steel balls (3 smaller and 1 bigger) in the
body alongwith the absorbent.
viii) Shake the unit up and down vigorously in this position for about 15 seconds.
ix) Hold the unit horizontally, rotating it for 10 seconds, so that the balls roll around
the inner circumference of the body.
x) Rest for 20 seconds.
xi) Repeat the above cycle until the pressure gauge reading is constant and note the
reading. Usually it takes 4 to 8 minutes to achieve constant reading. This is the water
content (m) obtained on wet mass basis.
xii) Finally, release the pressure slowly by opening the clamp screw and taking the
cup out, empty the contents and clean the instrument with a brush.


REPORTING OF RESULTS
The water content on dry mass basis,
W = (m/100 – m)*100%




                               IN-SITU DRY DENSITY
                              CORE CUTTER METHOD
AIM
To determine the in-situ dry density of soil by core cutter method as per IS: 2720 (Part
XXIX) - 1975.


APPARATUS
i) Cylindrical core cutter
ii) Steel dolley
iii) Steel rammer


	
                                           33	
  
iv) Balance, with an accuracy of 1g
v) Straightedge
vi) Square metal tray - 300mm x 300mm x 40mm
vii) Trowel


PROCEDURE
i) The internal volume (V) of the core cutter in cc should be calculated from its
dimensions which should be measured to the nearest 0.25mm.
ii) The core cutter should be weighed to the nearest gram (W1).
iii) A small area, approximately 30cm square of the soil layer to be tested should be
exposed and levelled. The steel dolly should be placed on top of the cutter and the
latter should be rammed down vertically into the soil layer until only about 15mm of
the dolly protrudes above the surface, care being taken not to rock the cutter. The
cutter should then be dug out of the surrounding soil, care being taken to allow some
soil to project from the lower end of the cutter. The ends of the soil core should then
be trimmed flat in level with the ends of the cutter by means of the straightedge.
iv) The cutter containing the soil core should be weighed to the nearest gram (W2).
v) The soil core should be removed from the cutter and a representative sample should
be placed in an air-tight container and its water content (w) determined as in Para 5.1.


REPORTING OF RESULTS
Bulk density of the soil γ = (W2 −W1)/V g /cc
Dry density of the soil γd = [100γ/100+w] g cc


                                      MIX DESIGN


Concrete is the basic engineering material used in most of the civil engineering
structures. Its popularity as basic building material in construction is because of, its
economy of use, good durability and ease with which it can be manufactured at site.
The ability to mould it into any shape and size, because of its plasticity in green stage
and its subsequent hardening to achieve strength, is particularly useful.
Concrete like other engineering materials needs to be designed for properties like
strength, durability, workability and cohesion. Concrete mix design is the science of
deciding relative proportions of ingredients of concrete, to achieve the desired


	
                                         34	
  
properties in the most economical way.
With advent of high-rise buildings and pre-stressed concrete, use of higher grades of
concrete is becoming more common. Even the revised IS 456-2000 advocates use of
higher grade of concrete for more severe conditions of exposure, for durability
considerations. With advent of new generation admixtures, it is possible to achieve
higher grades of concrete with high workability levels economically. Use of mineral
admixtures like fly ash, slag, meta kaolin and silica fume have revolutionised the
concrete technology by increasing strength and durability of concrete by many folds.
Mix design of concrete is becoming more relevant in the above-mentioned scenario.
However, it should be borne in mind that mix design when adopted at site should
be implemented with proper understanding and with necessary precautions.
Durocrete mix design manual is an attempt to increase the awareness among the
users, about concrete mix design. It is made with intention of serving as ready
reckoner for personnel, implementing mix design at site.


Advantages of mix design
Mix design aims to achieve good quality concrete at site economically.
I. Quality concrete means Better strength Better imperviousness and durability Dense
and homogeneous concrete
II. Economy
a)     Economy in cement consumption
It is possible to save up to 15% of cement for M20 grade of concrete with the help of
concrete mix design. In fact higher the grade of concrete more are the savings. Lower
cement content also results in lower heat of hydration and hence reduces shrinkage
cracks.
b) Best use of available materials:
Site conditions often restrict the quality and quantity of ingredient materials. Concrete
mix design offers a lot of flexibility on type of aggregates to be used in mix design.
Mix design can give an economical solution based on the available materials if they
meet the basic IS requirements. This can lead to saving in transportation costs from
longer distances.
c) Other properties:
Mix design can help us to achieve form finishes, high early strengths for early
deshuttering, concrete with better flexural strengths, concrete with pumpability and


	
                                         35	
  
concrete with lower densities.


What is mix design?
Concrete is an extremely versatile building material because, it can be designed for
strength ranging from M10 (10Mpa) to M100 (100 Mpa) and workability ranging
from 0 mm slump to 150 mm slump. In all these cases the basic ingredients of
concrete are the same, but it is their relative proportioning that makes the
difference.


Basic Ingredients of Concrete: -
1. Cement – It is the basic binding material in concrete.
       2. Water – It hydrates cement and also makes concrete workable.
3. Coarse Aggregate – It is the         basic building component of concrete.
4. Fine Aggregate – Along with cement paste it forms mortar grout and fills the voids
in the coarse aggregates.
5. Admixtures – They enhance certain properties of concrete e.g. gain of strength,
workability, setting properties, imperviousness etc
Concrete needs to be designed for certain properties in the plastic stage as well as in
the hardened stage.


Properties desired from concrete in plastic stage: -
Workability Cohesiveness Initial set retardation


Properties desired from concrete in hardened stage: -
Strength Imperviousness Durability


Concrete mix design is the method of correct proportioning of ingredients of
concrete, in order to optimise the above properties of concrete as per site
requirements.
In other words, we determine the relative proportions of ingredients of concrete
to achieve desired strength & workability in a most economical way.


Information required for concrete mix design
The site engineer should give following information while giving material for mix


	
                                            36	
  
design to the mix design laboratory: -
Grade of concrete (the characteristic strength)
Workability requirement in terms of slump
Other properties (if required): -
i. Retardation of initial set (to avoid cold joints in case of longer leads or for ready
mix concrete)
       ii. Slump retention (in case of ready mix concrete)
       iii. Pumpability (In case of ready mix concrete)
iv.Acceleration of strength (for precast members or where early deshuttering is
desired)
       v. Flexural strength (normally required for concrete pavements)
Ascertain whether condition of exposure to concrete is mild, moderate severe or very
severe. Proper investigation of soil should be done to ascertain presence of sulphates
& chlorides, in case of doubt.
Following factors indicate degree of control at site: -
Batching – weigh batching / volume batching.
Type of aggregates – whether mixed graded aggregate will be used or 20mm, 10mm
aggregates will be used separately.
Testing of concrete – whether casting & testing of concrete cubes will be done
regularly at site.
Source of aggregate – whether sources of sand and aggregate will be standardised or
likely to change frequently.
Supervision – whether qualified staff will be present to supervise concreting work and
make necessary corrections e.g. correction for moisture in sand and changes in
material properties.
Site laboratory – whether the site will have necessary laboratory equipment like
sieves, weighing balance etc. to check material properties.


Material properties and how they affect mix design Cement
a) Strength/grade of cement: Grade of cement e.g. 43 grade or 53 grade can
influence the mix design. Grade of cement indicates minimum strength of cement in
N/mm2 tested as per standard conditions laid down by IS codes (OPC 43 grade – IS
8112-1989, OPC 53 grade – IS 12269 – 1987 e.g. a 43 grade cement should give
minimum strength of 43 N/mm2 at 28 days). Higher the strength of cement, higher is


	
                                              37	
  
the strength of concrete for the same water/cement ratio. In other words a higher
strength of cement permits use of higher water/cement ratio to achieve the same
strength of concrete. The IS 10262 - 1982 for mix design gives the different curves of
cement based on the actual strength of cement on 28th day. These cement curves give
water/cement ratio required to achieve a given target strength. Information on grade
of cement may not be as useful as the actual 28days strength of cement. This is
because some of the 43 grade cements practically give strengths more than 53
N/mm2. When a 53-grade cement is stored for a long time, its strength may
deteriorate and become equivalent to 33 grade or 43 grade cement. Thus 28 days
strength of cement is required to select the cement curve before starting the mix
design. Finding the 28 days strengths of cement consumes time. It is not practical in
many cases to wait for 28 days strength of cement to start the mix design. In such
cases 28 days strength reports of the manufacturers may be used and can be
supplemented by accelerated strength of cement found          by reference mix method
given in IS 10262 Apart from strength of cement, the type of cement e.g. Ordinary
Portland Cement, pozzolona cement (blended cement) etc, is also important factor
affecting the gain of strength. Blended cements achieve strengths later than Ordinary
Portland Cements and require extended curing period. However, use of these cements
result in more durable concrete by offering greater resistance to sulphate and chloride
attacks.
b) Initial & Final setting time of cement: The initial setting time of cement indicates
the time after which the cement paste looses its plasticity. Operations like mixing,
placing and compaction should be completed well before the initial setting time of
cement .The minimum initial setting time specified by IS 456 –2000 (Clause 5.4.1.3
page no 14 and IS 8112-1989 page 2) is 30 minute. Most of the cements produced
today give an initial set of more than 60 minutes. Beginning of hardening of cement
paste indicates the final setting of cement. The maximum limit for final setting
permitted by IS 8112: 1989 (Clause 6.3. page 2) is 600 minute. Most of the cements
produced today give a final setting of between 3 to 5 hours. Curing can be started
after final setting of cement. The initial setting and the final setting can be extended
by use of retarders in order to avoid cold joints when lead-time for placing concrete is
longer.
Fine Aggregates
       a) Gradation of fine aggregates: The gradation of sand is given by sieve analysis.


	
                                            38	
  
The sieve analysis is done by passing sand through a set of standard sieves and
finding out cumulative passing percentage through each sieve. The IS 383 – 1970
classifies fine aggregates in 4 zones starting from zone I representing coarse sand, to
zone IV representing the finest sand. The limits of cumulative percentage passing for
each sieve for above zones are given in table 4 of IS 383 The fineness of sand found
by sieve analysis governs the proportion of sand in concrete .The overall fineness of
sand is given by factor called fineness modulus. Fineness Modulus is given by
division of the summation of cumulative retained fractions for standard sieves up to
150-micron sieve size by 100.


c) Silt Content by weight: This is found by wet-sieving of sand and material passing
75 micron sieve is classified as silt. This silt affects the workability of concrete,
results in higher water/cement ratio and lower strength. The upper limit for 75-micron
sieve in case of sand is 3% by weight. This limit has however been extended to 15%
in case of crushed sand in IS 383 – 1970 Table 1


Coarse Aggregate
a) Maximum size of coarse aggregate: Maximum size of aggregate is the standard
sieve size (40mm, 25mm, 20mm, 12.5mm, 10mm) through which at least 90% of
coarse aggregate will pass. Maximum size of aggregate affects the workability and
strength of concrete. It also
influences the water demand for getting a certain workability and fine aggregate
content required for achieving a cohesive mix. For a given weight, higher the
maximum size of aggregate, lower is the surface area of coarse aggregates and vice
versa. As maximum size of coarse aggregate reduces, surface area of coarse aggregate
increases. Higher the surface area, greater is the water demand to coat the particles
and generate workability. Smaller maximum size of coarse aggregate will require
greater fine aggregate content to coat particles and maintain cohesiveness of concrete
mix. Hence 40 mm down coarse aggregate will require much less water than 20 mm
down aggregate. In other words for the same workability, 40mm down aggregate will
have lower water/cement ratio, thus higher strength when compared to 20mm down
aggregate. Because of its lower water demand, advantage of higher maximum size of
coarse aggregate can be taken to lower the cement consumption. Maximum size of
aggregate is often restricted by clear cover and minimum distance between the


	
                                        39	
  
reinforcement bars. Maximum size of coarse aggregate should be 5 mm less than clear
cover or minimum distance between the reinforcement bars, so that the aggregates can
pass through the reinforcement in congested areas, to produce dense and homogenous
concrete.
It is advantageous to use greater maximum size of coarse aggregate for concrete
grades up to M 35 where mortar failure is predominant. Lower water/cement ratio will
mean higher strength of mortar (which is the weakest link) and will result in higher
strength of concrete. However, for concrete grades above M40, bond failure becomes
predominant. Higher maximum size of aggregate, which will have lower area of
contact with cement mortar paste, will fail earlier because of bond failure. Hence for
higher grades of concrete (M40 and higher) it is advantageous to use lower maximum
size of aggregate to prevent bond failure.
The fineness modulus of sand varies from 2.0 to 4.0; higher the FM coarser is the
sand.
Type of Sand
Fine Medium Coarse
-       FM
-       2.0 to 2.8 - 2.8 to 3.2 - 3.2 and above
b) Specific gravity of fine aggregates: This is the ratio of solid density particles to
the density of water. Higher the specific gravity, heavier is the sand particles and
higher is the density of concrete. Conversely a lower specific gravity of sand will
result in lower density of concrete. Specific gravity of sand is found with help of
pycnometer bottles. The specific gravity of fine aggregates found in Pune region
varies from 2.6 to 2.8.
b) Grading of coarse aggregate: The coarse aggregate grading limits are given in IS
383 – 1970 - table 2, Clause 4.1 and 4.2 for single size aggregate as well as graded
aggregate. The grading of coarse aggregate is important to get cohesive & dense
concrete. The voids left by larger coarse aggregate particles are filled by smaller
coarse aggregate particles and so on. This way, the volume of mortar (cement-sand-
water paste) required to fill the final voids is minimum. However, in some cases gap
graded aggregate can be used where some intermediate size is not used. Use of gap-
graded aggregate may not have adverse effect on strength.
By proper grading of coarse aggregate, the possibility of segregation is minimised,
especially for higher workability. Proper grading of coarse aggregates also improves


	
                                           40	
  
the compactability of concrete.
c) Shape of coarse aggregate: Coarse aggregates can have round, angular, or
irregular shape. Rounded aggregates because of lower surface area will have lowest
water demand and also have lowest mortar paste requirement. Hence they will result
in most economical mixes for concrete grades up to M35. However, for concrete
grades of M40 and above (as in case of max size of aggregate) the possibility of bond
failure will tilt the balance in favour of angular aggregate with more surface area.
Flaky and elongated coarse aggregate particles not only increase the water demand
but also increase the tendency of segregation. Flakiness and elongation also reduce
the flexural strength of concrete. Specifications by Ministry of Surface Transport
restrict the combined flakiness and elongation to 30% by weight of coarse aggregates.
d) Strength of coarse aggregate: Material strength of coarse aggregate is indicated
by crushing strength of rock, aggregate crushing value, aggregate impact value,
aggregate abrasion value. In Maharashtra the coarse aggregates are made of basalt
rock, which has strengths in excess of 100 N/mm2. Hence aggregates rarely fail in
strength.
e) Aggregate Absorption: Aggregate can absorb water up to 2 % by weight when in
bone dry state, however, in some cases the aggregate absorption can be as high as 5%.
Aggregate absorption is used for applying a correction factor for aggregates in dry
condition and determining water demand of concrete in saturated surface dry
condition.


Decision Variables in Mix Design
A. Water/cement ratio B. Cement content C. Relative proportion of fine & coarse
aggregates D. Use of admixtures
A. Water/cement ratio
Water to cement ratio (W/C ratio) is the single most important factor governing the
strength and durability of concrete. Strength of concrete depends upon W/C ratio
rather than the cement content. Abram’s law states that higher the water/cement ratio,
lower is the strength of concrete. As a thumb rule every 1% increase in quantity of
water added, reduces the strength of concrete by 5%. A water/cement ratio of only
0.38 is required for complete hydration of cement. (Although this is the theoretical
limit, water cement ratio lower than 0.38 will also increase the strength, since all the
cement that is added, does not hydrate) Water added for workability over and above


	
                                        41	
  
this water/cement ratio of 0.38, evaporates leaving cavities in the concrete. These
cavities are in the form of thin capillaries. They reduce the strength and durability of
concrete. Hence, it is very important to control the water/cement ratio on site. Every
extra lit of water will approx. reduce the strength of concrete by 2 to 3 N/mm2
and increase the workability by 25 mm. As stated earlier, the water/cement ratio
strongly influences the permeability of concrete and durability of concrete.
B. Cement content
Cement is the core material in concrete, which acts as a binding agent and imparts
strength to the concrete. From durability considerations cement content should not be
reduced below 300Kg/m3 for RCC. IS 456 –2000              recommends higher cement
contents for more severe conditions of exposure of weathering agents to the concrete.
It is not necessary that higher cement content would result in higher strength. In fact
latest findings show that for the same water/cement ratio, a leaner mix will give better
strength. However, this does not mean that we can achieve higher grades of concrete
by just lowering the water/cement ratio. This is because lower water/cement ratios
will mean lower water contents and result in lower workability. In fact for achieving a
given workability, a certain quantity of water will be required. If lower water/cement
ratio is to be achieved without disturbing the workability, cement content will have to
be increased. Higher cement content helps us in getting the desired workability at a
lower water/cement ratio. In most of the mix design methods, the water contents to
achieve different workability levels are given in form of empirical relations.
Water/cement ratios required to achieve target mean strengths are interpolated from
graphs given in IS 10262 Clause 3.1 and 3.2 . The cement content is found as follows:
-
Cement content (Kg/m3) =
Water required achieving required workability (Lit/m3)
Water/cement ratio
Thus, we see that higher the workability of concrete, greater is cement content
required and vice versa. Also, greater the water/cement ratio, lower is the cement
content required and vice versa.
C. Relative proportion of fine, coarse aggregates gradation of aggregates
Aggregates are of two types as below:
a. Coarseaggregate(Metal): Theseareparticlesretainedonstandard IS 4.75mm sieve.
b. Fine aggregate(Sand): These are particles passing standard IS 4.75mm sieve.


	
                                        42	
  
Proportion of fine aggregates to coarse aggregate depends on following:
i. Fineness of sand: Generally, when the sand is fine, smaller proportion of it is
enough to get a cohesive mix; while coarser the sand, greater has to be its proportion
with respect to coarse aggregate.
ii. Size & shape of coarse aggregates: Greater the size of coarse aggregate lesser is
the surface area and lesser is the proportion of fine aggregate required and vice versa.
Flaky aggregates have more surface area and require greater proportion of fine
aggregates to get cohesive mix. Similarly, rounded aggregate have lesser surface area
and require lesser proportion of fine aggregate to get a cohesive mix.
iii. Cement content: Leaner mixes require more proportion of fine aggregates than
richer mixes. This is because cement particles also contribute to the fines in concrete.


D. Use of admixtures
Now days, admixtures are rightly considered as the fifth ingredient of concrete. The
admixtures can change the properties of concrete. Commonly used admixtures are as
follows:
i.     Plasticisers & superplasticisers
ii.    Retarders
iii.   Accelerators
iv.    Air entraining agents
v.     Shrinkage compensating admixtures
vi.    Water proofing admixtures


i.     Plasticisers & super plasticisers
Plasticisers help us in increasing the workability of concrete without addition of
water. It means that we can achieve lower water/cement ratio without reducing the
workability at the same cement content. Cement particles tend to form flocs trapping a
part of mixing water in them. Hence not all the water added is useful for generating
workability. Plasticisers work as dispersion agents (de flocculent) releasing the water
trapped in the flocs resulting in workability. Use of plasticisers is economical as the
cost incurred on them is less than the cost of cement saved; this is more so in concrete
designed for higher workability.
Compatibility of plasticisers with the cement brand should be checked before use.
Also plasticiser should not be added in dry concrete mix.


	
                                         43	
  
Plasticizers are used for moderate increase of workability whereas super plasticizers
are used where very large increase in workability is required. Plasticizers are normally
lignosulphonated formaldehydes and are normally added in small dosages. This is
because large dosage can cause permanent retardation in concrete and adversely affect
its strength. Super plasticizers are naphthalene or melamine based formaldehyde.
They can be used in large dosages without any adverse effect on concrete. This is
contrary to popular perception that term super plasticizers means more potent, hence
lower dosage is required when compared to normal plasticizers. In practice super
plasticizers are used in large dosages for generating higher workability and better
slump retention. Compatibility of plasticizers with cement should be ascertained
before use in concrete. Since action of plasticizers is based on ionic dispersion certain
plasticizers are more effective with certain cements, thus requiring lower dosages.
Non-compatible plasticizers if used, will not adversely affect the concrete, but its high
dosage will make it uneconomical for use.
ii. Retarders:
They are used for retarding (delaying) the initial setting time of concrete. This is
particularly required when longer placing times are desired as in case of ready mixed
concrete. Retarders are commonly used to prevent formation of cold joints when
casting large concrete. Retarders are normally added in lower dosages as large
dosages can cause permanent retardation in concrete. Retarders are recommended in
case of hot weather concreting to prevent early loss of slump. It is important to note
that retarders reduce early strength of concrete e.g. 1-day and 3-day strength.
However, 28 days strength is not affected.
iii. Accelerators
They are used for accelerating the initial strength of concrete. Typical accelerators
increase the 1-day (up to 50 %) and 3-days (up to 30 %) strength of concrete. Most of
the accelerators show little increase for 7 days strength. For this reason, accelerators
are commonly used in precast concrete elements for early removal of moulds.
Accelerators may not be much useful for early deshuttering where early strengths are
required in range of 5 to 7 days. This is because accelerators are expensive and their
ability to increase strengths decreases after 3-5 days. A better option for early
deshuttering would be the use of plasticizers, reducing the water/cement ratio and
achieving a higher grade of concrete. It is believed that accelerators may cause
retrogression of strength after 28 days when compared with normal concrete.


	
                                         44	
  
Concrete Mix Design Methods
The basic objective of concrete mix design is to find the most economical proportions
(Optimisation) to achieve the desired end results (strength, cohesion, workability,
durability, As mentioned earlier the proportioning of concrete is based on certain
material properties of cement, sand and aggregates. Concrete mix design is basically a
process of taking trials with certain proportions. Methods have been developed to
arrive at these proportions in a scientific manner. No mix design method directly
gives the exact proportions that will most economically achieve end results.
These methods only serve as a base to start and achieve the end results in the
fewest possible trials.
The code of practice for mix design-IS 10262 clearly states following: - The basic
assumption made in mix design is that the compressive strength of workable
concretes, by and large, governed by the water/cement ratio. Another most convenient
relationship applicable to normal concrete is that for a given type, shape, size and
grading of aggregates, the amount of water determines its workability. However, there
are various other factors which affect the properties of concrete, for example the
quality & quantity of cement, water and aggregates; batching; transportation; placing;
compaction; curing; etc. Therefore, the specific relationships that are used in
proportioning concrete mixes should be considered only as the basis for trial, subject
to modifications in the light of experience as well as for the particular materials used
at the site in each case. Different mix design methods help us to arrive at the trial mix
that will give us required strength, workability, cohesion etc. These mix design
methods have same common threads in arriving at proportions but their method of
calculation is different. Basic steps in mix design are as follows:


Find the target mean strength.
Determine the curve of cement based on its strength.
Determine water/cement ratio.
       Determine cement content.
Determine fine and coarse aggregate proportions




	
                                         45	
  
BATCHING PLANT




	
         46	
  
PROJECT EXECUTION

METHOD STATEMENT FOR CIVIL AND MECHANICAL

       1. METHOD STATEMENT FOR CIVIL

         METHOD STATEMENT FOR SURVEY WORKS

         OBJECTIVE: To formulate guidelines for Setting out and routine survey
works

         REFERENCE:

                1. Drawing
                2. Technical Specifications for Civil works
                3. Inspection and test plan
                4. Survey Layout showing control stations
         MAJOR EQUIPMENTS: Calibrated Auto - level, Theodolite (LC-1"), Total
         Station and necessary measuring tools
         METHOD STATEMENT FOR BUILDING UP OF PILES UPTO
         CUTOFF LEVEL
         OBJECTIVE: Building up of Plies up-to cut-off levels
         REFERENCE:
                1. Drawing
                2. Technical Specifications for Civil works
                3. Technical Data sheet of Nitobond EP
         METHOD STATEMENT FOR REINFORCEMENT WORK
         1. OBJECTIVE: This procedure covers method for cutting, bending and
         tying of reinforcement and inspection of works.
         2. REFERENCE: Reinforcement placing and handling shall be as per IS-456
         MAJOR EQUIPMENTS: Bar cutting & bending machines, rebar tying tool.


         METHOD STATEMENT FOR FORMWORK
         1. OBJECTIVE: This Procedure covers fixing and removal of formwork and
         checking of formwork.
         2. REFERENCE:
                1. Approved Drawings



	
                                            47	
  
2. IS 456 & IS 6461(Part 5)
               3. Tender Document
       METHOD STATEMENT FOR BOLTS PROCUREMENT & FIXATION
       1. OBJECTIVE: This Procedure covers procuring and fixing of bolts.
       2. REFERENCE:
               1. Tender Specification
               2. Approved Drawings
       METHOD STATEMENT FOR CONCRETING WORKS
       1. OBJECTIVE: This Procedure covers fixing and removal of formwork and
       checking of formwork.
       2. REFERENCE:
               1. Tender Specification
               2. Approved Drawings
               3. IS 10262, IS 3370 & IS 456
               4. IS 383
       METHOD STATEMENT FOR BACKFILLING
       1.OBJECTIVE: The scope of back-filling covers the filling in plinths, pits,
       trends, depressions in layers 200mm thick including watering and compaction
       by Roller / plate compactor.
       2. REFERENCE:
               1. Drawing
               2. Bill of Quantities




                      METHOD FOR REINFORCEMENT WORK


1.All reinforcement shall be placed above the ground by using wooden sleepers or
concrete blocks.
2.For reinforcement, care shall be taken to protect the reinforcement from exposure to
saline atmosphere during storage, fabrication and use.
3.Against requirement from site, bars shall be cut and bent to shape and dimension as
shown in bar bending schedule based on Good For Construction (GFC) drawings.




	
                                       48	
  
4.Reinforcement shall be tied as per the latest GFC drawing and any extra bars
provided at site shall be recorded in the pour card/ lap register.
5.Unusable cut rods and scrap reinforcement shall be properly placed at yard.
Bar Bending Schedule:
1.Prepare bar bending schedule based on the latest GFC drawings and to be submitted
to Engineer for review
2.Bar bending schedule shall clearly specify the following:
a) Bar dia.
b) Numbers.
c) Cut-lengths.
d) Shapes.
3.Bar bending schedule shall take into account the following field/ design
requirement.
a) Desirable lap locations and staggering of laps.
b) Lap lengths.
c) Development length/ Anchorage length.


Cutting, Bending and Placing:
1.All reinforcement shall be free from loose mill scales, loose rust and coats of paints,
oil, mud or any other substances which may destroy or reduce bond. Use wire brush
to clean the reinforcement.
2.Cutting and bending shall conform to the details given in the approved bar bending
schedule.
       a) Cutting of Rebar by heat is not permitted, only cutting by grinding or shearing is
permitted.
       b) No heating is allowed to facilitate bending of Rebar.
3.Place the reinforcement as per GFC drawings ensuring the following aspects
properly.
a) Type & size of bar. b) Number of bars.
c) Location and lengths of laps, splices.
d) Curtailment of bars.
e) In two way reinforcement, check the direction of reinforcement in various layers.
f) Adequate number of chairs, spacer bars and cover blocks.



	
                                               49	
  
g) Size of cover blocks.
h) All the bars shall be tied with double fold 18g soft GI annealed binding wire.
4.Reinforcement may be placed with in the following tolerance whenever required:
a) for effective depth 200mm or less ±10mm.
b) for effective depth more than 200mm ±15mm.
c) The cover shall in no case be reduced by more than one third of the specified cover
or 0 /+ 10mm.
d) The cover should suit various cover requirement as per Drawing Notes.
5.The sequence of reinforcement shall be correlated with fixing of inserts, sleeves,
conduits, anchors and formworks.
6.In walls, place accurately bent spacer bars wired to vertical or horizontal bars
between successive rows.
7.No steel parts of spacers sure allowed inside the concrete cover. Spacer blocks made
from cement, sand and small aggregate shall match the mix proportion of the
surrounding concrete. Alternatively PVC cover blocks of approved make can be used.
8.Spacers, cover blocks should be of concrete of same strength or PVC
9.Spacers, chairs and other supports detailed on drawings, together with such other
supports as may be necessaray, should be used to maintain the specified nominal
cover to the steel reinforcement.
10.Spacers or chairs should be placed at a maximum spacing of 1.0 mtr and closer
spacing may sometimes be necessary.
11.All reinforcement shall be placed and maintained in the positions shown in the
drawing by providing proper cover blocks, spacers, Supporting bars.
12.Rough handling, shock loading (Prior to embedment) and the dropping of
reinforcement from a height should be avoided. Reinforcement should be secured
against displacement.




                           METHOD FOR FORMWORK

Pre Check
1.Check if the shutters are properly cleaned by removing the concrete/ mortar and
protruding nails.


	
                                         50	
  
2.Formwork shall be made to the exact dimensions within the permissible tolerances
as mentioned below.
3.Required thickness and quality of plywood conforming to IS 6461 shall be used to
meet the requirements of design and surface finish.
4.For beam bottom & sides, proper size of timber at required spacing shall be
provided to take the design loads/ pressure considering sleeves, conduit anchors &
inserts.
Erection of formwork
5.Sufficiently rigid and tight to prevent the loss of grout or mortar from the concrete.
6.Capable of providing concrete of the correct shape and surface finish within the
specified tolerance limits.
7.Soffits forms capable of imparting a camber if required.
8.The formwork may be of timber, plywood,steel,plastic or concrete depending upon
the type of finish specified.
9.Erect staging/shuttering as per drawing/sketches in such a way that deshuttering can
be done easily including provision for repropping, if planned.
10.Check the location, line,level,plumb and dimensions of the formwork to ensure
that the deviations are within the permissible limits.
11.Provide bracing at proper places & intervals as specified by the manufacturer or as
per formwork scheme to take care of lateral loads.
12.Apply mould oil/other coatings as release agents before reinforcement steel is
placed.
13.Wire ties passing through beams,columns and walls shall not be allowed .In their
place bolts passing through sleeves shall be used.For liquid retaining structures
,sleeves shall not be provided for through bolts.
14.Check all the shutters are properly aligned and fixed firmly with required lateral
supports and ties.
15.Check all the spanning members have proper bearing at the supports.
16.Wedges or jacks shall be secured in position after the final check of alignment.
17.Forms shall be thoroughly cleaned of all dirt, mortar and other matters such as
metals, blocks, saw dust and foreign materials before concreting if required through
clean-out openings.
18.Check all the gaps/openings are properly closed to avoid leakages.



	
                                         51	
  
19.Check all the inserts/embedments and openings are exactly placed as per the
drawings.
20.In case of leakages, bulging and sagging immediate actions shall be taken by
tightening wedges or adjusting by jacks which must be done before the concrete takes
its initial set.
Removal of Forms
21.Formwork components shall not be dropped but shall be lowered without damage
to the components and structures. All the removed formwork materials shall be
thoroughly scarped, cleaned immediately and stacked properly for reuse.
22.'All forms shall be removed after the minimum period stipulated mentioned below
without damage to the concrete including removal without shock as per IS 456



                        METHOD FOR BACKFILLING

1. Backfilling area shall be free from foreign matters (ie. wooden scraps , plywood
pieces rebar bits etc) and tie rods recesses shall be rendered with polymer based non
shrink compound with a subsequent application of curing compound on them.
2.Filling around foundation or other places indicated shall be done with approved
material obtained from excavation or approved materials brought from out side.
3.The material shall be good quality soft or hard murrum or Panna sand or other
approved back filling material.Back filling soil shall be free from black cotton soil.
4.Filling shall be done in layers not exceeding 20 cms thick and each layer shall be
watered adequately and consolidated properly by rollers or pneumatic rammers 8 to
10 tonnes wherever conditions permit. If it is not possible, the consolidation shall be
done by hand rollers/ heavy pneumatic/ hand rammers/ plate compactor.
5.The surface of the filling shall be finished to lines and levels as required.
6.The approved materials shall be plced in layers, not exceeding 200mm in depth
before compaction and shall be compacted to minimum 95% dry density. Layers
placed in the top 300mm of the fill shall be compacted to 98% of maximum dry
density.
No of Samples:
(i)For foundation filling - one for every 10 foundation for each compacted layer.
(ii)For area filling one for every 1000 sqm area for each compacted layer.


	
                                          52	
  
METHOD FOR PILING

1.Excavate till the COL of pile
2.Predict the level of concrete in side the pile by driving rebar to touch the hard strata
of concrete.
3.Excavate till the predicted level of pile till visibility of concrete
4.Chip off loose concrete/ laitance from the top level of exposed concrete and ensure
the quality of concrete after chipping.
5.Straighten the distorted vertical bars & tie the lateral ties/ helical to COL
6.Fix the formwork of the required size up to the pile COL.
7.Apply the bonding agent(Nitobond EP) before pouring the concrete with the help of
an extended brush.
8.Pour concrete of the same grade(M30)
9.Strip the form work after 24 hrs
10.Back fill around the piles in layers not exceeding 200mm up to COL and allow for
PCC
11.FDT to be carried out as per relevent IS Code and Technical specification.
12.Curing of concrete with approved water shall start after completion of Initial
setting time of concrete and in hot weather after 4 hours. Concrete will be cured for a
minimum period of seven days when OPC with high water cement ratio is used,
curing for minimum 10 days in hot weather or low water cement ratio is used. Curing
shall be done by continous sprays or ponded water or continously saturated coverings
of sacking canvas,hessain or other absorbent material for the period of complete
hydration with a minimum of 7 days.Curing shall also be done by covering the
surface with an impermeable material such as Polyethlene ,which shall be well sealed
and fastened.




                     METHOD FOR CONCRETING


	
                                           53	
  
1.Concrete mix design for Different Structure should be as per Notes in the specific
approved drawing
2.For Design Mix Concrete,the mix shall be designed to provide the grade of concrete
having the required strength, workability & durability requirements given in IS: 456
for each grade of concrete taking into account the type of cement, minimum cement
content and maximum W/C ratio conforming to exposure conditions as per tender
specifications.
3.Mix design and preliminary tests are not necessary for Nominal Mixconcrete (M5,
M7.5, M10, M15, M20 as Specified in IS 456 - Table 9) .However works tests shall
be carried out as per IS:456
4.No concreting shall be done without the approval of engineer. Prior notice shall be
given before start of concreting.
5. Cement shall be measured by weight in weigh batching machines of an approved
type, aggregate shall be measured by volume / weight. The machines shall be kept
clean and in good condition and shall be checked adjusted for accuracy at regular
intervals when required by the engineer. Material shall be weighed within 2.5%
tolerances, inclusive of scale and operating errors. The weigh batching machines /
Measuring Boes shall discharge efficiently so that no materials are retained.
6.Concrete shall be mixed in mechanical mixers of an approved type. In no case shall
the mixing of each batch of concrete continue for less than 2 minutes.The water to be
added in concrete 3.6 shall be adjusted based on moisture contents in fine and coarse
aggregates. During hot and cold weather, suitable methods to reduce the loss of water
by evaporation in hot weather and heat loss in cold weather will be adopted as per
procedure set out in IS: 7861.
7.The compaction of concrete will be done by immersion type needle vibrator which
shall be inserted into concrete in vertical position not more than 450 mm apart.
Vibration will be 3.7   applied systematically to cover all areas immediately after
placing concrete and will be stopped when the concrete flattens and takes up a
glistening appearance or rise of entrapped air
ceases or coarse agregate blends into the surface but does not completely disappear.
The vibrator shall be slowly withdrawn to ensure closing of the hole resulting from
insertion.
8.Unless otherwise approved, continuous concreting shall be done to the full thickness
of 3.8 foundation rafts, slabs, beams & similar members. For placing on slope,


	
                                        54	
  
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Summer internship report L&T

  • 1.                       SUMMER  INTERNSHIP  REPORT   (7/5/2012          -­‐        24/6/2012)                                                                                                                                                                                                          Submitted  by:-­‐                                                                                              Umed  Paliwal                Second    Undergraduate  Student,                Department  of  Civil  Engineering,                Indian  Institute  of  Technology  Kanpur                   1  
  • 2. INDEX     ______________________________________________________________________   Sno.                                                                                  Contents       Page  no.   1         Aknowldgement       3   2         Introduction         4   3         EHS  Department       15   4         QA/QC  Department       21   5         Project  Execution       47   6         Planning           57   7         Conclusion         59   ______________________________________________________________________                                                       2  
  • 3.   Aknowldgement     I   am   very   thankful   to   LARSEN   &   TOUBRO   CONSTRUCTIONS   BUILDINGS   &   FACTORIES   INDIPENDENT   COMPANY   (L&T   CONSTRUCTION,   B&F   IC)   for   having   given   me   the   opportunity   to   undertake   my   summer   training   at   their   prestigious   FORD   INDIA   PVT   LTD,   #   2   PROJECT.   It   was   a   very   good   learning   experience   for   me   to   have   worked   at   this   site   as   this   project   involved   many   unique  construction  practices  and  challenges.  I  would  like  to  convey  my  heartiest   thanks   to         Mr.   Ashutosh   Tripathi,   L&T   Construction.   Ahmadabad   Cluster   Project  Manager  Factory  Division,  who  heartily  welcomed  me  for  the  internship.   I   would   also   like   to   give   my   heart-­‐felt   thanks   to     Mr.   S.   K.   Basu,   Project   Co-­‐ Ordinator,  Mr.   Sudeep   Ghosh   ,QA/QC  Head  who  guided  and  encouraged  me  all   through   the   summer   training   and   imparted   in-­‐depth   knowledge   of   the   project.   Also  I  would  like  to  thank  Mr.  G.  M.  Mir,  Planning  Head,  who  assisted  and  guided   me   whenever   I   needed   help.   I   would   like   to   thank   all   the   department   heads   of   L&T  Construction,  B&F  IC,  for  giving  their  precious  time  and  valuable  guidance   during  my  internship  programme.   Last  but  not  the  least;  I  would  like  to  thank  all  the  staff  at  L&T  Construction  ,  B&F   IC,  for  being  so  helpful  during  this  summer  training.             Name:  Umed  Paliwal   Date:  16th  June  2012     3  
  • 4. INTRODUCTION ABOUT THE ORGANIZATION: Larsen & Toubro Limited is the biggest legacy of two Danish Engineers, who built a world-class organization that is professionally managed and a leader in India's engineering and construction industry. It was the business of cement that brought the young Henning Holck-Larsen and S.K. Toubro into India. They arrived on Indian shores as representatives of the Danish engineering firm F L Smidth & Co in connection with the merger of cement companies that later grouped into the Associated Cement Companies. Together, Holck-Larsen and Toubro, founded the partnership firm of L&T in 1938, which was converted into a limited company on February 7, 1946. Today, this has metamorphosed into one of India's biggest success stories. The company has grown from humble origins to a large conglomerate spanning engineering and construction. Larsen & Toubro Construction is India’s largest construction organisation. Many of the country's prized landmarks - its exquisite buildings, tallest structures, largest industrial projects, longest flyover, and highest viaducts - have been built by it. Leading-edge capabilities cover every discipline of construction: civil, mechanical, electrical and instrumentation. L&T Construction has the resources to execute projects of large magnitude and technological complexity in any part of the world. The business of L&T Construction is organized in six business sectors which will primarily be responsible for Technology Development, Business Development, International Tendering and work as Investment Centres. Head quarters in Chennai, India. In India, 7 Regional Offices and over 250 project sites. In overseas it has offices in Gulf and other overseas locations. L&T Construction’s cutting edge capabilities cover every discipline of construction – civil, mechanical, electrical and instrumentation engineering and services extend to large industrial and infrastructure projects from concept to commissioning.   4  
  • 5. L&T Construction has played a prominent role in India’s industrial and infrastructure development by executing several projects across length and breadth of the country and abroad. For ease of operations and better project management, in-depth technology and business development as well as to focus attention on domestic and international project execution, entire operation of L&T Construction is structured into four Independent Companies. • Hydrocarbon IC • Buildings & Factories IC • Infrastructure IC • Metallurgical & Material Handling IC • Power Transmission & Distribution • Heavy Engineering • Shipbuilding • Power • Electrical & Automation • Machinery & Industrial Product BUILDING & FACTORIES The Buildings & Factories Independent Company is equipped with the domain knowledge, requisite expertise and wide-ranging experience to undertake Engineering, Procurement and Construction (EPC) of all types of building and factory structures. • Commercial Buildings & Airports • Residential Buildings & Factories RESIDENTIAL BUILDINGS & FACTORIES L&T undertakes turnkey construction of a wide range of residential buildings and factory structures. Projects are executed using the cutting edge technology, sophisticated construction equipment and project management tools for quality, safety and speed. • Residential Building • Factories   5  
  • 6. FACTORIES L&T offers design and turnkey construction of heavy and light factories, cement & plants including Defence Projects using the latest construction technology, with a focus on Quality, Safety and Speed. The spectrum covers • Heavy & Light Factories (HLF) –Automobile & Ancillary Factories, Glass plants, Food processing Factories, Pharmaceutical plants, Warehouses & Logistics Parks, Workshop Complexes, Solar thin film manufacturing units, etc. • Cement & Plants (C&P) – Cement Plants, Sugar Plants, Distillery Plants, Food Grain storage structures, Pulp & Paper Mills, Textile Mills etc. • Defence – Construction of Manufacturing Facilities and Warehouse Facilities for Defence. SERVICE SPECTRUM L&T Construction’s range of services includes: • Pre-engineering, feasibility studies and detailed project reports. • Complete civil and structural construction services for all types of buildings, industrial and infrastructure projects. • Complete mechanical system engineering including fabrication and erection of structural steel works; manufacture, supply, erection, testing and commissioning of plant and equipment; heavy lift erection; high-pressure piping; fire-fighting; HVAC and LP/ utility piping networks. • Electrical system design, project electrification, automation and control system including instrumentation for all type of industrial and telecom projects. • Design, manufacture, supply and installation of EHV switchyards, transmission lines.   6  
  • 7. QUALITY POLICY At L&T, Environment, Health & Safety (EHS) is given the highest priority. The EHS policy enunciated by the Corporate Management lays emphasis on Environment, Health and Safety through a structured approach and well defined practices. Systems and procedures have been established for implementing the requisites at all stages of construction and they are accredited to the International standards of ISO 9001:2008, ISO 14001:2004 and OHSAS 18001:2007.   7  
  • 8. 1.1 HEALTH SAFTEY AND ENVIRONMENTAL POLICY     8  
  • 9. HR POLICY       9  
  • 10. WORK CULTURE Work Culture emphasises: • Freedom to experiment • Continuous learning and training • Transparency • Quality in all aspects of work • Rewards based on performance and potential TRAINING Human Resources Department believes that Quality is the hallmark of any successful venture. Quality Training and Development of Human Resources is realized through: Identifying training needs within the Organization and designing and implementing those need based training programs to bring about continuous up-gradation of knowledge, skills and employee attitudes. VISION & MISSION VISION L&T shall be professionally managed Indian multinational committed to total customer satisfaction and enhancing shareholder value. L&T shall be an innovative entrepreneurial and empowered team constantly creating value and attaining global benchmarks. L&T shall foster a culture of caring trust and continuous learning while meeting expectations of employees, stakeholders and society.   10  
  • 11. MISSION To achieve excellence in the field of Engineering, Procurement and Construction through world class practice and standards in quality, Safety and Project Management.   11  
  • 12. PROPOSED – PROJECT CAR MANUFATURING FACILITY FOR FORD INDIA PVT LTD, AHMEDABAD, INDIA.   12  
  • 13. THE PROJECT DETAILS PROJECT - CAR MANUFATURING FACILITY CLIENT - M/S. FORD INDIA PVT LTD. CONSULTANT - KAJIMA INDIA PVT LTD CONTRACTOR - L&T CONSTRUCTION BUILDING & FACTORIES TYPE OF CONTRACT – LUMPSUM CONTRACT CONSTRUCTION PERIOD – DEFECT NOTIFICATION PEROD - 365 DAYS PROJECT COMPONENT - • ENGINE SHOP • PAINT SHOP • TCF SHOP • BODY SHOP • STAMPING • ROAD AND ADMIN BUILDING PACKAGE UNDER L&T - • ENGINE PLANT • PAINT SHOP –PILING WORK • TCF SHOP PROJECT LOCATION AND AREA – SANAND AHMEDABAD, NEAR TATA NANO PLANT AREA UNDER SCOPE – 460 ACRES CONSULTANT – KAJIMA INDIA PVT LTD   13  
  • 14. BRIEF INTRODUCTION OF PROJECT Ford India has laid the foundation for its new US $1 billion state-of-the-art, integrated manufacturing facility in Sanand and its future growth on the subcontinent. The total area of the plant is 406-acre. • Ford India Sanand facility will deploy global best practices and technology including a state-of-the-art Paint Shop • Ford India’s Sanand facility attracts 19 world-class supplier manufacturers to date Ford India is laying the foundation for its new US $1 billion state-of-the-art, integrated manufacturing facility in Sanand and its future growth on the subcontinent. It will be complete in 2014; the integrated manufacturing facility will have the capacity to produce an additional 240,000 new Ford vehicles and 270,000 engines per year for Indian customers and for export market. The new state-of-the-art assembly plant will be fully integrated to support stamping, body assembly, paint, trim and final assembly. The paint shop will utilize Ford’s environmentally friendly rotational dip technology and 3-Wet technology paint processes, which will improve paint quality, depth and durability, as well as significantly reducing Volatile Organic Compounds, CO2 emissions and waste. The idea behind selecting Sanand as project site is, the way the Chennai Port served the company’s markets in the East and South East Asia, the Gujarat terminal, or a roll-on roll-off (RoRo) facility, could be used for exports to the western markets like Mexico, South Africa and the Middle East as and when necessary. Plus, the State Government has also prioritized land adjacent to the site for supplier operations. It will be protected by the local government in order to attract and locate automotive suppliers within close proximity of both the plants. The project has divided into various packages; L&T has received three packages: first package is Paint shop(Piling work) , second package Engine and third package is TCF. The location of project makes it more important due to TATA NANO PLANT by side and upcoming MARUTI PLANT.   14  
  • 15. EHS DEPARTMENT  GENERAL  EHS  RULES  &REGULATIONS     1.  No  workmen  below  18  years  and  above  58  years  of  age  shall  be  engaged  for  a   job.   2.  All  workmen  shall  be  screened  before  engaging  them  on  the  job.  Physical   fitness  of  the  person  to  certain  critical  jobs  like  working  at  height  or  other   dangerous  locations  to  be  ensured  before  engaging  the  person  on  work.  The  final   decision  rests  with  the  site  management  to  reject  any  person  on  the  ground  of   physical  fitness.   3.  Visitors  can  enter  the  site  after  EHS  induction  with  the  visitor  pass.  He  should   be  provided  Safety  helmet  &  safety  Shoes,  also  he  should  be  accompanied  with   the  responsible  person  of  that  area.     4.  Smoking  is  strictly  prohibited  at  workplace.   5.  Sub-­‐contractors  shall  ensure  adequate  supervision  at  workplaces.  They  shall   ensure  that  all  persons  working  under  them  shall  not  create  any  hazard  to  self  or   to  the  co-­‐workers.   6.  Nobody  is  allowed  to  enter  the  site  without  wearing  safety  helmet.  Chinstrap   of  safety  helmet  shall  be  always  on.   7.  No  one  is  allowed  to  work  at  or  more  than  two-­‐meter  height  without  wearing   full  body  harness  and  anchoring  the  lanyard  of  full  body  harness  to  firm  support   preferably  at  shoulder  level.   8.  No  one  is  allowed  to  enter  into  workplace  and  work  at  site  without  adequate   foot  protection  (including  female  worker).   9.  Usage  of  eye  protection  equipment  shall  be  ensured  when  workmen  are   engaged  for  grinding,  chipping,  welding  and  gas  cutting.  For  other  jobs,  as  and   when  site  safety  co-­‐ordinator  insists  eye  protection  has  to  be  provided.   10.  All  PPEs  like  shoes,  helmet,  full  body  harness  etc.  shall  be  arranged  before   starting  the    job  as  per  recommendation  of  the  EHSO.   11.  Rigid  barrication  must  be  provided  around  the  excavated  pits,  and   barrication  shall  be  maintained  till  the  backfilling  is  done.  Safe  approach  is  to  be   ensured  into  every  excavation.     15  
  • 16. 12.  Adequate  illumination  at  workplace  shall  be  ensured  before  starting  the  job   at  night.   13.  All  the  dangerous  moving  parts  of  the  portable/fixed  machinery  being  used   shall  be  adequately  guarded.   14.  Ladders  being  used  at  site  shall  be  adequately  secured  at  bottom  and  top.   Ladder  shall  not  be  used  as  work  platforms.   15.  Erection  zone  and  dismantling  zone  shall  be  barricaded  and  nobody  will  be   allowed  to  stand  under  the  suspended  loads.     16.  Horseplay  is  completely  prohibited  at  workplace.  Running  at  site  is   completely  prohibited  except  in  case  of  emergency.   17.  Material  shall  not  be  thrown  from  the  height.  Proper  arrangement  of  Debris   Chute  can  be  installed.   18.  Other  than  the  electrician  possessing  B  licence  with  red  helmet,  no  one  is   allowed  to  carryout  electrical  connection,  repairs  on  electrical  equipment  or   other  job  related  thereto.     19.  Inserting  of  bare  wires  for  tapping  the  power  from  electrical  socket  is   completely  prohibited.   20.  All  major,  minor  accidents  near  misses  and  unhygienic  conditions  must  be   reported.   21.  All  scaffoldings/  work  platform  shall  meet  the  requirement.  The  width  of  the   working  platform  and  fall  protection  arrangement  shall  be  maintained  as  per  the   Standard.  All  tools  and  tackles  shall  be  inspected  before  use.  Defects  to  be   reported  immediately.  No  lifting  tool&tackle  to  be  used  unless  it  is  certified  by   the  concerned  Engineer  Incharge  /  P&M  engineer.   22.  Good  house  keeping  to  be  maintained.  Passage  shall  not  be  blocked  with   materials.  Material  like  bricks  shall  not  be  stacked  to  the  dangerous  height  at   workplace.   23.  Debris,  scrap  and  other  material  to  be  cleared  then  and  there  from  the  work   place  and  at  the  time  of  closing  of  work  every  day.   24.  Contractors  shall  ensure  that  all  their  workmen  are  following  safe  practices   while  travelling  in  the  company’s  transport  and  staying  at  company’s   accommodations.     25.  Adequate  fire  fighting  equipment  shall  be  made  available  a  workplace  and   persons  to  be  trained  in  fire  fighting  techniques  with  the  co-­‐ordination  of  EHSO.   26.  All  the  unsafe  conditions,  unsafe  act  identified  by  the  contractors,  reported   by  site  supervisor  and  /  or  safety  personnel  to  be  corrected  on  priority  basis.     16  
  • 17. 27.  No  children  shall  be  allowed  to  enter  the  workplace.   28.  Workwomen  are  not  allowed  to  work  at  high-­‐risk  areas.     29.  Other  than  the  Driver/operator,  no  one  shall  travel  in  a  tractor  /  tough  rider   etc.       30.  Wherever  the  vehicle/equipment  has  to  work  near  or  pass  through  the   overhead  electrical  lines,  the  goal  post  shall  be  installed.       31.  Identity  card  should  always  be  displayed  and  shown  when  demanded.   32.  Any  person  found  to  be  interfering  with  or  misusing  fixtures,  fittings  or   equipment  provided  in  the  interest  of  health,  safety  and  welfare  would  be   excluded  from  site.(  like  using  helmet  and  fire  bucket  for  carrying  the  material,   removing  the  handrails,  etc.)   33.  Visitors  must  use  safety  helmet  before  entering  the  Site.     34.  Safety  signs  and  notices  must  be  displayed  and  followed.   35.  Transistor  radios  or  personal  stereos  /  Walkman  must  not  be  used.   36.  All  site  personnel,  for  their  own  safety  and  for  the  safety  of  others,  are   required  to  fully  comply  with  the  agreed  safety  systems/  procedures  and   working  method.   37.  Consumption  of  alcohol  and  drugs  is  prohibited.   38.  No  person  is  to  operate  any  mechanical  /  Electrical  equipment  unless  they   have  been  authorized  and  have  been  certified  as  competent.   39.  Take  Food  only  at  the  designated  area  (like  dinning,  Rest  Room  etc).    The   Waste  food,  PVC/Paper  covers  need  to  be  dumped  in  the  Dustbin.  The  House   keeping  gang  on  regular  intervals  will  clear  this.  Also  hand  /  vessels  should  be   washed  in  the  same  area  with  proper  drainage.   40.  No  workers  should  enter  the  site  with  lunghies  and  dhotis.   41.  No  body  should  sit    /  sleep  on  the    floor  edges.   42.  Don’t  enter  inside  the  room  where  there  is  no  light.   43.  Don’t  take  shelter  under  the  vehicle  or  in  an  electrical  installation  rooms.   44.  Look  for  warnings  signs,  caution  boards  and  other  notices.   45.  Must  be  aware  about  the  locations  of  the  first  aid  canter,  fire  extinguisher,   emergency  assembly  point  and  emergency  siren.   46.  No  floor  opening,  floor  edges  should  be  left  unguarded   47.  Training  is  must  for  all  scaffolders  and  only  trained  scaffolders  should  make   platforms.   48.  Don’t  keep  loose  materials  at  height.   49.  Permission  should  be  taken  for  all  earthworks  from  P&M  Department.     17  
  • 18. 50.  Those  who  are  violating  the  safety  norms  will  be  penalized.     51.  Female  workers  should  not  be  engaged  on  work  between  7.P.M.    To  8  A.M.   52.  Physical  fitness  check  shall  be  carried  out  for  crane  operators  &  Drivers.                    53.  PPE  Shall  is  provided  to  visitors  at  gate.   54.  No  smoking  sign  boards  shall  be  kept  at  flammable  and  combustible  material                                                                                  Storage  places.                                  55.  Debris,  scrap  and  other  materials  shall  be  disposed  daily  at  closing  hours  of                                        the  day  by  the  same  crew.                        56.  Environment  poster  shall  be  displayed  at  site  as  and  when  required                                    Depending  upon  the  activities  in  progress.                          57.  Fire  points  should  be  placed  at  all  required  areas                                                                                             Use of Personal Protective Equipment and safety devices relevant to site activities. • SAFETY APPLIANCES The  requirement  of  sufficient  number  of  safety  appliances  are  planned  well  in   advance  and  made  available  at  stores.   • HEAD PROTECTION Every  individual  entering  the  site  must  wear  safety  helmet,  confirming  to  IS:   2925-­‐  1984  with  the    chinstrap  fixed  to  the  chin.   • FOOT AND LEG PROTECTION  Safety  footwear  with  steel  toe  is  essential  on  site  to  prevent  crush  injuries  to   our  toes  and  injury  due  to  striking  against  the  object.   • HEARING PROTECTION: Excessive  noise  causes  damage  to  the  inner  ear  and  permanent  loss  of  hearing.   To  protect  ears  use  ear  plugs  /  ear  muff  as  suitable     18  
  • 19. EYE PROTECTION Person  carrying  out  grinding  works,  operating  pavement  breakers,  and  those   involved  in  welding  and  cutting  works  should  wear  safety  goggles  &  face  shield   suitably.  Goggles,  Safety  Spectacles,  face  shield  confirm  to  IS:  5983-­‐1980.   • EAR PROTECTION Ear Muff / Earplug should be provided to those working at places with high sound levels (confirm to IS: 9167-1979). • HAND AND ARM PROTECTION: While handling cement and concrete & while carrying out hot works like gas cutting, grinding & welding usage of hand gloves is a must to protect the hand, 1)  COTTON  Gloves  (for  materials  handling)-­‐IS:  6994-­‐1973   2)   RUBEER  Gloves-­‐18”  (380/450mm  long)  electrical  grade,  tested   to  15000  Volts  conforming  to  IS:  4770-­‐1991   3)  LEATHER  Gloves  –  hot  work  /  handling  of  sharp  edges   • RESPIRATORY PROTECTION Required  respiratory  protection  according  to  the  exposure  of  hazards  to   be  provided.   • SAFETY NET Though  it  is  mandatory  to  wear  safety  harness  while  working  at  height   on   the   working   platforms,   safety   nets   of   suitable   mesh   size   shall   be   provided  to  arrest  the  falling  of  person  and  materials  on  need  basis.   • FALL PROTECTION: To   prevent   fall   of   person   while   working   at   height,   personnel   engaged   more  than  2m  wear  standard  Full  Body  harness  should  be  conforming   to  IS:  3521-­‐1999(Third  Revision).       19  
  • 20. 1) Lanyard  should  be  of  12mm  Polypropylene  rope  and  of  length  not   more  than  2m.   2) Double  lanyard,  based  on  the  requirement.           20  
  • 21. QUALITY ASSURANCE & QUALITY CONTROL DEPARTMENT   Quality is the key component which propels performance and defines leadership traits. At L&T Construction, Quality Standards have been internalised and documented in Quality Assurance manuals. L&T Construction recognizes the crucial significance of the human element in ensuring quality. Structured training programmes ensure that every L&T employee is conscious of his/her role and responsibility in extending L&T Construction’s tradition of leadership through quality. A commitment to safety springs from a concern for the individual worker – every one of the thousands braving the rigours of construction at numerous project sites. L&T, Buildings & Factories IC has a well-established and documented Quality Management System (QMS) and is taking appropriate steps to improve its effectiveness in accordance with the requirements of ISO 9001:2008. Relevant procedures established clearly specify the criteria and methods for effective operation, control and necessary resources and information to support the operation and monitoring of these processes. QUALITY IMPLEMENTATION AT SITE L&T, Buildings & Factories IC has established procedure for monitoring, measuring and analyzing of these processes and to take necessary actions to achieve planned results and continual improvement of these processes. It has also maintained relevant procedures to identify and exercise required control over outsourced processes, if any. Systems and procedures have been established for implementing the requisites at all stages of construction and they are accredited to the International standards of ISO 9001:2008, ISO 14001:2004 and OHSAS 18001:2007. L&T continues to maintain the trail blazing tradition of meeting the stringent quality standards and adherence to time schedules in all the projects. PROJECT QUALITY PLAN (PQP): The Project Quality Plan is prepared and formulated as a Management Summary of Quality related activities required to meet the terms of contract. This Quality plan sets out the Management practices and describes the Quality Management System based   21  
  • 22. on PDCA (Plan, Check, Do and Act) Principle. The Project Quality Plan comprises of two sections: A. VOLUME I SCOPE: The contents of this document are applicable to “SHOP CONSTRUCTION FOR M/s. FORD INDIA Pvt. Ltd.” and “Construction of Civil and Structural works for M/s. FORD INDIA Pvt. Ltd. At Sanand, Gujarat” that will be carried out by Larsen & Toubro Limited, Buildings & Factories IC for FIPL. In preparation of this document, due regard has been paid to the requirements of ISO 9001: 2008 series of System Standards. PURPOSE: This Project Quality Plan is prepared and formulated as a Management Summary of Quality related activities required to meet the terms of contract. This Quality plan sets out the Management practices and describes the Quality Management System.   TESTS ON CEMENT CONSISTENCY AIM To determine the quantity of water required to produce a cement paste of standard consistency as per IS: 4031 (Part 4) - 1988. PRINCIPLE The standard consistency of a cement paste is defined as that consistency which will permit the Vicat plunger to penetrate to a point 5 to 7mm from the bottom of the Vicat mould. APPARATUS   22  
  • 23. VICAT APPARATUS Vicat apparatus conforming to IS: 5513 - 1976 Balance, whose permissible variation at a load of 1000g should be +1.0g Gauging trowel conforming to IS: 10086 - 1982 PROCEDURE i) Weigh approximately 400g of cement and mix it with a weighed quantity of water. The time of gauging should be between 3 to 5 minutes. ii) Fill the Vicat mould with paste and level it with a trowel. iii) Lower the plunger gently till it touches the cement surface. iv) Release the plunger allowing it to sink into the paste. v) Note the reading on the gauge. vi) Repeat the above procedure taking fresh samples of cement and different quantities of water until the reading on the gauge is 5 to 7mm. REPORTING OF RESULTS Express the amount of water as a percentage of the weight of dry cement to the first place of decimal. INITIAL AND FINAL SETTING TIME AIM To determine the initial and the final setting time of cement as per IS: 4031 (Part 5) - 1988. APPARATUS Vicat apparatus conforming to IS: 5513 - 1976 Balance, whose permissible variation at a load of 1000g should be +1.0g Gauging trowel conforming to IS: 10086 - 1982 PROCEDURE i) Prepare a cement paste by gauging the cement with 0.85 times the water required to give a paste of standard consistency   23  
  • 24. ii) Start a stop-watch, the moment water is added to the cement. iii) Fill the Vicat mould completely with the cement paste gauged as above, the mould resting on a non-porous plate and smooth off the surface of the paste making it level with the top of the mould. The cement block thus prepared in the mould is the test block. INITIAL SETTING TIME Place the test block under the rod bearing the needle. Lower the needle gently in order to make contact with the surface of the cement paste and release quickly, allowing it to penetrate the test block. Repeat the procedure till the needle fails to pierce the test block to a point 5.0 ± 0.5mm measured from the bottom of the mould . The time period elapsing between the time, water is added to the cement and the time, the needle fails to pierce the test block by 5.0 ± 0.5mm measured from the bottom of the mould, is the initial setting time. FINAL SETTING TIME Replace the above needle by the one with an annular attachment. The cement should be considered as finally set when, upon applying the needle gently to the surface of the test block, the needle makes an impression therein, while the attachment fails to do so. The period elapsing between the time, water is added to the cement and the time, the needle makes an impression on the surface of the test block, while the attachment fails to do so, is the final setting time. REPORTING OF RESULTS The results of the initial and the final setting time should be reported to the nearest five minutes.   24  
  • 25. TESTS ON AGGREGATES SIEVE ANALYSIS AIM To determine the particle size distribution of fine and coarse aggregates by sieving as per IS: 2386 (Part I) - 1963. PRINCIPLE By passing the sample downward through a series of standard sieves, each of decreasing size openings, the aggregates are separated into several groups, each of which contains aggregates in a particular size range. APPARATUS A SET OF IS SIEVES i) A set of IS Sieves of sizes - 80mm, 63mm, 50mm, 40mm, 31.5mm, 25mm, 20mm, 16mm, 12.5mm, 10mm, 6.3mm, 4.75mm, 3.35mm, 2.36mm, 1.18mm, 600µm, 300µm, 150µm and 75µm ii)Balance or scale with an accuracy to measure 0.1 percent of the weight of the test sample PROCEDURE i) The test sample is dried to a constant weight at a temperature of 110 + 5oC and weighed. ii) The sample is sieved by using a set of IS Sieves. iii) On completion of sieving, the material on each sieve is weighed. iv) Cumulative weight passing through each sieve is calculated as a percentage of the total sample weight. v) Fineness modulus is obtained by adding cumulative percentage of aggregates retained on each sieve and dividing the sum by 100.   25  
  • 26. REPORTING OF RESULTS The results should be calculated and reported as: i) the cumulative percentage by weight of the total sample ii) the percentage by weight of the total sample passing through one sieve and retained on the next smaller sieve, to the nearest 0.1 percent. WATER ABSORPTION AIM To determine the water absorption of coarse aggregates as per IS: 2386 (Part III) - 1963. APPARATUS i) Wire basket - perforated, electroplated or plastic coated with wire hangers for suspending it from the balance ii) Water-tight container for suspending the basket iii)Dry soft absorbent cloth - 75cm x 45cm (2 nos.) iv) Shallow tray of minimum 650 sq.cm area v) Air-tight container of a capacity similar to the basket vi) Oven SAMPLE A sample not less than 2000g should be used. PROCEDURE i) The sample should be thoroughly washed to remove finer particles and dust, drained and then placed in the wire basket and immersed in distilled water at a temperature between 22 and 32oC. ii) After immersion, the entrapped air should be removed by lifting the basket and allowing it to drop 25 times in 25 seconds. The basket and sample should remain immersed for a period of 24 + 1⁄2 hrs. afterwards.   26  
  • 27. iii) The basket and aggregates should then be removed from the water, allowed to drain for a few minutes, after which the aggregates should be gently emptied from the basket on to one of the dry clothes and gently surface-dried with the cloth, transferring it to a second dry cloth when the first would remove no further moisture. The aggregates should be spread on the second cloth and exposed to the atmosphere away from direct sunlight till it appears to be completely surface-dry. The aggregates should be weighed (Weight 'A'). iv) The aggregates should then be placed in an oven at a temperature of 100 to 110oC for 24hrs. It should then be removed from the oven, cooled and weighed (Weight 'B'). REPORTING OF RESULTS Water absorption = [(A-B)/B] x 100% TESTS ON FRESH CONCRETE SLUMP AIM To determine the workability of fresh concrete by slump test as per IS: 1199 - 1959. APPARATUS i) Slump cone ii) Tamping rod PROCEDURE i) The internal surface of the mould is thoroughly cleaned and applied with a light coat of oil. ii) The mould is placed on a smooth, horizontal, rigid and non- absorbent surface. iii) The mould is then filled in four layers with freshly mixed concrete, each approximately to one-fourth of the height of the mould.   27  
  • 28. iv) Each layer is tamped 25 times by the rounded end of the tamping rod (strokes are distributed evenly over the cross- section). v) After the top layer is rodded, the concrete is struck off the level with a trowel. vi) The mould is removed from the concrete immediately by raising it slowly in the vertical direction. vii)The difference in level between the height of the mould and that of the highest point of the subsided concrete is measured. viii) This difference in height in mm is the slump of the concrete. REPORTING OF RESULTS The slump measured should be recorded in mm of subsidence of the specimen during the test. Any slump specimen, which collapses or shears off laterally gives incorrect result and if this occurs, the test should be repeated with another sample. If, in the repeat test also, the specimen shears, the slump should be measured and the fact that the specimen sheared, should be recorded. OMC & MDD TEST This test is done to determine the maximum dry density and the optimum moisture content of soil using heavy compaction as per IS: 2720 (Part 8 ) – 1983.The apparatus used is:- i) Cylindrical metal mould – it should be either of 100mm dia. and 1000cc volume or 150mm dia. and 2250cc volume and should conform to IS: 10074 – 1982. ii) Balances – one of 10kg capacity, sensitive to 1g and the other of 200g capacity, sensitive to 0.01g iii) Oven – thermostatically controlled with an interior of noncorroding material to maintain temperature between 105 and 110oC iv) Steel straightedge – 30cm long v) IS Sieves of sizes – 4.75mm, 19mm and 37.5mm   28  
  • 29. PREPARATION OF SAMPLE A representative portion of air-dried soil material, large enough to provide about 6kg of material passing through a 19mm IS Sieve (for soils not susceptible to crushing during compaction) or about 15kg of material passing through a 19mm IS Sieve (for soils susceptible to crushing during compaction), should be taken. This portion should be sieved through a 19mm IS Sieve and the coarse fraction rejected after its proportion of the total sample has been recorded. Aggregations of particles should be broken down so that if the sample was sieved through a 4.75mm IS Sieve, only separated individual particles would be retained. Procedure To Determine The Maximum Dry Density And The Optimum Moisture Content Of Soil A) Soil not susceptible to crushing during compaction – i) A 5kg sample of air-dried soil passing through the 19mm IS Sieve should be taken. The sample should be mixed thoroughly with a suitable amount of water depending on the soil type (for sandy and gravelly soil – 3 to 5% and for cohesive soil – 12 to 16% below the plastic limit). The soil sample should be stored in a sealed container for a minimum period of 16hrs. ii) The mould of 1000cc capacity with base plate attached, should be weighed to the nearest 1g (W1 ). The mould should be placed on a solid base, such as a concrete floor or plinth and the moist soil should be compacted into the mould, with the extension attached, in five layers of approximately equal mass, each layer being given 25 blows from the 4.9kg rammer dropped from a height of 450mm above the soil. The blows should be distributed uniformly over the surface of each layer. The amount of soil used should be sufficient to fill the mould, leaving not more than about 6mm to be struck off when the extension is removed. The extension should be removed and the compacted soil should be levelled off carefully to the top of the mould by means of the straight edge. The mould and soil should then be weighed to the nearest gram (W2). iii) The compacted soil specimen should be removed from the mould and placed onto the mixing tray. The water content (w) of a representative sample of the specimen should be determined.   29  
  • 30. iv) The remaining soil specimen should be broken up, rubbed through 19mm IS Sieve and then mixed with the remaining original sample. Suitable increments of water should be added successively and mixed into the sample, and the above operations i.e. ii) to iv) should be repeated for each increment of water added. The total number of determinations made should be at least five and the moisture contents should be such that the optimum moisture content at which the maximum dry density occurs, lies within that range. B) Soil susceptible to crushing during compaction – Five or more 2.5kg samples of air-dried soil passing through the 19mm IS Sieve, should be taken. The samples should each be mixed thoroughly with different amounts of water and stored in a sealed container as mentioned in Part A) C) Compaction in large size mould – For compacting soil containing coarse material upto 37.5mm size, the 2250cc mould should be used. A sample weighing about 30kg and passing through the 37.5mm IS Sieve is used for the test. Soil is compacted in five layers, each layer being given 55 blows of the 4.9kg rammer. The rest of the procedure is same as above. REPORTING OF RESULTS Bulk density Y(gamma) in g/cc of each compacted specimen should be calculated from the equation, Y(gamma) = (W2-W1)/ V where, V = volume in cc of the mould. The dry density Yd in g/cc Yd = 100Y/(100+w) The dry densities, Yd obtained in a series of determinations should be plotted against the corresponding moisture contents,w. A smooth curve should be drawn through the resulting points and the position of the maximum on the curve should be determined The dry density in g/cc corresponding to the maximum point on the moisture content/dry density curve should be reported as the maximum dry density to the nearest 0.01. The percentage moisture content corresponding to the maximum dry density on the moisture content/dry density curve should be reported as the optimum   30  
  • 31. moisture content and quoted to the nearest 0.2 for values below 5 percent, to the nearest 0.5 for values from 5 to 10 percent and to the nearest whole number for values exceeding 10 percent. WATER CONTENT OVEN DRYING METHOD AIM To determine the water content in soil by oven drying method as per IS: 2720 (Part II) - 1973. PRINCIPLE The water content (w) of a soil sample is equal to the mass of water divided by the mass of solids. APPARATUS i) Thermostatically controlled oven maintained at a temperature of 110 ± 5oC ii) Weighing balance, with an accuracy of 0.04% of the weight of the soil taken iii) Air-tight container made of non-corrodible material with lid iv) Tongs SAMPLE The soil specimen should be representative of the soil mass. The quantity of the specimen taken would depend upon the gradation and the maximum size of particles as under: PROCEDURE i) Clean the container, dry it and weigh it with the lid (Weight 'W1'). ii) Take the required quantity of the wet soil specimen in the container and weigh it with the lid (Weight 'W2'). iii) Place the container, with its lid removed, in the oven till its weight becomes constant (Normally for 24hrs.). iv) When the soil has dried, remove the container from the oven, using tongs. v) Find the weight 'W3' of the container with the lid and the dry soil sample.   31  
  • 32. REPORTING OF RESULTS The water content w = [(W2 − W3) ×100%] /(W3 −W1) CALCIUM CARBIDE METHOD(RAPID MOISTURE METER TEST) AIM To determine the water content in soil by calcium carbide method as per IS: 2720 (Part II) - 1973. PRINCIPLE It is a method for rapid determination of water content from the gas pressure developed by the reaction of calcium carbide with the free water of the soil. From the calibrated scale of the pressure gauge the percentage of water on total mass of wet soil is obtained and the same is converted to water content on dry mass of soil. APPARATUS i) Metallic pressure vessel, with a clamp for sealing the cup, alongwith a gauge calibrated in percentage water content ii) Counterpoised balance, for weighing the sample iii) Scoop, for measuring the absorbent (Calcium Carbide) iv) Steel balls - 3 steel balls of about 12.5mm dia. and 1 steel ball of 25mm dia. v) One bottle of the absorbent (Calcium Carbide) PREPARATION OF SAMPLE Sand - No special preparation. Coarse powders may be ground and pulverized. Cohesive and plastic soil - Soil is tested with addition of steel ball in the pressure vessels. The test requires about 6g of sample. PROCEDURE i) Set up the balance, place the sample in the pan till the mark on the balance arm matches with the index mark. ii) Check that the cup and the body are clean. iii) Hold the body horizontally and gently deposit the levelled, scoop-full of the   32  
  • 33. absorbent (Calcium Carbide) inside the chamber. iv) Transfer the weighed soil from the pan to the cup. v) Hold cup and chamber horizontally, bringing them together without disturbing the sample and the absorbent. vi) Clamp the cup tightly into place. If the sample is bulky, reverse the above placement, that is, put the sample in the chamber and the absorbent in the cup. vii) In case of clayey soils, place all the 4 steel balls (3 smaller and 1 bigger) in the body alongwith the absorbent. viii) Shake the unit up and down vigorously in this position for about 15 seconds. ix) Hold the unit horizontally, rotating it for 10 seconds, so that the balls roll around the inner circumference of the body. x) Rest for 20 seconds. xi) Repeat the above cycle until the pressure gauge reading is constant and note the reading. Usually it takes 4 to 8 minutes to achieve constant reading. This is the water content (m) obtained on wet mass basis. xii) Finally, release the pressure slowly by opening the clamp screw and taking the cup out, empty the contents and clean the instrument with a brush. REPORTING OF RESULTS The water content on dry mass basis, W = (m/100 – m)*100% IN-SITU DRY DENSITY CORE CUTTER METHOD AIM To determine the in-situ dry density of soil by core cutter method as per IS: 2720 (Part XXIX) - 1975. APPARATUS i) Cylindrical core cutter ii) Steel dolley iii) Steel rammer   33  
  • 34. iv) Balance, with an accuracy of 1g v) Straightedge vi) Square metal tray - 300mm x 300mm x 40mm vii) Trowel PROCEDURE i) The internal volume (V) of the core cutter in cc should be calculated from its dimensions which should be measured to the nearest 0.25mm. ii) The core cutter should be weighed to the nearest gram (W1). iii) A small area, approximately 30cm square of the soil layer to be tested should be exposed and levelled. The steel dolly should be placed on top of the cutter and the latter should be rammed down vertically into the soil layer until only about 15mm of the dolly protrudes above the surface, care being taken not to rock the cutter. The cutter should then be dug out of the surrounding soil, care being taken to allow some soil to project from the lower end of the cutter. The ends of the soil core should then be trimmed flat in level with the ends of the cutter by means of the straightedge. iv) The cutter containing the soil core should be weighed to the nearest gram (W2). v) The soil core should be removed from the cutter and a representative sample should be placed in an air-tight container and its water content (w) determined as in Para 5.1. REPORTING OF RESULTS Bulk density of the soil γ = (W2 −W1)/V g /cc Dry density of the soil γd = [100γ/100+w] g cc MIX DESIGN Concrete is the basic engineering material used in most of the civil engineering structures. Its popularity as basic building material in construction is because of, its economy of use, good durability and ease with which it can be manufactured at site. The ability to mould it into any shape and size, because of its plasticity in green stage and its subsequent hardening to achieve strength, is particularly useful. Concrete like other engineering materials needs to be designed for properties like strength, durability, workability and cohesion. Concrete mix design is the science of deciding relative proportions of ingredients of concrete, to achieve the desired   34  
  • 35. properties in the most economical way. With advent of high-rise buildings and pre-stressed concrete, use of higher grades of concrete is becoming more common. Even the revised IS 456-2000 advocates use of higher grade of concrete for more severe conditions of exposure, for durability considerations. With advent of new generation admixtures, it is possible to achieve higher grades of concrete with high workability levels economically. Use of mineral admixtures like fly ash, slag, meta kaolin and silica fume have revolutionised the concrete technology by increasing strength and durability of concrete by many folds. Mix design of concrete is becoming more relevant in the above-mentioned scenario. However, it should be borne in mind that mix design when adopted at site should be implemented with proper understanding and with necessary precautions. Durocrete mix design manual is an attempt to increase the awareness among the users, about concrete mix design. It is made with intention of serving as ready reckoner for personnel, implementing mix design at site. Advantages of mix design Mix design aims to achieve good quality concrete at site economically. I. Quality concrete means Better strength Better imperviousness and durability Dense and homogeneous concrete II. Economy a) Economy in cement consumption It is possible to save up to 15% of cement for M20 grade of concrete with the help of concrete mix design. In fact higher the grade of concrete more are the savings. Lower cement content also results in lower heat of hydration and hence reduces shrinkage cracks. b) Best use of available materials: Site conditions often restrict the quality and quantity of ingredient materials. Concrete mix design offers a lot of flexibility on type of aggregates to be used in mix design. Mix design can give an economical solution based on the available materials if they meet the basic IS requirements. This can lead to saving in transportation costs from longer distances. c) Other properties: Mix design can help us to achieve form finishes, high early strengths for early deshuttering, concrete with better flexural strengths, concrete with pumpability and   35  
  • 36. concrete with lower densities. What is mix design? Concrete is an extremely versatile building material because, it can be designed for strength ranging from M10 (10Mpa) to M100 (100 Mpa) and workability ranging from 0 mm slump to 150 mm slump. In all these cases the basic ingredients of concrete are the same, but it is their relative proportioning that makes the difference. Basic Ingredients of Concrete: - 1. Cement – It is the basic binding material in concrete. 2. Water – It hydrates cement and also makes concrete workable. 3. Coarse Aggregate – It is the basic building component of concrete. 4. Fine Aggregate – Along with cement paste it forms mortar grout and fills the voids in the coarse aggregates. 5. Admixtures – They enhance certain properties of concrete e.g. gain of strength, workability, setting properties, imperviousness etc Concrete needs to be designed for certain properties in the plastic stage as well as in the hardened stage. Properties desired from concrete in plastic stage: - Workability Cohesiveness Initial set retardation Properties desired from concrete in hardened stage: - Strength Imperviousness Durability Concrete mix design is the method of correct proportioning of ingredients of concrete, in order to optimise the above properties of concrete as per site requirements. In other words, we determine the relative proportions of ingredients of concrete to achieve desired strength & workability in a most economical way. Information required for concrete mix design The site engineer should give following information while giving material for mix   36  
  • 37. design to the mix design laboratory: - Grade of concrete (the characteristic strength) Workability requirement in terms of slump Other properties (if required): - i. Retardation of initial set (to avoid cold joints in case of longer leads or for ready mix concrete) ii. Slump retention (in case of ready mix concrete) iii. Pumpability (In case of ready mix concrete) iv.Acceleration of strength (for precast members or where early deshuttering is desired) v. Flexural strength (normally required for concrete pavements) Ascertain whether condition of exposure to concrete is mild, moderate severe or very severe. Proper investigation of soil should be done to ascertain presence of sulphates & chlorides, in case of doubt. Following factors indicate degree of control at site: - Batching – weigh batching / volume batching. Type of aggregates – whether mixed graded aggregate will be used or 20mm, 10mm aggregates will be used separately. Testing of concrete – whether casting & testing of concrete cubes will be done regularly at site. Source of aggregate – whether sources of sand and aggregate will be standardised or likely to change frequently. Supervision – whether qualified staff will be present to supervise concreting work and make necessary corrections e.g. correction for moisture in sand and changes in material properties. Site laboratory – whether the site will have necessary laboratory equipment like sieves, weighing balance etc. to check material properties. Material properties and how they affect mix design Cement a) Strength/grade of cement: Grade of cement e.g. 43 grade or 53 grade can influence the mix design. Grade of cement indicates minimum strength of cement in N/mm2 tested as per standard conditions laid down by IS codes (OPC 43 grade – IS 8112-1989, OPC 53 grade – IS 12269 – 1987 e.g. a 43 grade cement should give minimum strength of 43 N/mm2 at 28 days). Higher the strength of cement, higher is   37  
  • 38. the strength of concrete for the same water/cement ratio. In other words a higher strength of cement permits use of higher water/cement ratio to achieve the same strength of concrete. The IS 10262 - 1982 for mix design gives the different curves of cement based on the actual strength of cement on 28th day. These cement curves give water/cement ratio required to achieve a given target strength. Information on grade of cement may not be as useful as the actual 28days strength of cement. This is because some of the 43 grade cements practically give strengths more than 53 N/mm2. When a 53-grade cement is stored for a long time, its strength may deteriorate and become equivalent to 33 grade or 43 grade cement. Thus 28 days strength of cement is required to select the cement curve before starting the mix design. Finding the 28 days strengths of cement consumes time. It is not practical in many cases to wait for 28 days strength of cement to start the mix design. In such cases 28 days strength reports of the manufacturers may be used and can be supplemented by accelerated strength of cement found by reference mix method given in IS 10262 Apart from strength of cement, the type of cement e.g. Ordinary Portland Cement, pozzolona cement (blended cement) etc, is also important factor affecting the gain of strength. Blended cements achieve strengths later than Ordinary Portland Cements and require extended curing period. However, use of these cements result in more durable concrete by offering greater resistance to sulphate and chloride attacks. b) Initial & Final setting time of cement: The initial setting time of cement indicates the time after which the cement paste looses its plasticity. Operations like mixing, placing and compaction should be completed well before the initial setting time of cement .The minimum initial setting time specified by IS 456 –2000 (Clause 5.4.1.3 page no 14 and IS 8112-1989 page 2) is 30 minute. Most of the cements produced today give an initial set of more than 60 minutes. Beginning of hardening of cement paste indicates the final setting of cement. The maximum limit for final setting permitted by IS 8112: 1989 (Clause 6.3. page 2) is 600 minute. Most of the cements produced today give a final setting of between 3 to 5 hours. Curing can be started after final setting of cement. The initial setting and the final setting can be extended by use of retarders in order to avoid cold joints when lead-time for placing concrete is longer. Fine Aggregates a) Gradation of fine aggregates: The gradation of sand is given by sieve analysis.   38  
  • 39. The sieve analysis is done by passing sand through a set of standard sieves and finding out cumulative passing percentage through each sieve. The IS 383 – 1970 classifies fine aggregates in 4 zones starting from zone I representing coarse sand, to zone IV representing the finest sand. The limits of cumulative percentage passing for each sieve for above zones are given in table 4 of IS 383 The fineness of sand found by sieve analysis governs the proportion of sand in concrete .The overall fineness of sand is given by factor called fineness modulus. Fineness Modulus is given by division of the summation of cumulative retained fractions for standard sieves up to 150-micron sieve size by 100. c) Silt Content by weight: This is found by wet-sieving of sand and material passing 75 micron sieve is classified as silt. This silt affects the workability of concrete, results in higher water/cement ratio and lower strength. The upper limit for 75-micron sieve in case of sand is 3% by weight. This limit has however been extended to 15% in case of crushed sand in IS 383 – 1970 Table 1 Coarse Aggregate a) Maximum size of coarse aggregate: Maximum size of aggregate is the standard sieve size (40mm, 25mm, 20mm, 12.5mm, 10mm) through which at least 90% of coarse aggregate will pass. Maximum size of aggregate affects the workability and strength of concrete. It also influences the water demand for getting a certain workability and fine aggregate content required for achieving a cohesive mix. For a given weight, higher the maximum size of aggregate, lower is the surface area of coarse aggregates and vice versa. As maximum size of coarse aggregate reduces, surface area of coarse aggregate increases. Higher the surface area, greater is the water demand to coat the particles and generate workability. Smaller maximum size of coarse aggregate will require greater fine aggregate content to coat particles and maintain cohesiveness of concrete mix. Hence 40 mm down coarse aggregate will require much less water than 20 mm down aggregate. In other words for the same workability, 40mm down aggregate will have lower water/cement ratio, thus higher strength when compared to 20mm down aggregate. Because of its lower water demand, advantage of higher maximum size of coarse aggregate can be taken to lower the cement consumption. Maximum size of aggregate is often restricted by clear cover and minimum distance between the   39  
  • 40. reinforcement bars. Maximum size of coarse aggregate should be 5 mm less than clear cover or minimum distance between the reinforcement bars, so that the aggregates can pass through the reinforcement in congested areas, to produce dense and homogenous concrete. It is advantageous to use greater maximum size of coarse aggregate for concrete grades up to M 35 where mortar failure is predominant. Lower water/cement ratio will mean higher strength of mortar (which is the weakest link) and will result in higher strength of concrete. However, for concrete grades above M40, bond failure becomes predominant. Higher maximum size of aggregate, which will have lower area of contact with cement mortar paste, will fail earlier because of bond failure. Hence for higher grades of concrete (M40 and higher) it is advantageous to use lower maximum size of aggregate to prevent bond failure. The fineness modulus of sand varies from 2.0 to 4.0; higher the FM coarser is the sand. Type of Sand Fine Medium Coarse - FM - 2.0 to 2.8 - 2.8 to 3.2 - 3.2 and above b) Specific gravity of fine aggregates: This is the ratio of solid density particles to the density of water. Higher the specific gravity, heavier is the sand particles and higher is the density of concrete. Conversely a lower specific gravity of sand will result in lower density of concrete. Specific gravity of sand is found with help of pycnometer bottles. The specific gravity of fine aggregates found in Pune region varies from 2.6 to 2.8. b) Grading of coarse aggregate: The coarse aggregate grading limits are given in IS 383 – 1970 - table 2, Clause 4.1 and 4.2 for single size aggregate as well as graded aggregate. The grading of coarse aggregate is important to get cohesive & dense concrete. The voids left by larger coarse aggregate particles are filled by smaller coarse aggregate particles and so on. This way, the volume of mortar (cement-sand- water paste) required to fill the final voids is minimum. However, in some cases gap graded aggregate can be used where some intermediate size is not used. Use of gap- graded aggregate may not have adverse effect on strength. By proper grading of coarse aggregate, the possibility of segregation is minimised, especially for higher workability. Proper grading of coarse aggregates also improves   40  
  • 41. the compactability of concrete. c) Shape of coarse aggregate: Coarse aggregates can have round, angular, or irregular shape. Rounded aggregates because of lower surface area will have lowest water demand and also have lowest mortar paste requirement. Hence they will result in most economical mixes for concrete grades up to M35. However, for concrete grades of M40 and above (as in case of max size of aggregate) the possibility of bond failure will tilt the balance in favour of angular aggregate with more surface area. Flaky and elongated coarse aggregate particles not only increase the water demand but also increase the tendency of segregation. Flakiness and elongation also reduce the flexural strength of concrete. Specifications by Ministry of Surface Transport restrict the combined flakiness and elongation to 30% by weight of coarse aggregates. d) Strength of coarse aggregate: Material strength of coarse aggregate is indicated by crushing strength of rock, aggregate crushing value, aggregate impact value, aggregate abrasion value. In Maharashtra the coarse aggregates are made of basalt rock, which has strengths in excess of 100 N/mm2. Hence aggregates rarely fail in strength. e) Aggregate Absorption: Aggregate can absorb water up to 2 % by weight when in bone dry state, however, in some cases the aggregate absorption can be as high as 5%. Aggregate absorption is used for applying a correction factor for aggregates in dry condition and determining water demand of concrete in saturated surface dry condition. Decision Variables in Mix Design A. Water/cement ratio B. Cement content C. Relative proportion of fine & coarse aggregates D. Use of admixtures A. Water/cement ratio Water to cement ratio (W/C ratio) is the single most important factor governing the strength and durability of concrete. Strength of concrete depends upon W/C ratio rather than the cement content. Abram’s law states that higher the water/cement ratio, lower is the strength of concrete. As a thumb rule every 1% increase in quantity of water added, reduces the strength of concrete by 5%. A water/cement ratio of only 0.38 is required for complete hydration of cement. (Although this is the theoretical limit, water cement ratio lower than 0.38 will also increase the strength, since all the cement that is added, does not hydrate) Water added for workability over and above   41  
  • 42. this water/cement ratio of 0.38, evaporates leaving cavities in the concrete. These cavities are in the form of thin capillaries. They reduce the strength and durability of concrete. Hence, it is very important to control the water/cement ratio on site. Every extra lit of water will approx. reduce the strength of concrete by 2 to 3 N/mm2 and increase the workability by 25 mm. As stated earlier, the water/cement ratio strongly influences the permeability of concrete and durability of concrete. B. Cement content Cement is the core material in concrete, which acts as a binding agent and imparts strength to the concrete. From durability considerations cement content should not be reduced below 300Kg/m3 for RCC. IS 456 –2000 recommends higher cement contents for more severe conditions of exposure of weathering agents to the concrete. It is not necessary that higher cement content would result in higher strength. In fact latest findings show that for the same water/cement ratio, a leaner mix will give better strength. However, this does not mean that we can achieve higher grades of concrete by just lowering the water/cement ratio. This is because lower water/cement ratios will mean lower water contents and result in lower workability. In fact for achieving a given workability, a certain quantity of water will be required. If lower water/cement ratio is to be achieved without disturbing the workability, cement content will have to be increased. Higher cement content helps us in getting the desired workability at a lower water/cement ratio. In most of the mix design methods, the water contents to achieve different workability levels are given in form of empirical relations. Water/cement ratios required to achieve target mean strengths are interpolated from graphs given in IS 10262 Clause 3.1 and 3.2 . The cement content is found as follows: - Cement content (Kg/m3) = Water required achieving required workability (Lit/m3) Water/cement ratio Thus, we see that higher the workability of concrete, greater is cement content required and vice versa. Also, greater the water/cement ratio, lower is the cement content required and vice versa. C. Relative proportion of fine, coarse aggregates gradation of aggregates Aggregates are of two types as below: a. Coarseaggregate(Metal): Theseareparticlesretainedonstandard IS 4.75mm sieve. b. Fine aggregate(Sand): These are particles passing standard IS 4.75mm sieve.   42  
  • 43. Proportion of fine aggregates to coarse aggregate depends on following: i. Fineness of sand: Generally, when the sand is fine, smaller proportion of it is enough to get a cohesive mix; while coarser the sand, greater has to be its proportion with respect to coarse aggregate. ii. Size & shape of coarse aggregates: Greater the size of coarse aggregate lesser is the surface area and lesser is the proportion of fine aggregate required and vice versa. Flaky aggregates have more surface area and require greater proportion of fine aggregates to get cohesive mix. Similarly, rounded aggregate have lesser surface area and require lesser proportion of fine aggregate to get a cohesive mix. iii. Cement content: Leaner mixes require more proportion of fine aggregates than richer mixes. This is because cement particles also contribute to the fines in concrete. D. Use of admixtures Now days, admixtures are rightly considered as the fifth ingredient of concrete. The admixtures can change the properties of concrete. Commonly used admixtures are as follows: i. Plasticisers & superplasticisers ii. Retarders iii. Accelerators iv. Air entraining agents v. Shrinkage compensating admixtures vi. Water proofing admixtures i. Plasticisers & super plasticisers Plasticisers help us in increasing the workability of concrete without addition of water. It means that we can achieve lower water/cement ratio without reducing the workability at the same cement content. Cement particles tend to form flocs trapping a part of mixing water in them. Hence not all the water added is useful for generating workability. Plasticisers work as dispersion agents (de flocculent) releasing the water trapped in the flocs resulting in workability. Use of plasticisers is economical as the cost incurred on them is less than the cost of cement saved; this is more so in concrete designed for higher workability. Compatibility of plasticisers with the cement brand should be checked before use. Also plasticiser should not be added in dry concrete mix.   43  
  • 44. Plasticizers are used for moderate increase of workability whereas super plasticizers are used where very large increase in workability is required. Plasticizers are normally lignosulphonated formaldehydes and are normally added in small dosages. This is because large dosage can cause permanent retardation in concrete and adversely affect its strength. Super plasticizers are naphthalene or melamine based formaldehyde. They can be used in large dosages without any adverse effect on concrete. This is contrary to popular perception that term super plasticizers means more potent, hence lower dosage is required when compared to normal plasticizers. In practice super plasticizers are used in large dosages for generating higher workability and better slump retention. Compatibility of plasticizers with cement should be ascertained before use in concrete. Since action of plasticizers is based on ionic dispersion certain plasticizers are more effective with certain cements, thus requiring lower dosages. Non-compatible plasticizers if used, will not adversely affect the concrete, but its high dosage will make it uneconomical for use. ii. Retarders: They are used for retarding (delaying) the initial setting time of concrete. This is particularly required when longer placing times are desired as in case of ready mixed concrete. Retarders are commonly used to prevent formation of cold joints when casting large concrete. Retarders are normally added in lower dosages as large dosages can cause permanent retardation in concrete. Retarders are recommended in case of hot weather concreting to prevent early loss of slump. It is important to note that retarders reduce early strength of concrete e.g. 1-day and 3-day strength. However, 28 days strength is not affected. iii. Accelerators They are used for accelerating the initial strength of concrete. Typical accelerators increase the 1-day (up to 50 %) and 3-days (up to 30 %) strength of concrete. Most of the accelerators show little increase for 7 days strength. For this reason, accelerators are commonly used in precast concrete elements for early removal of moulds. Accelerators may not be much useful for early deshuttering where early strengths are required in range of 5 to 7 days. This is because accelerators are expensive and their ability to increase strengths decreases after 3-5 days. A better option for early deshuttering would be the use of plasticizers, reducing the water/cement ratio and achieving a higher grade of concrete. It is believed that accelerators may cause retrogression of strength after 28 days when compared with normal concrete.   44  
  • 45. Concrete Mix Design Methods The basic objective of concrete mix design is to find the most economical proportions (Optimisation) to achieve the desired end results (strength, cohesion, workability, durability, As mentioned earlier the proportioning of concrete is based on certain material properties of cement, sand and aggregates. Concrete mix design is basically a process of taking trials with certain proportions. Methods have been developed to arrive at these proportions in a scientific manner. No mix design method directly gives the exact proportions that will most economically achieve end results. These methods only serve as a base to start and achieve the end results in the fewest possible trials. The code of practice for mix design-IS 10262 clearly states following: - The basic assumption made in mix design is that the compressive strength of workable concretes, by and large, governed by the water/cement ratio. Another most convenient relationship applicable to normal concrete is that for a given type, shape, size and grading of aggregates, the amount of water determines its workability. However, there are various other factors which affect the properties of concrete, for example the quality & quantity of cement, water and aggregates; batching; transportation; placing; compaction; curing; etc. Therefore, the specific relationships that are used in proportioning concrete mixes should be considered only as the basis for trial, subject to modifications in the light of experience as well as for the particular materials used at the site in each case. Different mix design methods help us to arrive at the trial mix that will give us required strength, workability, cohesion etc. These mix design methods have same common threads in arriving at proportions but their method of calculation is different. Basic steps in mix design are as follows: Find the target mean strength. Determine the curve of cement based on its strength. Determine water/cement ratio. Determine cement content. Determine fine and coarse aggregate proportions   45  
  • 47. PROJECT EXECUTION METHOD STATEMENT FOR CIVIL AND MECHANICAL 1. METHOD STATEMENT FOR CIVIL METHOD STATEMENT FOR SURVEY WORKS OBJECTIVE: To formulate guidelines for Setting out and routine survey works REFERENCE: 1. Drawing 2. Technical Specifications for Civil works 3. Inspection and test plan 4. Survey Layout showing control stations MAJOR EQUIPMENTS: Calibrated Auto - level, Theodolite (LC-1"), Total Station and necessary measuring tools METHOD STATEMENT FOR BUILDING UP OF PILES UPTO CUTOFF LEVEL OBJECTIVE: Building up of Plies up-to cut-off levels REFERENCE: 1. Drawing 2. Technical Specifications for Civil works 3. Technical Data sheet of Nitobond EP METHOD STATEMENT FOR REINFORCEMENT WORK 1. OBJECTIVE: This procedure covers method for cutting, bending and tying of reinforcement and inspection of works. 2. REFERENCE: Reinforcement placing and handling shall be as per IS-456 MAJOR EQUIPMENTS: Bar cutting & bending machines, rebar tying tool. METHOD STATEMENT FOR FORMWORK 1. OBJECTIVE: This Procedure covers fixing and removal of formwork and checking of formwork. 2. REFERENCE: 1. Approved Drawings   47  
  • 48. 2. IS 456 & IS 6461(Part 5) 3. Tender Document METHOD STATEMENT FOR BOLTS PROCUREMENT & FIXATION 1. OBJECTIVE: This Procedure covers procuring and fixing of bolts. 2. REFERENCE: 1. Tender Specification 2. Approved Drawings METHOD STATEMENT FOR CONCRETING WORKS 1. OBJECTIVE: This Procedure covers fixing and removal of formwork and checking of formwork. 2. REFERENCE: 1. Tender Specification 2. Approved Drawings 3. IS 10262, IS 3370 & IS 456 4. IS 383 METHOD STATEMENT FOR BACKFILLING 1.OBJECTIVE: The scope of back-filling covers the filling in plinths, pits, trends, depressions in layers 200mm thick including watering and compaction by Roller / plate compactor. 2. REFERENCE: 1. Drawing 2. Bill of Quantities METHOD FOR REINFORCEMENT WORK 1.All reinforcement shall be placed above the ground by using wooden sleepers or concrete blocks. 2.For reinforcement, care shall be taken to protect the reinforcement from exposure to saline atmosphere during storage, fabrication and use. 3.Against requirement from site, bars shall be cut and bent to shape and dimension as shown in bar bending schedule based on Good For Construction (GFC) drawings.   48  
  • 49. 4.Reinforcement shall be tied as per the latest GFC drawing and any extra bars provided at site shall be recorded in the pour card/ lap register. 5.Unusable cut rods and scrap reinforcement shall be properly placed at yard. Bar Bending Schedule: 1.Prepare bar bending schedule based on the latest GFC drawings and to be submitted to Engineer for review 2.Bar bending schedule shall clearly specify the following: a) Bar dia. b) Numbers. c) Cut-lengths. d) Shapes. 3.Bar bending schedule shall take into account the following field/ design requirement. a) Desirable lap locations and staggering of laps. b) Lap lengths. c) Development length/ Anchorage length. Cutting, Bending and Placing: 1.All reinforcement shall be free from loose mill scales, loose rust and coats of paints, oil, mud or any other substances which may destroy or reduce bond. Use wire brush to clean the reinforcement. 2.Cutting and bending shall conform to the details given in the approved bar bending schedule. a) Cutting of Rebar by heat is not permitted, only cutting by grinding or shearing is permitted. b) No heating is allowed to facilitate bending of Rebar. 3.Place the reinforcement as per GFC drawings ensuring the following aspects properly. a) Type & size of bar. b) Number of bars. c) Location and lengths of laps, splices. d) Curtailment of bars. e) In two way reinforcement, check the direction of reinforcement in various layers. f) Adequate number of chairs, spacer bars and cover blocks.   49  
  • 50. g) Size of cover blocks. h) All the bars shall be tied with double fold 18g soft GI annealed binding wire. 4.Reinforcement may be placed with in the following tolerance whenever required: a) for effective depth 200mm or less ±10mm. b) for effective depth more than 200mm ±15mm. c) The cover shall in no case be reduced by more than one third of the specified cover or 0 /+ 10mm. d) The cover should suit various cover requirement as per Drawing Notes. 5.The sequence of reinforcement shall be correlated with fixing of inserts, sleeves, conduits, anchors and formworks. 6.In walls, place accurately bent spacer bars wired to vertical or horizontal bars between successive rows. 7.No steel parts of spacers sure allowed inside the concrete cover. Spacer blocks made from cement, sand and small aggregate shall match the mix proportion of the surrounding concrete. Alternatively PVC cover blocks of approved make can be used. 8.Spacers, cover blocks should be of concrete of same strength or PVC 9.Spacers, chairs and other supports detailed on drawings, together with such other supports as may be necessaray, should be used to maintain the specified nominal cover to the steel reinforcement. 10.Spacers or chairs should be placed at a maximum spacing of 1.0 mtr and closer spacing may sometimes be necessary. 11.All reinforcement shall be placed and maintained in the positions shown in the drawing by providing proper cover blocks, spacers, Supporting bars. 12.Rough handling, shock loading (Prior to embedment) and the dropping of reinforcement from a height should be avoided. Reinforcement should be secured against displacement. METHOD FOR FORMWORK Pre Check 1.Check if the shutters are properly cleaned by removing the concrete/ mortar and protruding nails.   50  
  • 51. 2.Formwork shall be made to the exact dimensions within the permissible tolerances as mentioned below. 3.Required thickness and quality of plywood conforming to IS 6461 shall be used to meet the requirements of design and surface finish. 4.For beam bottom & sides, proper size of timber at required spacing shall be provided to take the design loads/ pressure considering sleeves, conduit anchors & inserts. Erection of formwork 5.Sufficiently rigid and tight to prevent the loss of grout or mortar from the concrete. 6.Capable of providing concrete of the correct shape and surface finish within the specified tolerance limits. 7.Soffits forms capable of imparting a camber if required. 8.The formwork may be of timber, plywood,steel,plastic or concrete depending upon the type of finish specified. 9.Erect staging/shuttering as per drawing/sketches in such a way that deshuttering can be done easily including provision for repropping, if planned. 10.Check the location, line,level,plumb and dimensions of the formwork to ensure that the deviations are within the permissible limits. 11.Provide bracing at proper places & intervals as specified by the manufacturer or as per formwork scheme to take care of lateral loads. 12.Apply mould oil/other coatings as release agents before reinforcement steel is placed. 13.Wire ties passing through beams,columns and walls shall not be allowed .In their place bolts passing through sleeves shall be used.For liquid retaining structures ,sleeves shall not be provided for through bolts. 14.Check all the shutters are properly aligned and fixed firmly with required lateral supports and ties. 15.Check all the spanning members have proper bearing at the supports. 16.Wedges or jacks shall be secured in position after the final check of alignment. 17.Forms shall be thoroughly cleaned of all dirt, mortar and other matters such as metals, blocks, saw dust and foreign materials before concreting if required through clean-out openings. 18.Check all the gaps/openings are properly closed to avoid leakages.   51  
  • 52. 19.Check all the inserts/embedments and openings are exactly placed as per the drawings. 20.In case of leakages, bulging and sagging immediate actions shall be taken by tightening wedges or adjusting by jacks which must be done before the concrete takes its initial set. Removal of Forms 21.Formwork components shall not be dropped but shall be lowered without damage to the components and structures. All the removed formwork materials shall be thoroughly scarped, cleaned immediately and stacked properly for reuse. 22.'All forms shall be removed after the minimum period stipulated mentioned below without damage to the concrete including removal without shock as per IS 456 METHOD FOR BACKFILLING 1. Backfilling area shall be free from foreign matters (ie. wooden scraps , plywood pieces rebar bits etc) and tie rods recesses shall be rendered with polymer based non shrink compound with a subsequent application of curing compound on them. 2.Filling around foundation or other places indicated shall be done with approved material obtained from excavation or approved materials brought from out side. 3.The material shall be good quality soft or hard murrum or Panna sand or other approved back filling material.Back filling soil shall be free from black cotton soil. 4.Filling shall be done in layers not exceeding 20 cms thick and each layer shall be watered adequately and consolidated properly by rollers or pneumatic rammers 8 to 10 tonnes wherever conditions permit. If it is not possible, the consolidation shall be done by hand rollers/ heavy pneumatic/ hand rammers/ plate compactor. 5.The surface of the filling shall be finished to lines and levels as required. 6.The approved materials shall be plced in layers, not exceeding 200mm in depth before compaction and shall be compacted to minimum 95% dry density. Layers placed in the top 300mm of the fill shall be compacted to 98% of maximum dry density. No of Samples: (i)For foundation filling - one for every 10 foundation for each compacted layer. (ii)For area filling one for every 1000 sqm area for each compacted layer.   52  
  • 53. METHOD FOR PILING 1.Excavate till the COL of pile 2.Predict the level of concrete in side the pile by driving rebar to touch the hard strata of concrete. 3.Excavate till the predicted level of pile till visibility of concrete 4.Chip off loose concrete/ laitance from the top level of exposed concrete and ensure the quality of concrete after chipping. 5.Straighten the distorted vertical bars & tie the lateral ties/ helical to COL 6.Fix the formwork of the required size up to the pile COL. 7.Apply the bonding agent(Nitobond EP) before pouring the concrete with the help of an extended brush. 8.Pour concrete of the same grade(M30) 9.Strip the form work after 24 hrs 10.Back fill around the piles in layers not exceeding 200mm up to COL and allow for PCC 11.FDT to be carried out as per relevent IS Code and Technical specification. 12.Curing of concrete with approved water shall start after completion of Initial setting time of concrete and in hot weather after 4 hours. Concrete will be cured for a minimum period of seven days when OPC with high water cement ratio is used, curing for minimum 10 days in hot weather or low water cement ratio is used. Curing shall be done by continous sprays or ponded water or continously saturated coverings of sacking canvas,hessain or other absorbent material for the period of complete hydration with a minimum of 7 days.Curing shall also be done by covering the surface with an impermeable material such as Polyethlene ,which shall be well sealed and fastened. METHOD FOR CONCRETING   53  
  • 54. 1.Concrete mix design for Different Structure should be as per Notes in the specific approved drawing 2.For Design Mix Concrete,the mix shall be designed to provide the grade of concrete having the required strength, workability & durability requirements given in IS: 456 for each grade of concrete taking into account the type of cement, minimum cement content and maximum W/C ratio conforming to exposure conditions as per tender specifications. 3.Mix design and preliminary tests are not necessary for Nominal Mixconcrete (M5, M7.5, M10, M15, M20 as Specified in IS 456 - Table 9) .However works tests shall be carried out as per IS:456 4.No concreting shall be done without the approval of engineer. Prior notice shall be given before start of concreting. 5. Cement shall be measured by weight in weigh batching machines of an approved type, aggregate shall be measured by volume / weight. The machines shall be kept clean and in good condition and shall be checked adjusted for accuracy at regular intervals when required by the engineer. Material shall be weighed within 2.5% tolerances, inclusive of scale and operating errors. The weigh batching machines / Measuring Boes shall discharge efficiently so that no materials are retained. 6.Concrete shall be mixed in mechanical mixers of an approved type. In no case shall the mixing of each batch of concrete continue for less than 2 minutes.The water to be added in concrete 3.6 shall be adjusted based on moisture contents in fine and coarse aggregates. During hot and cold weather, suitable methods to reduce the loss of water by evaporation in hot weather and heat loss in cold weather will be adopted as per procedure set out in IS: 7861. 7.The compaction of concrete will be done by immersion type needle vibrator which shall be inserted into concrete in vertical position not more than 450 mm apart. Vibration will be 3.7 applied systematically to cover all areas immediately after placing concrete and will be stopped when the concrete flattens and takes up a glistening appearance or rise of entrapped air ceases or coarse agregate blends into the surface but does not completely disappear. The vibrator shall be slowly withdrawn to ensure closing of the hole resulting from insertion. 8.Unless otherwise approved, continuous concreting shall be done to the full thickness of 3.8 foundation rafts, slabs, beams & similar members. For placing on slope,   54