BlogFor BusinessTalk to a counsellor
CoursesIIT ProgramsPlacementsLog in
BlogFor Business
Talk to a counsellor
Challenge

Project 1

SSouvik Kundu3 Feb 2023
DESIGN
  1. Design a multi-storey Residential Building located in Bangalore using STAAD Pro Connect Edition. The specification must be as follows:

Building floors

G + 6 + R

Plan dimension

B = 25m , L = 16m

Storey Height

h = 3.5m

Soil

Hard soil

Use

Residential Purpose

Safe Bearing Capacity

180 kN/m2

Maximum slab thickness

150mm

Assume suitable sections for structural elements. Follow IS456, IS1893 and IS 875

  1. Prepare a Design Basis Report for the project
  2. Create structural model using STAAD Pro Connect Edition
  3. Prepare DL, LL, WL and EQL load calculations as per IS 875 standards
  4. Design slab element using MS – Excel
  5. Design beam and column element using STAAD RCDC. Attach the design calculation report.
  6. Design Foundations using STAAD Foundation.
  7. Prepare bar bending schedule for beam and column using STAAD RCDC
  8. Attach necessary sketches and drawings wherever required.
  9. All stipulations, assumptions and design parameter must adhere to Indian Standards.


Project Name:-

CONSTRUCTION OF MULTI STORAY RESENDETIAL BUILDING, LOCATED AT BANGLORE

DESIGN BASIS REPORT (DBR)

DATE:-23.01.2023 REV………

SPECIFICATIONS FOR CIVIL WORKS

CONTENTS

SL NO

SECTION

CLAUSE NO

DESCRIPTION

PAGE NO

1

I

GENERAL

1

INTRODUCTION

3

2

CODES & STANDARDS

3

3

SCOPE OF CIVIL & STRUCTURAL WORKS

3

2

II

SPECIFIC DESIGN REQUIREMENTS

1

SOIL CHARACTERISTICS

4

2

REFERENCES,CODES & STANDARDS

4

3

LOADS & LOAD COMBINATION

4-6

4

DESIGN METHODOLOGY

6

5

DESIGN CONCEPT

6-8

6

GENERAL REQUIREMENTS

8-11

7

IS CODES & REFERENCES

11-13

DATE:-23.01.2023 REV………

SECTION-I

GENERAL

  • INTRODUCTION

This specification is intended to cover general specification required for design of G+6+R residential building.

2.0 CODES AND STANDARDS

Refer Annexure-I for the list of codes and other relevant documents which shall be used for the design of foundations, substructure and superstructure.

The current applicable codes along with amendments, if any, shall be followed.

3.0 SCOPE OF CIVIL & STRUCTURAL WORK

The design, structural and architectural works for preparation of drawings shall be based on detailed survey and geotechnical investigation report provided by client or any agency appointed by the client.

SECTION-II

SPECIFIC DESIGN REQUIREMENTS

  • SOIL CHARACTERISTICS

Preliminary detailed geotechnical investigation shall be carried out at site by Owner.

After receipt of final soil investigation report, decision about the type of foundations shall

be adopted.

  • Ground Water Table

Ground water table varies between……m and……m from existing ground level as per the detailed soil investigation report prepared by client as on date …………...The design of foundations and earth structures have been designed accordingly.

  • REFERENCES, CODES AND STANDARDS

The structural design shall be developed on the basis of the current standard as on date-23.01.2023 and documents as mentioned in Annexure-I.

  • LOADS AND LOAD COMBINATIONS

Structures will be designed for the most critical combinations of dead load, imposed load, wind load, seismic load, which can occur during the design life of the structure.

  • Seismic Load

The project site at “BANGLORE” lies in zone -3 as defined in IS 1893 PART-1,2016

Zone factor shall be taken as 0.16.

  • Wind Load

G+6+R residential building structures shall be designed for wind forces in accordance with IS 875 part-3 and as specified in this document.

The evaluation of the design wind speed and pressures will be made on the basis of the following parameters.

Basic wind speed at 10m above ground Vb = 33 m/sec

Transverse wind load (Ft)= Pz * A1 * G * Cd

Pz shall consider 463.70 N/mm2 for plain terrain and shall consider 190.50 for terrain with obstruction. Gust factor (G) shall consider as 2.0 and Drug coefficient Cd shall consider as 1.1 for d/b≥10. A1 is consider as per the area of structure shown in elevation including the floor system and railing, less area of perforation in hand railing or parapet walls shall considered.

Longitudinal wind load (Lt) shall consider as 25% of transverse wind load.

Upward & Downward Vertical wind load (Fv)= Pz * A3 * G * Cl

Pz shall consider 463.70 N/mm2 for plain terrain and shall consider 190.50 for terrain with obstruction. Gust factor (G) shall consider as 2.0 and Lift co-efficient Cl shall consider as 0.75. A1 is consider as per the area of structure shown in elevation including the floor system and railing, less area of perforation in hand railing or parapet walls shall considered.

  • Dead Loads

Dead load consists of the weight of the structure complete with beam, column, footing, slab, brick wall, partition wall, overhead tanks etc. The following unit weights of material shall be considered for computation of dead load. Loads given in IS: 875 (part-I) shall be made use of for material not listed below.

Materials : Unit weight

Plain cement concrete : 2.40 t/m3

Reinforced cement concrete : 2.50 t/m3

Structural steel : 7.85 t/m3

Cement plaster : 2.10 t/m3

Earth (compacted) : 2.00 t/m3

  • Imposed Loads/ Live Loads

The imposed loads are produced by live loads, for that as per IS 875 part-2 live load taken as 1.5 Kn/m^2 for accessible roof.

3.5 Basic Load Cases

The following basic load cases shall be considered for the analysis :

a)

Dead load

:

DL

d)

Live load

:

LL

h)

Wind load

:

WL

i)

Seismic load

:

SL

Load Combinations

The road shall be designed for worst combination of forces such as bending moment, axial force, shear force and torsion. Permissible stresses for different load combinations shall be taken as per IS-875 (part V) and other relevant IS codes.

4.0 DESIGN METHODOLOGY

All structures will be analysed as framed structure using `STAAD PRO’.

5.0 DESIGN CONCEPTS

The design life for the structure is considered as 100 years.

Wind and seismic forces shall not be considered to act simultaneously.

For design of all foundations, ground water table shall be considered at the Finished Ground Level or as per the final Detailed Geo-technological Report received.

5.1 Reinforced Concrete Structures

  1. a)All designs of RCC structures shall be carried out by limit state method as per IS-456 unless use of working stress method is mandatory as per design practice. Design strength of materials and design loads shall be calculated using appropriate partial safety factors over characteristic strength and characteristic loads as per IS-456.

The following minimum grades of concrete as per IS-456 shall generally be used for the type of structures noted against each grade.

Grade M10

:

P.C.C. works bellow foundation.

Grade M30

:

RCC work for structures including foundations/sub-structure, super-structure, underground basement structures etc.
  1. b) Reinforcing bars will be HYSD bars of grade Fe500 conforming to IS-1786 and for dowel bars at expansion joint ,Mild Steel bars conforming to IS-432 (Grade-I).
  2. c) The design of R.C. Structures shall be carried out by limit state or working stress method as per the provisions of IS-456.

5.2 Foundation Design

The design of foundation shall be carried out by Limit State or Working Stress method as per the provisions of IS-456: 2000 and on the basis of soil investigation report.

Structural concrete for foundation work shall be M-30, unless a higher grade is specified.

Type of Foundation to be adopted shall be on the basis of recommendation of Report duly approved by Owner/ Consultant.

5.3 Allowable Settlement:

The total permissible settlement and differential settlement of the foundation will be governed by IS: 1904, IS: 13063 and from functional requirement whichever is more stringent.

Maximum allowable total settlement should be restricted to 40mm for all

Foundations.

For open foundation, the permissible settlement and differential settlement shall be governed by IS:1904 and based on Geotechnical report. However the settlement shall be restricted to a lower value, if necessary as per system requirement.

6.0 GENERAL REQUIREMENTS

6.1 Minimum Thickness of Structural Elements:

The following minimum thickness shall be followed:

RCC Slab 150 mm

6.2 Minimum Cover

The minimum concrete clear cover to Reinforcement bars in all RCC structures shall be as per IS:3370 (Part-II) and as per Fig. 1 of Table 16 & 16A of IS 456.

However, clear cover to main reinforcement shall be as mentioned below but shall not be less than the dia. of such reinforcement (unless otherwise stated)

a)

Footing

:

50mm

b)

Pedestals

:

40mm

c)

Beams

:

25mm

d)

Column

:

40 mm

f)

Slab

:

15 mm

g)

Below ground

:

50 mm

h)

Above ground

:

40 mm 50 mm

6.3 Minimum Reinforcement and Spacing:

Minimum diameter of main and distribution Reinforcement bars in different structural elements shall be as follows:

Sl. No.

Structural Element

Main Reinforcement

Distribution Reinforcement/Anchor Bars

a)

Foundation

12mm

12 mm

b)

Beams

12 mm

10 mm

c)

Columns

12 mm

-

d)

Slab

8 mm

8 mm

Spacing of reinforcement bars in slab is min horizontal distance between two parallel main bars shall not be less than-the dia of larger bar or 5 mm more than the nominal maximum size of course aggregate used in concrete. And the vertical distance between two layers of main bars shall be more than 15mm or 2/3 rd the nominal maximum size of aggregate or max size of bar.

6.4 Ground floor slab-on-grade

Ground floor slab-on-grade shall be minimum M-30 grade RCC construction laid over minimum 100 mm thick lean concrete. Minimum 250 mm thick boulder soling with interstices filled with sand shall be provided as sub-base below lean concrete. The sub-base shall be laid over rammed and well-compacted earthfill or hydraulically compacted sand fill as specified elsewhere in this specification.

6.5 Foundation and underground structures:

Type of foundation system, i.e, pile foundation or isolated, strip/raft foundations shall decide based on loading arrangement, load intensity and soil strata. Design of foundation at various levels shall be dependent upon the soil bearing capacity at that level, which in turn shall be as per recommendation of soil investigation report. All foundations will be designed in accordance with relevant parts of IS: 2974 and IS: 456 as per limit state method of design. Raft foundation will be designed as per IS: 2950. All water retaining structure (U/G or superstructure) shall be designed as per IS: 3370 (uncracked condition).

  • Increase in Stresses

Safe bearing capacity of the pile/soil will be increased by 50% under seismic and 25% under wind loading condition. In working stress design, the allowable stresses in concrete and reinforcement steel under wind (As per IS: 875-1987), part-3 or seismic in combination with other loads shall be increased by 33%.

6.7 Limiting deflection

  1. a) The final deflection due to all loads including the effect of temperature, creep and shrinkage and measured from the as-cast level of the supports of roofs, floors, and all other horizontal members, should not normally exceed span/250 in accordance with IS:456-2000(clause-23.2).
  2. b) In addition, the following limitations in deflection shall be observed in design.

6.8 Maximum Vertical Deflection

The vertical deflection limits may generally be assumed to be satisfied provided that the

span to depth ratios are not grater than the values obtained in bellow.

Basic values of span to effective depth ratios for span up to 10 m-

  1. i) Continuous slab: l/d=20

ANNEXURE – I

IS CODES AND REFERENCES (LATEST)

REINFORCED CEMENT CONCRETE (R.C.C)

IS:269

:

Ordinary and low heat Portland Cement

IS:363

:

Coarse and fine aggregate from natural sources for concrete

IS:432

:

Mild Steel and Medium Tensile Steel Bars and hard drawn steel wire for concrete reinforcement

IS:455

:

Portland slag cement

IS:456

:

Code of Practice for plain and reinforced concrete

IS:460

:

Test Sieves (all parts)

IS:516

:

Methods of test for strength of concrete

IS:1199

:

Methods of sampling and analysis of concrete reinforcement

IS:1489

:

Portland Pozzolana Cement

IS:1566

:

Hard drawn stell wire fabric for concrete

IS:1786

:

Specification for high strength deformed steel bars and wires for concrete reinforcement.

IS:1834

:

Hot Applied Sealing Compound for joints in concrete

IS:2386

:

Methods of test for aggregates for concrete (all parts)

IS: 2502

:

Code of practice for bending and fixing of bars for concrete reinforcement

IS:3370

:

Code of practice for concrete structures for the storage of liquids.

IS:3414

:

Code of practice for design and installation of joints in buildings

IS:4948

:

Welded Steel Wire Fabrics for general use

IS:6452

:

High Alumina Cement for structural use

IS:7320

:

Concrete slump test apparatus

IS:7861

:

Code of practice for extreme weather concreting (all parts)

IS:8041

:

Rapid hardening Portland Cement

IS:8043

:

Hydrophobic Portland Cement

IS:8112

:

High Strength ordinary Portland Cement

IS : 10262

:

Recommendation guidelines for concrete mix design

IS : 12269

:

53 Grade ordinary Portland Cement

FOUNDATIONS

IS : 1904

:

Code of Practice for design and construction of foundations in soils general requirement

IS : 2950

:

Code of Practice for design and construction of raft foundations

IS : 2974

:

Code of Practice for design and construction of Machine Foundation

IS : 2911

:

Code of practice for design and construction of pile foundations.

IS : 1080

:

Code of Practice for design and construction of shallow foundations on soils (other than raft, ring and shell)

IS : 8009

:

Code of Practice for calculation of settlement of foundations (All parts)

IS: 6403

:

Code of Practice for determination of bearing capacity of shallow foundation

IS:11089

:

Code of Practice for design and construction of ring foundation

LOADING

IS:875

:

Code of Practice for structural safety of buildings

SOIL ENGINEERING

IS: 1498

:

Classsfication and identification of soils for general engineering purposes

IS: 1892

:

Code of practice for sub-surface investigation for foundations

IS: 2131

:

Method for standard penetration test for soils

IS: 2720

:

Methods of test for soils (all parts)

EARTHQUAKE RESISTANT DESIGN

IS : 1893

:

Criteria for earthquake resistant design of structures.

IS: 4326

:

Code of practice for earthquake resistant design and construction of buildings

IS : 13920

:

Code of Practice for ductile detailing of reinforced concrete structures subjected to seismic forces.

WATER SUPPLY, DRAINAGE AND SEWERAGE

IS: 458

:

Concrete pipes

IS:1172

:

Code of basic requirements for water supply, drainage and sanitation

IS:1742

:

Code of practice for building drainage

IS:2527

:

Code of practice for fixing rain water, gutters and down pipes for roof drainage

STRUCTURAL STEEL WORK

IS:800

:

Code of practice for general construction in steel

SAFETY

IS : 3764

:

Safety code for excavation work

IS : 4014

:

Safety regulations for scaffolding work

IS : 4081

:

Safety code for drilling and blasting operations

IS : 4138

:

Safety code for drilling and blasting operations

STEEL BARS

IS: 1786

:

Code for high yeld strength deformed bars.

IS :432

:

Code for mild steel bars.

SLAB DESIGN

Span shorter direction

ly

5

m

Bar dia in shorter direction

φ

12

mm

Span longer direction

lx

5

m

Bar dia in longer direction

φ

12

mm

Live load on the slab

LL

3

Kn/m^2

Compressive strength of concrete

fck

40

N/mm^2

Yield strength of steel

fy

415

N/mm^2

Unit weight of concrete

25

Kn/m^3

Unit weight of floor finish

22

Kn/m^3

Clear cover

25

mm

Bearing of slab

B

250

mm

Span to effective depth ratio

l/d

32

***For continious slab l/d multiplied by 0.8

Minimum effective depth

d

156.25

mm

Overall depth (required)

D

187.25

mm

Overall depth (provided)

D

200

mm

Effective depth provided

d

169

mm

Loading on the slab

Dead load on the slab

DL

5

Kn/m^2

Super imposed dead load

SIDL

4

Kn/m^2

Live load

LL

3

Kn/m^2

Total load on the slab

12

Kn/m^2

Factored load

18

Kn/m^2

Check for slab classification

Effective span (Actual span+ Effective depth)

lx

5.169

m

Effective span (Actual span+ Effective depth)

ly

5.169

m

ly/lx

1

TWO WAY SLAB

Calculation of bending moment (Table 26 & 27) of IS 456-2000

Two adjusent edges are discontinious

ly/lx

1

Negetive moment at continious edges top

αx

αy

0.047

0.047

Negetive moment at continious edges bottom

αx

αy

0.035

0.035

ly/lx

1

Negetive moment at continious edges top

αx

αy

0.053

0.047

Negetive moment at continious edges bottom

αx

αy

0.04

0.035

For negetive bending moment at top

Mx=αx*w*lx^2

22.6039

Kn-m/m

My=αy*w*ly^2

22.6039

Kn-m/m

Mx=αx*w*lx^2

16.83269

Kn-m/m

My=αx*w*ly^2

16.83269

Kn-m/m

Shear force

V

46.521

Kn/m

Check for effective depth

Mulim= 0.138*fck*b*d^2

d

63.99148

mm

SAFE

Check for shear force

tao c max

4

N/mm^2

Assume

tao c

0.3

For M 40 grade (Table-19)

K

1.2

Clause-40.2.1.1

tao c *K

0.36

N/mm^2

tao v

0.275272

N/mm^2

SAFE

SAFE

Determine the area of steel

A

3.745894

B

61017.45

C

22603903

Corresponding to negetive moment at top

Ast

379.2811

mm^2

A

3.745894

B

61017.45

C

16832693

Corresponding to negetive moment at bottom

Ast

280.7041

mm^2

Determination of distribution steel

Ast,min

202.8

mm^2

Spacing of main reinforcement at top

Aφ

113.04

mm^2

Spacing

298.0375

mm

So provide 12 mm dia bar of 250 c/c at top

Spacing of main reinforcement at bottom

Aφ

113.04

Spacing

402.7016

mm

So provide 12 mm dia bar of 300 c/c at bottom
Your portfolio, next

Ship work like this
in your own course.

Talk to a career counsellor

Free 20-minute call. We'll map the right course to where you want to work.

By submitting you agree to our Terms and Privacy Policy.