TATA PROJECTS LIMITED SUMMER INTERNSHIP

(2ND MAY 2014-27TH JUNE 2014(8 weeks)NAME: CHAITAN PRASAD MAJHI (11CE33006)

ACKNOWLEDGEMENTI would like to extend my gratitude to the many people who helped to bring this research project to fruition. First, I would like to thank Mr. Sundar Chandramouli (SBU Head - Urban infrastructure) and Mr. Avinay Vijaykar(H.R. TPL) for providing me such a great opportunity to be a part of TATA Projects Limited. I would also like to thank Mr. Prabhat R Satapathy (Project Alliance Manager) under whom I have successfully completed my summer internship in T.C.G. sector-72,Gurgaon. • I would like to thank

Deepak Sharma• Jagadeesh N• Hrishikesh Joshi • Karun Singh • Anil Kr Gautam • Binod Kumar Mishra

• Pradeep Rai• Sanjay Mishra• Baskar. S• Samrendra Khuntia• Ashutosh Mishra• Ahsan Abidi• Praveen Kumar• Sarvesh Kumar TallanWithout their passionate participation and input, the validation project could not have been successfully completed. I would like to thank all members who directly or indirectly helped me to complete this project.And last but not least I would like to thank every one for sharing their knowledge to me and for supporting me.Thank you.

Contents

• Introduction• TATA Reality and Infrastructure• Balfour Beatty• TATA Projects Limited.• Verticals of TATA Projects ltd.• Urban-Infrastructure• TATA Centre Gurgaon.• Earth co-ordinate system• GPS• Space Segments• Fixing co-ordinates by total station• Standard Penetration Test• Soil Investigation• Tower• Retail Area• Method of analysis• Images

INTRODUCTION

TATA Centre Gurgaon is a mixed used development at sector – 72 , Gurgaon , Haryana. Description of the project is of around 1.1 million sq.ft with a retail area and a commercial tower of G + 30 storeys comprising of service apartments and commercial offices.

• Client : TATA Reality and Infrastructure ( http://www.tata-realty.com/ ).• Contractor: TATA BALFOUR BEATTY( http://www.tataprojects.com/ )

( http://www.balfourbeatty.com/ )

Client (T.R.I.L)  Sl. No.

NAME RESPONSIBILITY DESIGNATION

1 Kamlesh Rajani Architecture Head - Architecture & Design Services

2 Akanksha Dharmadhikari Architecture Manager- Architecture & Design Services

3 Jia Maheshwari Business plan/Product Mix DGM - Finance4 Shailendra Singh Liaison and Marketing Senior Manager - Sales and

Marketing5 Cyrus Engineer Marketing Head - Sales and Marketing6 Sumit Guha Overall Deputy Managing Director7 Viren Bhuptani Alliance Board Member* Head Programmme Management

Group8 Unmesh Kulkarni Alliance Board Member Head Contracts9 Prakash Patil Projects VP - Projects (Real Estate)

10 Nandlal Singh Services Head - MEP11 Jaikishan T Bhagchandani Alliance Board Member* Portfolio Head12 Arvind Verma Alliance Board Member Project Head (Site)13 Sunil Dhagat Alliance Board Member DGM - Accounts & Finance

WOW ArchitectsSl. No.  NAME RESPONSIBILITY DESIGNATION

1 Dongmin Shim Lead Designer Design Principal

2 Mylon Usbal Co-ordination & Production of Drgs Project Coordinator

3 Alam Mulyana Asst. Design & Co-ordination Architectural Executive

4 RJ Damole Asst. Design, Detailing & Co-ordination

Architectural Coordinator

Design Plus Architecture

 Sl. No. NAME RESPONSIBILITY DESIGNATION1 Nikhil Chandra Overall Project Incharge Design Associate

2 Pushpraj Kashyap Project Architect, coordination Project Architect

3 Nitin kapoor Architect, coordination Architect

CONSULTANTSSl.No. NAME RESPONSIBILITY DESIGNATION

 CHORDIATECHNO CONSULTANT1 Sanjeev Jain Structure consultant

 GURBACHAN SINGH AND ASSOCIATES1 Adarsh Lisoning/sanction work

 ESKAYEM1 K. Ramchandran Principle Consultant Principle Consultant2 Sam Project Lead Consultant Project Lead Consultant3 Sohel Design Coodination Design Coordination4 Jaikumar Design Coordination Design Coordination

 EN3 CONSULTANTS1 Deepa Sathiaram LEED Consultant Director2 Sucheta Phal LEED Consultant Project Manager

DAVIS LANGDON1 Suveer Popli Cost Consultant Director

GMD ENGINEERING CONSULTANTS PVT LTD1 Rajesh Gajjar Traffic Managing Director

TATA Projects Balfour Beatty (TPBB)

 Sl. No. NAME RESPONSIBILITY DESIGNATION1 Vivek Singhal Project Alliance Board Member COO - Urban Infra2 Sundar Chandramouli Project Alliance Board Member SBU Head - Urban Infra (Buildings

& Airport)3 Vishva Raman V Project Alliance Board Member* GM - Commercial4 Shailesh Jain Project Alliance Board Member Regional Head (Accounts)5 Somnath Nandan Head Structural Design GM (Design) - Urban Infra6 Rajpal Singh Head MEP Head (MEP) - Urban Infra

Alliance North Management Team (AMT)  Sl.N

o.NAME RESPONSIBILITY DESIGNATION

1 Prabhat R Satapathy Execution, Project Alliance Manager

DGM - Project Manager

2 Deepak Sharma Contracts Sr. Manager3 Jagadeesh N DGM. HRD4 Hrishikesh Joshi Design Co-ordination     Sr. Manager5 Karun Singh Tower Incharge Manager6 Anil Kr Gautam Execution MEP Works Sr. Manager7 Binod Kumar Mishra Project Admin/HR Officer Hr/Admin8 Pradeep Rai Project Admin/HR Jr. Officer HR/Admin9 Sanjay Mishra Project Safety Engg Sr. Engg EHS10 Baskar. S Project Quality Engg Asst. Manager QMD11 Samrendra Khuntia Site Supply Chain Management SCM Officer12 Ashutosh Mishra Retail In charge Sr. Engg13 Ahsan Abidi Quality Lab Asst. Engg QMA14 Praveen Kumar Tower Supervisor Supervisor15 Sarvesh Kumar Tallan Site Accounts Jr. Account Officer16 Krishan Kumar Site Store Store In charge17 Prabhat Kumar Upadhyay Civil Supervisor Supervisor18 Pradeep Kumar Site Store Store Keeper

TATA REALITY AND INFRASTRUCTURE(TRIL) TATA’s is one of India's largest conglomerates, with a total market capitalisation of about $110.65 billion (as on March 13, 2014) and a shareholder base of 3.9 million. The Tata group comprises over 100 operating companies in seven business sectors:• communications and information technology, • engineering,• materials,• services,• energy, • consumer products and• chemicals. The group has operations in more than 100 countries across six continents, and its companies export products and services to 150 countries. The Tata companies employ over 540,000 people worldwide. The Tata name has been respected in India for more than 140 years for its adherence to strong values and business ethics.

REAL ESTATE

RETAIL

URBAN LIVING

HOSPITALITYRE-

DEVELOPMENT

IT/ITES

MIXED USED

T.R.I.L. INFRASTRUCTURE

HIGHWAYS AND BRIDGES

AIRPORTURBAN

TRANSPORTSPECIAL ECONOMIC

ZONE

BALFOUR BEATTY

• Balfour Beatty is a world class infrastructureservices business operating across the infrastructure lifecycle, with leading positions in major markets.• Operating in over 80 countries, in diverse markets and

economies, we provide the assets societies need to function, develop and thrive.

TATA PROJECTS LIMITED(T.P.L.)

• Tata Projects is one of the fastest growing and most admired infrastructure companies in India. It has expertise in executing large and complex Industrial Infrastructure Projects. • The company has structured its business into 8

business verticals.

VERTICALS OF TATA PROJECTS LIMITED

• Power• Transmission•Metals and minerals•Railways•Water•Oil and gas•Quality services•Urban infrastructure

Each vertical is a leader or is poised to lead in the markets in which it operates. Tata Projects strives to simplify complexity and create world class projects on time by leveraging its deep understanding of technology, advanced construction practices and expertise acquired by executing diverse projects. It has 2700 employees and a presence across 32 countries.

URBAN INFRASTRUCTURE

At Tata Projects, we strive to be the first-of-its-kind contractors, with world class construction techniques, building world class structures to be admired at in the centuries to come. What sets us apart is the inch-by-inch contribution that we make towards the sustainability of the environment, it, being the first beneficiary of everything that we create.We build anything from metros, buildings, airports, dams, ports, bridges to tunnels and anything that is core civil, highly complex and utterly challenging.Its magnificent. Its huge. Its breath-taking. It is URBAN INFRASTRUCTURE.

Key projects:• The Tata Centre, Gurgaon: A 30-storeyed commercial cum

retail space located in the heart of Gurgaon.Key focus segments:

1.Metros2.Buildings3.Airports4.Transport-Bridges and Tunnels5.Hydro6.Ports

TATA CENTRE GURGAON

NAME OF THE PROJECT: TATA Centre Gurgaon(T.C.G.)ADDRESS: sector-72, Gurgaon, Haryana, pin- 122001

ARCHITECT: WOW-Singapore, Design plus-new Delhi

Earth Co-ordinate System

A geographic coordinate system is a coordinate system that enables every location on the Earth to be specified by a set of numbers or letters. The coordinates are often chosen such that one of the numbers represents vertical position, and two or three of the numbers represent horizontal position. A common choice of coordinates is latitude, longitude and elevation.

G.P.S.A GPS receiver calculates its position by precisely timing the signals sent by GPS satellites high above the Earth. Each satellite continually transmits messages that include:• the time the message was transmitted and,• satellite position at time of message transmission.The receiver uses the messages it receives to determine the transit time of each message and computes the distance to each satellite using the speed of light. Each of these distances and satellites' locations defines a sphere. The receiver is on the surface of each of these spheres when the distances and the satellites' locations are correct. These distances and satellites' locations are used to compute the location of the receiver using the navigation equations. This location is then displayed, perhaps with a moving map display or latitude and longitude.

Space segmentComposed of orbiting GPS satellites or space vehicles in GPS planner . The GPS design originally called for 24 SVs, eight each in three approximately circular orbits, but this was modified to six orbital planes with four satellites each. The six orbit planes have approximately 55° inclination (tilt relative to Earth's equator) and are separated by 60° right ascension of the ascending node (angle along the equator from a reference point to the orbit's intersection). The orbital period is one-half a sidereal day, i.e., 11 hours and 58 minutes so that the satellites pass over the same locations or almost the same locations every day. The orbits are arranged so that at least six satellites are always within line of sight from almost everywhere on Earth's surface. The result of this objective is that the four satellites are not evenly spaced (90 degrees) apart within each orbit. In general terms, the angular difference between satellites in each orbit is 30, 105, 120, and 105 degrees apart which sum to 360 degrees.Orbiting at an altitude of approximately 20,200 km ;orbital radius of approximately 26,600 km, each SV makes two complete orbits each sidereal day, repeating the same ground track each day. This was very helpful during development because even with only four satellites, correct alignment means all four are visible from one spot for a few hours each day. For military operations, the ground track repeat can be used to ensure good coverage in combat zones. http://upload.wikimedia.org/wikipedia/commons/9/9c/ConstellationGPS.gif

Two points will be P1, survey station where the Total Station is located, and a second point, P2 some distance away. These positions can either be predetermined from a previous survey, or determined using a differential GPS.

Fixing co-ordinates by Total station

A total station is an electronic/optical instrument used in modern surveying and building construction. The total station is an electronic theodolite (transit) integrated with an electronic distance meter (EDM) to read slope distances from the instrument to a particular point.Coordinates of an unknown point relative to a known coordinate can be determined using the total station as long as a direct line of sight can be established between the two points. Angles and distances are measured from the total station to points under survey, and the coordinates (X, Y, and Z or easting, northing and elevation) of surveyed points relative to the total station position are calculated using trigonometry and triangulation. To determine an absolute location a Total Station requires line of sight observations and must be set up over a known point or with line of sight to 2 or more points with known location.

TATA CENTRE GURGAON, continued….

2 MAJOR BUILDINGSTOWER: 2 basements + Ground floor+30 RETAIL BUILDING: 3 basements + 3 floors + Roof floor

Standard Penetration Test (SPT) PROCEDURE

The test uses a thick-walled sample tube, with an outside diameter of 50 mm and an inside diameter of 35 mm, and a length of around 650 mm. This is driven into the ground at the bottom of a borehole by blows from a slide hammer with a weight of 63.5 kg (140 lb) falling through a distance of 760 mm (30 in). The sample tube is driven 150 mm into the ground and then the number of blows needed for the tube to penetrate each 150 mm (6 in) up to a depth of 450 mm (18 in) is recorded. The sum of the number of blows required for the second and third 6 in. of penetration is termed the "standard penetration resistance" or the "N-value". In cases where 50 blows are insufficient to advance it through a 150 mm (6 in) interval the penetration after 50 blows is recorded. The blow count provides an indication of the density of the ground, and it is used in many empirical geotechnical engineering formulae

PURPOSEThe main purpose of the test is to provide an indication of the relative density of granular deposits, such as sands and gravels from which it is virtually impossible to obtain undisturbed samples. The great merit of the test, and the main reason for its widespread use is that it is simple and inexpensive. The soil strength parameters which can be inferred are approximate, but may give a useful guide in ground conditions where it may not be possible to obtain borehole samples of adequate quality like gravels, sands, silts, clay containing sand or gravel and weak rock. In conditions where the quality of the undisturbed sample is suspect, e.g. very silty or very sandy clays, or hard clays, it is often advantageous to alternate the sampling with standard penetration tests to check the strength. If the samples are found to be unacceptably disturbed, it may be necessary to use a different method for measuring strength like the plate test. When the test is carried out in granular soils below groundwater level, the soil may become loosened. In certain circumstances, it can be useful to continue driving the sampler beyond the distance specified, adding further drilling rods as necessary. Although this is not a standard penetration test, and should not be regarded as such, it may at least give an indication as to whether the deposit is really as loose as the standard test may indicate.

• The usefulness of SPT results depends on the soil type, with fine-grained sands giving the most useful results, with coarser sands and silty sands giving reasonably useful results, and clays and gravelly soils yielding results which may be very poorly representative of the true soil conditions. • The SPT is used to provide results for empirical determination of a sand

layer's susceptibility to earthquake liquefaction, based on research performed by Harry Seed, T. Leslie Youd, and others.

SITE

• Standard Penetration Test conducted by means of the split spoon sampler furnishes data about resistance of the soils to penetration, which can be used to evaluate standard strength data, such as N values (number of blows per 30 cm of penetration using standard split spoon) of the soil. • Standard Penetration Tests were conducted in the boreholes at 1.5 m

interval as per the provisions of IS 2131:1981. The tests were conducted by means of the split spoon sampler conforming to IS 9640:1980. If N values exceed 50 for 15cm penetration at any depth, it is taken as refusal depth and the borehole shall be terminated.

Bore holes

Activity Depth of exploration

Date of start Date of completion

BH-1 50m dd / mm / yyyy dd + 4 / mm / yyyyBH-2 50m dd -4 / mm / yyyy dd – 1 / mm / yyyyBH-3 50m dd -4 / mm / yyyy dd – 1 / mm / yyyyBH-4 50m dd + 1 / mm / yyyy Dd + 3 / mm / yyyy

Investigations To establish the parameters for the foundation design of the structure, various properties and parameters regarding the subsoil at site are required. These parameters are achieved through geo-technical investigations viz. soil profile, engineering properties & physical characteristics of the soil strata, variation in strength of soil strata etc. and can be elaborated as below: • Sub-surface conditions which will reflect the thickness of the different soil

strata • Depth of ground water table • Safe bearing capacity of the soil which will need the determination of

various engineering properties of the soil strata at different levels • Depth of the foundations • Suitable type of foundations • Requirement of any treatment needed to enhance the engineering

properties of the soil beneath the footing

Scope of Investigations For achieving the aforesaid objectives, the scope of work, as finalized by the consultant includes: • Making Four bore holes up to a depth of 50m below existing ground surface

in subsoil or refusal whichever is encountered earlier on the site at specified locations. • Conducting Standard Penetration Tests (S. P. T.) at 1.5 m depth interval. • Extracting disturbed & undisturbed soil sample at different depth interval. • Observing ground water table after a stabilization period of 24 hours. • Conducting laboratory tests on disturbed and undisturbed soil samples

collected during the subsurface exploration. • Compiling and submitting report in three copies, containing field and

laboratory tests results and suggestion & recommendations regarding type & depth of foundations and allowable load bearing capacity of soil and other desired parameters at various depths.

Ground Water Conditions

• Water Table at this site was found at 20.0m depth below the existing ground surface.

LABORATORY INVESTIGATIONS

The laboratory tests to determine the physical properties, the engineering properties and the engineering characteristics of the soil were conducted in accordance with IS 2720. The tests performed are as follows. 1. Bulk Density and Natural Moisture Content 2. Grain Size Analysis 3. Atterberg Limits 4. Specific Gravity 5. Direct Shear Test 6. Triaxial Shear Test

Bulk Density and Natural Moisture Content

Undisturbed samples were collected from the boreholes in thin wall steel sample tubes by taking the dimensions and weight of these sample tubes, the bulk density of the soil is determined. Moisture content of the soil has been calculated by Oven Drying Method.

Grain Size Analysis

Grain size distribution of the soil is determined by sieving the soil sample in a set of IS sieves: 4.75 mm, 2 mm, 1 mm, 0.5 mm, 0.25 mm, 0.125 mm, 0.075 mm size. Grain Size Analysis curve has been plotted and attached in the appendices of this report for the soil samples collected from various depths of bore-holes.

Atterberg Limits

Atterberg Limits in the form of liquid limit, plastic limit and shrinkage limit are determined for the soil to establish its consistency. In the case of cohesion less soil, plastic limit is first determined and if it cannot be determined the soil sample is reported to be non-plastic.

Specific Gravity

Specific Gravity of the soil has been determined by Specific Gravity Bottle.

Direct Shear Test

• Direct Shear Test is a strength test, which is performed on the soil sample to determine the value of angle of internal friction. • The direct shear test is generally conducted on cohesion less soil as

consolidated drained (CD) test. In the present case the soil samples were prepared for various depths and were tested in the Direct Shear Apparatus under CD- condition.

Triaxial Shear Test • Triaxial Shear Test is a strength test, which is performed on the soil

sample to determine the value of cohesion and angle of internal friction. In the present case, test samples were prepared from undisturbed samples and were tested in the Triaxial Apparatus. • Summary of Laboratory Tests results for all boreholes is shown in

tabular form and the same is presented in the annexure of this report.

Results

BH No. Bulk Density gm/cc Natural Moisture Content (%) Dry Density

gm/cc

BH-1 1.70-1.98 9.05-12.35 1.56-1.76

BH-2 1.73-1.96 9.10-12.25 1.59-1.75

BH-3 1.72-1.97 8.95-12.20 1.58-1.76

BH-4 1.70-1.93 8.85-12.35 1.56-1.72

Below the foundation

Founding Level below

EGL Soil Type

Bulk Density t/m3

N C in t/m2 φ

14 m Sandy Silt with gravel (ML-CL) 1.80 16 0.50 30°

Raft below towerFounding Level

Below EGL Depth of Foundation

Type of foundation

Size of foundation ()

q allowable (t/m2)

Modulus of Subgrade Reaction (k) in KN/m3

14.00m (Building with basement floors)

2.5m raft 46.00x83.00 47.25 47,250

TOWER

HEIGHT OF HE TOWER: 136.4 metre.RAFT FOUNDATION: 2500 mm RCC retaining wall of 3 basements is proposed.RCC retaining wall:

RETAIL AREA

HEIGHT: 22 metre.RAFT FOUNDATION: approximately 500 mm with pedestals ranging

from 750 mm to 1200 mm

METHOD OF ANALYSIS AND DESIGN• The building will be designed as three-dimensional framed structure

without filler brickwork for different load combinations with columns fixed at the base.• The analysis of the idealized structure model is carried out using “STRAP –

2010” ; STRAP is Structural analysis and design software. • Design of the column and beam is according to IS 456-2000.• For seismic analysis slab at each floor will be idealized as deep diaphragms

so that all frames sway equal under lateral loads and response spectrum methodology will be adopted with the mass lumped at joints and damping of 5%. The combination of the results of dynamic and static analysis is adopted using CQC(Complete Quadratic Condition), (IS 1893).• Base shear calculated from modal shape analysis is different than the base

shear calculated according to approximate methods i.e. section 4.2.1.1 of IS 1893 all response of the structure moments and forces is adjusted accordingly.

METHOD OF ANALYSIS AND DESIGN

STRAP ; the software scales all the results by factor> 1.0 factor=Gurgaon ; TCG is in Zone 4 And all other factors are taken according to IS code (of zone 4).

• GURGAON, T.C.G. SECTOR-72

Design horizontal seismic coefficient IS 1982: 2002 (part 1)

• The design horizontal seismic coefficient for a structure shall be determined by the following expression • =

Zone factor (Z) (IS 1893.1.2002)(clause 6.4.2)

SEISMIC ZONE II III IV v

Seismic intensity LOW MODERATE SEVERE VERY SEVERE

Z 0.10 0.16 0.24 0.36

Zone factor is for the Maximum Considered Earthquake (MCE) and service life of structure in a zone

Importance factor (I)Depending on the functional use of the structures, characterized by hazardous consequences of its failure, post earthquake functional needs, historical value, or economic importance.

Table 6 (clause 6.4.2)Structure Importance factor

Important service and community buildings, such as hospitals;

schools; monumental structures; emergency buildings like telephone exchange, television stations, radio

stations, railway stations, fire stations buildings; large

communities like cinema, assembly halls and subway stations, power

stations.

1.5

All other buildings 1

Response reduction factor (R)

It depends upon the perceived seismic damage performance of he structure, characterized by ductile or brittle deformation. However the ratio (I/R) shall not be greater than 1.0 .

Response reduction factor (R)Response reduction Factor (R) for building system , Clause 6.4.2, Table – 7

Sl. Number Lateral Load Resisting system RBuilding frame systems

i) Ordinary RC moment –resisting frame (OMRF) 3.0ii) Special RC moment-resisting frame (SMRF) 5.0iii) Steel frame with

(a) Concentric braces 4.0(b) Eccentric braces 5.0

iv) Steel moment resisting frame design as per SP6 (6) 5.0Building with shear walls

v) Load bearing masonry wall buildings(a) Unreinforced 1.5(b) Reinforced with horizontal RC bands. 2.5(c) Reinforced with horizontal RC bands vertical bands at corners of rooms

and jambs of openings3.0

Sl. Number

Lateral Load Resisting system R

vi) Ordinary reinforced concrete walls 3.0vii) Ductile shear walls 4.0

Buildings with dual systemsviii) Ordinary shear wall with OMRF 3.0ix) Ordinary shear wall with SMRF 4.0x) Ductile shear wall with OMRF 4.5xi) Ductile shear wall with SMRF 5.0

Average Response acceleration coefficient(/g)

• It is a factor denoting the acceleration response spectrum of the structure subjected to earthquake ground vibrations and depends on natural period of vibration and damping of the structure.• For medium soil sites. • (/g)= 1.36/T (where T = 0.075); T= 2.99• (/g)= 0.45

Horizontal Seismic Coefficient (

• = = 0.0108

• The total design lateral force or design seismic base shear in any principal direction is determined by following formulas• = xW• W= seismic weight of building calculated by program.

Calculation of design wind load(IS.875.3.1987)

• Vz = Vb Kl K2 K3

• Vz= design wind speed,• Vb= basic wind speed,• K1= risk coefficient with return period 50 years• K2= terrain, height and structure size factor; category• K3= (Ɵ<30 is 1)

K1= risk coefficient

Class of structureMean probable life in structure (in years)

K1 factor for basic wind speed (m/s)

33 39 44 47 50 55

All general buildings and structures 50 1.0 1.0 1.0 1.0 1.0 1.0

Temporary sheds, structure such as those used during construction operations (for example form-work and false work), structures during construction stages and boundary walls.

5 0.82 0.76 0.73 0.71 0.70 0.67

Building and structures presenting a low degree of hazard to life and property in the event of failure, such as isolated towers in wooden areas , farm buildings other than residential buildings

25 0.94 0.92 0.91 0.90 0.90 0.89

Important buildings and structure such as hospitals , communication buildings/towers, power plant structures.

100 1.05 1.06 1.07 1.07 1.08 1.08

Terrain, height, and structure size factor(K2)

• Category 1: Exposed open terrain with few or no obstructions and in which the average height of any object surrounding the structure is less than 1.5m(includes open sea cost area and flat tree-less areas).• Category 2: Open terrain with well scattered obstructions having

heights generally between 1.5m to 10m.• Category 3: Terrain with numerous closely spaced obstruction

having the size of building structures up to 10 m in height with or without few isolated tall structures.• Category 4: Terrain with numerous large high closely spaced

obstructions.

Building structures are classified in to 3 Classes

• Class A : Structures and or their components such as cladding, glazing , roofing etc. having maximum dimensions (greatest horizontal or vertical dimensions) less than 20 m.• Class B: Structures and or their components such as cladding,

glazing , roofing etc. having maximum dimensions (greatest horizontal or vertical dimensions) less than 20 m to 50 m.• Class C: Structures and or their components such as cladding,

glazing , roofing etc. having maximum dimensions (greatest horizontal or vertical dimensions) greater than 50m

K2= terrain, height and structure size factorHeight(

M)TERRAIN CATEGORY 1

TERRAIN CATEGORY 2

TERRAIN CATEGORY 3

TERRAIN CATEGORY 4

A B C A B C A B C A B C10 1.05 1.03 0.99 1.00 0.98 0.93 0.91 0.88 0.82 0.80 0.76 0.6715 1.09 1.07 1.03 1.05 1.02 0.97 0.97 0.94 0.87 0.80 0.76 0.6720 1.12 1.10 1.06 1.07 1.05 1.00 1.01 0.98 0.91 0.80 0.76 0.6730 1.15 1.13 1.09 1.12 1.10 1.04 1.06 1.03 0.96 0.97 0.93 0.8350 1.20 1.18 1.14 1.17 1.15 1.10 1.12 1.09 1.02 1.10 1.05 0.95100 1.26 1.24 1.20 1.24 1.22 1.17 1.20 1.17 1.10 1.20 1.15 1.05150 1.30 1.28 1.24 1.28 1.25 1.21 1.24 1.21 1.15 1.24 1.20 1.10200 1.32 1.30 1.26 1.30 1.28 1.24 1.27 1.24 1.18 1.27 1.22 1.13250 1.34 1.32 1.28 1.32 1.31 1.26 1.29 1.26 1.20 1.28 1.24 1.16300 1.35 1.34 1.30 1.34 1.32 1.28 1.31 1.28 1.22 1.30 1.26 1.17350 1.37 1.35 1.31 1.36 1.34 1.29 1.32 1.30 1.24 1.31 1.27 1.19400 1.38 1.36 1.32 1.37 1.35 1.30 1.34 1.31 1.25 1.32 1.28 1.20450 1.39 1.37 1.33 1.38 1.36 1.31 1.35 1.32 1.26 1.33 1.29 1.21500 1.40 1.38 1.34 1.39 1.37 1.32 1.36 1.33 1.28 1.34 1.30 1.22

So we took it as 1.20 as

height of the building is

136.4 m

Topography factor(K3)• The basic wind speed takes account of the general level of site

above sea level. This does not allow for local topographic features such as hills, valleys, cliffs, escarpments, or ridges which can significantly affect wind speed in their vicinity. The effect of is to accelerate wind near the summits of hills or crest of cliffs, escarpments or ridges and decelerate the wind in valleys or near the foot of cliffs, steep escarpments or ridges.• The effect of topography will be significant at site when the up wind

slope (Ɵ>30 ) and below that the value of K3 can be taken as 1.• K3= (Ɵ<30 is 1)

Calculations• Vz = Vb Kl K2 K3

• Vz= design wind speed,• Vb= basic wind speed,(=47 m/s)• K1= risk coefficient with return period 50 years(=1)• K2= terrain, height and structure size factor; category(1.20)• K3= (Ɵ<30 is 1)• Vz = 47 x 1 x 1.2 x 1 = 56.4 m/s

Materials used

Material Unight weight in kN/Steel 78.50Plain concrete 24.00Reinforced Concrete 25.00Soil 18.00Water 10.00

Construction details1. Columns M:35,M:40,M:45,M:50 and steel: Fe500

2. Beams and slabs M:25/M:30/M:35 and steel Fe 500

3. External wall 200mm thick, density=800 kg/m^3

4. Internal walls 100/200 mm thick, Density=800 kg/m^3

5. Floor to floor height Different in different buildings

AGGREGATE SIZE: 20mm and down size, mechanically crushedSTEEL REINFORCEMENT : Fe 500STRUCTURE STEEL: 350MPa

Finally T.C.G will look like…

THANK YOU