hostel building design

PLANNING, ANALYSIS, DESIGN OF ONE STORES SCHOOL BUILDING

1. INTRODUCTION 1-4

1.1 GENERAL 1

1.2 PRACTICAL CONSIDERATIONS 1

1.3 PLANNING CONSIDERATIONS 1

1.4 SPECIFICATIONS 2

1.4.1 FOOTING 2

1.4.2 DAMP PROOF COARSE 2

1.4.3 PLINTH 2

1.4.4 FRAMES 2

1.4.5 SUPER STRUCTURE 3

1.4.6 ROOF 3

1.4.7 FLOORING 3

1.4.8 PLASTERING 3

1.4.9 DOORS AND WINDOWS 3

1.4.10 STAIRCASE 4

1.4.11 WHITE WASHING ,COLOUR

WASHING AND PAINTING4

2. METHODOLOGY 5

1

3. ANALYSIS 6-12

3.1 INTRODUCTION 6

3.2 ANALYSIS 8

4. DESIGN 13-35

4.1 INTRODUCTION 13

4.1.1 DESIGN OF SLABS 14

4.2.DESIGN OF BEAMS 22

4.3 DESIGN OF COLUMNS 24

4.4 DESIGN OF FOOTING 30

4.5 DESIGN OF STAIRCASE 33

5. REINFORCEMENT DETAILS 36

6. PLANS 39

7. CONCLUSION 44

8. REFERENCE 46

2

ABSTRACT

The primary objective of this project is to gain sufficient knowledge

inplanning, analysis, and design of school building in karimnagar.

Our project deals with the plan and design of a school building. It is a

reinforced concrete framed structure consisting of G +1 with adequate facilities.

IS 456:2000 codes is the basic code for general construction in concrete

structures, hence all the structural members are designed using limit state method in

accordance with the IS 456:2000 code and design aids.

The planning of any building in India will be recognized by National Building

Code (NBC), hence the building is planned in accordance with the National Building

Code of India.

The building includes the following:

1. Principal room

2. Visitors room

3. Class rooms

4. Bath rooms

5. Student library rooms…ets..

The School building has proper ventilation, it is provided with sufficient

doors, windows. Water supply and electrification are also provided.

The ceiling height is provided as 3m, for assembly buildings as mentioned

Building Code (NBC) is using software STAADPROV8i

3

LIST OF SYMBOLS

SYMBOL DESCRIPTION

D Effective depth in mm

D Overall depth in mm

ly Longer span length

lx Shorter span length

W Factored load

αx Bending moment coefficient along shorter direction

αy Bending moment coefficient along longer direction

dreq Depth required

Mu Bending moment

Mulim Ultimate moment

Ast Area of steel in tension

Asc Area of steel in compression

fy Grade of steel

fck Grade of concrete

Xu Depth of neutral axis

B Breadth

Ast(req) Reinforcement required

Ast(pro) Reinforcement provided

4

P Percentage of steel

Φ Diameter of bar used

Peq Equivalent load

τv Nominal shear stress

Τc Shear capacity of concrete

D.L Dead load

L.L Live load

Lx Effective length in shorter span

Ly Effective length in longer span

Sv Spacing of stirrups

V Shear force

Vu Design Shear force

Pu Ultimate axial load

Ag Gross sectional area of column

5

CHAPTER-1

INTRODUCTION

1.1 General

The main objective of our project is to know the various design aspects

like planning, analysis and design etc. We have planned to design a school

building consisting of one floors (G+1).The planning is done as per the

requirements and regulations given by the National Building Code (NBC)

using staadprovi8 software.

1.2 Practical considerations

Besides all the fundamentals of planning discussed, following practical

points should be additionally considered:

1) The elements of the building should be strong and capable to withstand

the likely adverse effects of natural agencies.

2) Strength,stability, convenience and comfort of the occupants should be

the first consideration in planning.

3) Elevation should be simple but attractive. The number of doors and

windows provided should be less for a school building.

4) The provisions of built in furniture at proper places are useful from the

point of view of utility.

5) Since the plan is for a school building, the locker rooms must be

secured with thicker walls than usual.

1.3 Planning considerations

6

The plan and detailing was drawn using &Design STaADPROVi8. The

proposed area of the school is 8000 sq.m. The shape of the building is

rectangular in plan. The building consists of ground floor, first floor. The

parking space is provided around the building.The floor height of the building

is 3m.The height of the parapet wall is 1m.The staircase is provided with

enough safe.

Area of each floor is given below

Ground floor = 2000sqm

First floor = 2000sqm

Total area =8000sqm

7

1.4 Specifications

1.4.1 Footing

Earth work excavation for foundation is proposed to a depth of

1.50m.below the ground level. For design, the safe bearing capacity of soil is

assumed as 200KN/m2.Isolated footings are provided with a concrete grade of

M20. The maximum axial load 2210KN as arrived from analysis result is

taken for the design of the footing.

1.4.2 Damp proof coarse

The damp proof course is to be provided around the plinth level using

C.M 1:3 with a thickness of 20mm. The column below the ground level are

also provided with damp proof course of C.M 1:3

11

1.4.3 Plinth

The plinth beam will be at a level of 0.5m above the ground level. M20

grade of concrete is used and Fe415 steel was used for plinth design.

1.4.4 Frames

All the R.C.C. structural components are designed using M20 grade

steel. Each member is designed separately for its loading condition

And its location as per the IS 456:2000 and SP 16 codes. The dimension of

slab, beam, column and footing are designed according to the IS 456:2000

code. The column is designed as per the design principles given in SP-16 and

the axial load was taken from the analysis results.

1.4.5 Super Structure

The super structure is proposed in CM.1:6 using second class brick

work. Brick partition walls of 110mm thick are also proposed using the C.M

1:4 with a width of 300mm as a safety measure.

1.4.6 Roof

R.C.C Roof in M20 concrete is to be laid. A layer of weathering coarse

using brick jelly lime mortar is to be used. Considering the future expansion

of the structure, the roof slab is also designed as same as that of the floor

slabs.

1.4.7Flooring

In each floor, all the rooms are to be provided with P.C.C. 1:5:10 as

flooring base. The floors of entrance, toilet floors, staircase and entire flat are

to be finished with granite tiles over the P.C.C. 1:2:4 flooring.

12

1.4.8Plastering

All walls and structural members including the basement will be

plastered smooth with C.M. 1:5 externally and internally, using 12mm thick

plastering mortar.

1.4.9 Doors and windows

The main door will be of steel having a sliding shutter. The other doors

inside the bank are to be provided with aluminum panel. The windows are to

be provided with steel and glazing is provided to supply a good light from

outside.

1.4.10 Staircase

The stair will be of M20 grade concrete and Fe415 steel with a rise of

150mm and tread of 300mm. The staircase is designed as spanning parallel to

landing slab referring to IS 456-2000.

1.4.11 White washing, Color washing, Painting

All the inner walls are to be finished with a first coat of white cement

wash and then coloring as required. All the joiners and iron works are to be

finished with two coats of synthetic enamel paint. The toilet walls are to be

provided with mat finishing.

2.1 OPEN TYPE This

hostel is planned as 8shape. Rooms of each wing of blocks are aligned in a inclined

line. They shall be generally opened to verandah in front of them. Thus the

orientation of all rooms is same and they shall be subjected to same advantages and

disadvantages.13

2.1.1 MERITS:

1. Their construction is very simple practically no skill.

2. All the rooms shall be receiving almost the same amount of wind and sun

at a time and hence no preference exists for some rooms over the other.

2.1.2 DEMERITS:

1. they are monotonous practically with no engineering skills.

2. Invariably they of open type and hence locking the hostel at a common

entrance and security for inmates are less in case of any trouble.

2.2 REQUIREMENTS OF HOSTEL

Study bed:

Recommended 6.7 to 7.0 sqm for single study bed

5.6 to 6.0 sqm for triple study bed

Prevalent 0.6 to 9.3 sqm for single study bed

Area of Dining Hall:

Recommended 0.74 sqm per diner for self service

1.12 sqm per diner for self service

Prevalent 1.30 sqm per diner

Kitchen:

Recommended 0.40 sqm per up to 400 diners

0.50 sqm per diner up to 200 diners

Prevalent 0.35 sqm per diner

On an average 16.25 sqm per student is considered adequate for total floor

area of the hostel compared to 18.6 sqm per student according to the prevalent

norms.

The floor area other ancillary accommodation in the hostel may be taken as;

Floor area per student in single seated room 10.00sqm

Floor area per student in 3or4 seated rooms 7.75sqm

Common and reading room per student 0.50sqm

14

Dining hall per student 0.70sqm

Kitchen per student 0.60sqm

Separate bath, w/c and urinal - one bath and one w/c per 8 students and one

urinal for 16 students.

Verandah, passage, stairs etc., – 20% to 30%of the plinth area

Space occupied by the walls - 15% to 20%of the plinth area

If the rooms are not single seated separated, study room

May be provided for 25% students at 2.4 sqm per student i.e., at the rate of 0.6

sqm per student for the whole.

The plinth area of hostel per student may range between 20 to 24sqm.

The height of the hostel should not be less than 3.3m. One built – in ward robe

should be provide for student. There should be 2.5m wide verandah in front of the

rooms. All the rooms should be well lighted and ventilated. Windows and ventilators

should be provided.

2.3 ASPECTS

Hostels are domestic buildings in continuous occupation for all seasons of the

year the aspect given to various rooms should follow the normal domestic

allocations. Living rooms and bed sitting rooms should have the positions receiving

from sun light even during the winter months. Less good aspect given to kitchen

although pleasant working conditions should be achieved.

Recreation room may be given the sunny aspect being mainly used during the

wet weather or in the evening. When hostels are provided in less crowded areas it is

desirable to include sufficient site area for garden and for games unless such

facilities are already available in the neighborhood or at all places of work to which

hostels may be attached.

2.4 VARIOUS COMPONENTS OF HOSTEL

2.4.1. Entrance:

The entrance hall will serve as a reception and waiting area. It is normal for

the purpose of control to have only one entrance. 15

2.4.2. Administrative office:

Hostels are generally run by the manager or looked after by a warden. An

office should be located in the central place. A separate room should be provided

for this purpose.

2.4.3. Visitors Room:

This is usually approached directly from the entrance hall and furnished as

normal sitting rooms. It is generally provided for receiving guest or as a room

where visitors can sit and talk privately with inmates.

2.4.4. Recreation Room:

This is usually approached directly from the entrance hall and furnished as

normal sitting rooms. It is generally provided for receiving guest or as a room

where visitors can sit and talk privately with inmates.

2.4.5. Kitchen Room:

A pleasant outlook for the staff is desirable, especially in preparation areas of

the kitchen 0.41 sqm per one diner is provided

2.4.6. Dining Room:

16

It is a place where all the students have their meals. It should be very clean,

well ventilated. The actual area for this is 146.76 sqm, 0.64 per diner is provided

in the dining hall.

2.4.7. Store:

It is for storing the materials for kitchen like rice, vegetables etc., and also for

storing cooking utensils.

2.4.8. Types OF Rooms: In this hostel,

two types of residential areas are provided.

2.4.8. A single rooms

2.4.8. B Triple rooms

2.4.8. A SINGLE ROOMS

The single rooms provide controlled privacy for its occupants with respective

all other students. It may be opened directly to a corridor, and thus provide complete

privacy. A single room should be arranged suitably, so that it is possible to study

effectively with an invited second person. In addition, the student should be able to

play the radio, phonograph, tape recorder or quiet instruments and to indulge in

reasonable recreational activity without creating acoustical problem for his

neighbors. An authority believes the single rooms are “unlikely to be really

humanity satisfactory if it is less than 120 sq. ft, i.e.., and 11.09 sqm. The furniture

should be movable, not fixed, to allow the student to organize in his own way”.

Clear area of single room=9.182 sqm.

2.4.8. B TRIPLE ROOMS

This form has been popular with some students on a small number of

composes where this arrangement has been made possible a large number of

different space arrangements. The resulting individually of the layout of the room

would appear to be a major reason for the popularity of such space, since some 17

students seems to prefer three seater instead of two seater room. The triple room,

however, tends to breed more serious inter personal problems.

In the proposed hostel all room provided are in rectangular in shape.

2.5 FRONT OPEN SPACE

Every building facing a street shall have front yard forming an integral part of

the building of the site of a minimum width of 3m and in no cases less than 1.8m.

Each site shall have a minimum frontage of 6m.On any street for the buildings

up to a height of 10m. No construction work of a building shall be under taken

within 7.5 m from the center line of any street as determined by the authority for the

individual road/ street width taking into account for the traffic flow.

2.5.1 REAR OPEN SPACE:

Every building shall have a rear yard forming integral part of the site of an

average width of 3m and at no place measuring less than 1.8m. Except in the case of

back to back site width of the rear yard shall be 3m throughout.

2.5.2 SIDE OPEN SPACE:

Every building semi-detached and detached building shall have a

permanently then air space forming integral part of the site of not less than 3m in

width on the sides.

2.6 AREA OF OPENING

For light and ventilation a clear window area in wall abutting to air space

either directly or through an open verandah or gallery should not be less than one

sixth for wet hot climate. The aggregate area of door and windows need not be

18

closed for the sake of privacy or security; total area may be provided either by doors

or windows.

Generally, the aggregate area of the ventilation is provided at the rate of

0.1sqm. For every 10 cum of space of such rooms.

Where no ventilators are provided, the windows should extend to the ceiling

and preferably for such tall windows, two sheets of shutters, one in upper half and

another in lower half should be provided. When lower shutters are closed for the

sake of privacy, the upper half remaining open would facilitate ventilation.

The sill of the window shall not be kept less than 0.75 above the floor.

2.7 SUNSHADES OVER WINDOWS AND VENTILATORS:

Projection of sunshades over windows or ventilators when permitted by the

authority shall fulfill the following conditions.

Sunshade shall not be permitted over the road or over any drain or over any

portion outside the boundaries of the site below a height of 2.8m from the road level.

Sunshades provided above a height of 2.8m from ground level shall be

permitted to project up to maximum width of 60cm.

19

CHAPTER – 2

METHODOLOGY

NBC

20

Planning

Drawing

Analysis

Designing

Collection of data

NBC

AUTOCAD

BENDING MOMENTSHEAR FORCESTAADPROVi8 Software

STAADPROVi8 Software

CHAPTER-3

ANALYSIS

3.1 INTRODUCTION

Structural analysis is the application of solid mechanics to predict the

response (in terms of force and displacements) of a given structure (existing or

proposed) subjected to specified loads.

Based on degree of indeterminacy the structure will be classified as

i. Determinate structure

ii. Indeterminate structure

The determinate structure can be completely analyzed by using equilibrium

equation. I.e.M =0;V=0; & H=0.

Example: simply supported beam, cantilever beam, overhanging beam.

In the indeterminate structure, can’t be complete analyzed by equilibrium

equations.

Example: Fixed beam, continuous beam, and propped cantilever beam.

Moment Area method:

This method is used for analyzing cantilever and fixed beam.

Theorem of three moment equation:

It is more suitable for continuous beam.

Moment distribution method:

It is the iterative technique.

Slope- deflection method:

21

When the beam has more than four spans then the calculation is difficult.

Stiffness method:

Force and displacements play on important role in the structural

analysis. In this method the force is measured to produce a unit displacement.

Flexibility method:

It is the inverse of stiffness. It is defined as the measure of displacement

caused by the unit load. The moment distribution method for the analysis of

beam is adopted in this project.

****************************************************

* *

* STAAD.Pro*

* Version 2007 Build 04 *

* Proprietary Program of *

* Research Engineers, Intl. *

* Date= JAN 24, 2014 *

* Time= 17:35:41 *

* *

* USER ID: *

****************************************************

377. YRANGE 0 12 FLOAD -6 GY

378. PERFORM ANALYSIS PRINT ALL

22

Software licensed to

Part

Ref

By Date Chd

File Date/Time

1

24-Jan-14

schh.std 24-Jan-2014 17:35

2#12 @ 31.00 0.00 To 5000.00

4#10 @ 420.00 0.00 To 3333.33 4#10 @ 420.00 3333.33 To 5000.00

17 # 8 c/c 140.00 17 # 8 c/c 140.00

at 0.000 at 2499.999 at 4999.999

Design Load

Mz(Kn Met) Diste t Load

20.600000 2.500000 1

-38.230000 0.000000 1

-35.810001 5.000000 1

26

Design Parameter

Fy(Mpa) 415.000000

Fc(Mpa) 30.000000

Depth(m) 0.450000

Width(m) 0.230000

Length(m) 5.000000

STAAD.Pro Query Concrete Design

Beam no. 1102

Design Code: IS-456

Print Time/Date: 24/01/2014 18:19 STAAD.Pro for Windows 20.07.04.12

Print Run 1 of 1

CHAPTER-4

DESIGN

Introduction

Proper nomenclature of floors and storey’s and also unified and improved

methods of designating the structural members eliminate the possible confusion and

27

led to less efforts and saving in time in the preparation of design calculation and

drawings.

There are two main methods to design the structural members, they are

working stress method and limit state method. Here, we adopt the limit state method

for designing all the structural members involved, in our project. The structures are

designed to its elastic limit in the working stress method, whereas in the limit state

method of design, the structural members are designed up to its plastic limits.

Both the methods are having the safety value. But, the most economical

method is the limits state method, which is adopted in every constructional design

nowadays. Hence we planned to go for the limit state method of design. For our

project work we took only for important structural members to design they are slab,

beam, column and footing. The slab is designed by assuming it as simply supported

with four edges discontinuous, for easier design calculation.

The beam is designed by knowing its span and its location (inner and outer).

The beam has to carry the self-weight of slab and live load of 4KN on its self-weight

also. The live load on each beam will be calculated separately by considering the

load transmission diagram. In some beams where the wall is constructed above it,

the self-weight of wall has to be added.The column and footing design are made by

knowing the maximum axial load on each column. The column alone is designed by

following the SP – 16 codes.

28

4.1 &BEAM DESIGN USING STAADPROi8

381. DESIGN BEAM 1 TO 161 342 TO 502 593 TO 753 844 TO 1004 1095 TO

1255

STAAD SPACE -- PAGE NO. 882

============================================================

================

B E A M N O. 1 D E S I G N R E S U L T S

M20 Fe415 (Main) Fe415 (Sec.)

29

LENGTH: 5000.0 mm SIZE: 230.0 mm X 450.0 mm COVER: 25.0 mm

SUMMARY OF REINF. AREA (Sq.mm)

----------------------------------------------------------------------------

SECTION 0.0 mm 1250.0 mm 2500.0 mm 3750.0 mm 5000.0 mm

----------------------------------------------------------------------------

TOP 247.68 0.00 0.00 0.00 259.49

REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)

BOTTOM 0.00 197.38 197.38 197.38 0.00


----------------------------------------------------------------------------

SUMMARY OF PROVIDED REINF. AREA

----------------------------------------------------------------------------


----------------------------------------------------------------------------

TOP 4-10í 2-10í 2-10í2-10í 4-10í

REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)

BOTTOM 2-12í 2-12í2-12í2-12í2-12í


SHEAR 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í

REINF. @ 140 mm c/c @ 140 mm c/c @ 140 mm c/c @ 140 mm c/c @ 140 mm

c/c

----------------------------------------------------------------------------

30

SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM

FACE OF THE SUPPORT

SHEAR DESIGN RESULTS AT 715.0 mm AWAY FROM START SUPPORT

VY = 31.51 MX = -0.29 LD= 1

Provide 2 Legged 8í @ 140 mm c/c

SHEAR DESIGN RESULTS AT 715.0 mm AWAY FROM END SUPPORT

VY = -32.09 MX = -0.29 LD= 1


============================================================

================

============================================================

================






----------------------------------------------------------------------------


----------------------------------------------------------------------------31

TOP 254.36 0.00 0.00 0.00 254.51


BOTTOM 0.00 197.38 197.38 197.38 0.00


----------------------------------------------------------------------------


----------------------------------------------------------------------------


----------------------------------------------------------------------------

TOP 4-10í 2-10í 2-10í2-10í 4-10í


BOTTOM 2-12í 2-12í2-12í2-12í2-12í




c/c

----------------------------------------------------------------------------


FACE OF THE SUPPORT


VY = 31.84 MX = 0.00 LD= 1


SHEAR DESIGN RESULTS AT 715.0 mm AWAY FROM END SUPPORT32

VY = -31.76 MX = 0.00 LD= 1


============================================================

================

============================================================

================





----------------------------------------------------------------------------


----------------------------------------------------------------------------

TOP 254.25 0.00 0.00 0.00 254.46


BOTTOM 0.00 197.38 197.38 197.38 0.00


----------------------------------------------------------------------------


33


----------------------------------------------------------------------------


----------------------------------------------------------------------------

TOP 4-10í 2-10í 2-10í2-10í 4-10í


BOTTOM 2-12í 2-12í2-12í2-12í2-12í




c/c

----------------------------------------------------------------------------


FACE OF THE SUPPORT


VY = 31.84 MX = 0.00 LD= 1



VY = -31.76 MX = 0.00 LD= 1


============================================================

================

34

============================================================

================





----------------------------------------------------------------------------


----------------------------------------------------------------------------

TOP 254.34 0.00 0.00 0.00 254.39


BOTTOM 0.00 197.38 197.38 197.38 0.00


----------------------------------------------------------------------------


----------------------------------------------------------------------------


----------------------------------------------------------------------------

TOP 4-10í 2-10í 2-10í2-10í 4-10í


BOTTOM 2-12í 2-12í2-12í2-12í2-12í


35



c/c

----------------------------------------------------------------------------



FACE OF THE SUPPORT


VY = 31.84 MX = 0.00 LD= 1



VY = -31.76 MX = 0.00 LD= 1


============================================================

================

============================================================

================



LENGTH: 5000.0 mm SIZE: 230.0 mm X 450.0 mm COVER: 25.0 mm36


----------------------------------------------------------------------------


----------------------------------------------------------------------------

TOP 254.37 0.00 0.00 0.00 254.37


BOTTOM 0.00 197.38 197.38 197.38 0.00


----------------------------------------------------------------------------


----------------------------------------------------------------------------


----------------------------------------------------------------------------

TOP 4-10í 2-10í 2-10í2-10í 4-10í


BOTTOM 2-12í 2-12í2-12í2-12í2-12í




c/c

----------------------------------------------------------------------------


FACE OF THE SUPPORT37


VY = 31.84 MX = 0.00 LD= 1



VY = -31.76 MX = 0.00 LD= 1


============================================================

================


============================================================

================





----------------------------------------------------------------------------


----------------------------------------------------------------------------

TOP 254.39 0.00 0.00 0.00 254.34

REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)38

BOTTOM 0.00 197.38 197.38 197.38 0.00


----------------------------------------------------------------------------


----------------------------------------------------------------------------


----------------------------------------------------------------------------

TOP 4-10í 2-10í 2-10í2-10í 4-10í


BOTTOM 2-12í 2-12í2-12í2-12í2-12í




c/c

----------------------------------------------------------------------------


FACE OF THE SUPPORT


VY = 31.84 MX = 0.00 LD= 1



VY = -31.76 MX = 0.00 LD= 1

Provide 2 Legged 8í @ 140 mm c/c39

============================================================

================

============================================================

================






----------------------------------------------------------------------------


----------------------------------------------------------------------------

TOP 254.46 0.00 0.00 0.00 254.25


BOTTOM 0.00 197.38 197.38 197.38 0.00


----------------------------------------------------------------------------


----------------------------------------------------------------------------40


----------------------------------------------------------------------------

TOP 4-10í 2-10í 2-10í2-10í 4-10í


BOTTOM 2-12í 2-12í2-12í2-12í2-12í




c/c

----------------------------------------------------------------------------


FACE OF THE SUPPORT


VY = 31.85 MX = 0.00 LD= 1



VY = -31.75 MX = 0.00 LD= 1


============================================================

================

41

============================================================

================





----------------------------------------------------------------------------


----------------------------------------------------------------------------

TOP 254.51 0.00 0.00 0.00 254.36


BOTTOM 0.00 197.38 197.38 197.38 0.00


----------------------------------------------------------------------------



----------------------------------------------------------------------------


----------------------------------------------------------------------------

TOP 4-10í 2-10í 2-10í2-10í 4-10í


BOTTOM 2-12í 2-12í2-12í2-12í2-12í42




c/c

----------------------------------------------------------------------------


FACE OF THE SUPPORT


VY = 31.85 MX = 0.00 LD= 1



VY = -31.75 MX = 0.00 LD= 1


============================================================

================

============================================================

================





----------------------------------------------------------------------------


----------------------------------------------------------------------------

TOP 259.49 0.00 0.00 0.00 247.68


BOTTOM 0.00 197.38 197.38 197.38 0.00


----------------------------------------------------------------------------


----------------------------------------------------------------------------


----------------------------------------------------------------------------

TOP 4-10í 2-10í 2-10í2-10í 4-10í


BOTTOM 2-12í 2-12í2-12í2-12í2-12í




c/c

----------------------------------------------------------------------------


44


FACE OF THE SUPPORT


VY = 32.17 MX = 0.29 LD= 1



VY = -31.43 MX = 0.29 LD= 1


============================================================

================

============================================================

================





----------------------------------------------------------------------------


----------------------------------------------------------------------------

TOP 212.08 0.00 0.00 0.00 271.69


BOTTOM 0.00 197.38 197.38 197.38 0.00


----------------------------------------------------------------------------


----------------------------------------------------------------------------


----------------------------------------------------------------------------

TOP 3-10í 2-10í 2-10í2-10í 4-10í


BOTTOM 2-12í 2-12í2-12í2-12í2-12í




c/c

----------------------------------------------------------------------------


FACE OF THE SUPPORT


VY = 32.27 MX = 0.10 LD= 1



VY = -35.44 MX = 0.10 LD= 1


============================================================

================


============================================================

================





----------------------------------------------------------------------------


----------------------------------------------------------------------------

TOP 330.06 0.00 0.00 0.00 422.68


BOTTOM 0.00 197.86 239.88 197.86 0.00


----------------------------------------------------------------------------


----------------------------------------------------------------------------47


----------------------------------------------------------------------------

TOP 3-12í 2-12í 2-12í2-12í 4-12í


BOTTOM 2-10í 3-10í 4-10í 3-10í 2-10í




c/c

----------------------------------------------------------------------------


FACE OF THE SUPPORT


VY = 49.08 MX = 0.00 LD= 1



VY = -53.69 MX = 0.00 LD= 1


============================================================

================

48

============================================================

================






----------------------------------------------------------------------------


----------------------------------------------------------------------------

TOP 329.73 0.00 0.00 0.00 422.79


BOTTOM 0.00 197.86 239.98 197.86 0.00


----------------------------------------------------------------------------


----------------------------------------------------------------------------


----------------------------------------------------------------------------

TOP 3-12í 2-12í 2-12í2-12í 4-12í


BOTTOM 2-10í 3-10í 4-10í 3-10í 2-10í49




c/c

----------------------------------------------------------------------------


FACE OF THE SUPPORT


VY = 49.07 MX = 0.00 LD= 1



VY = -53.71 MX = 0.00 LD= 1


============================================================

================

============================================================

================





----------------------------------------------------------------------------


----------------------------------------------------------------------------

TOP 329.72 0.00 0.00 0.00 422.79


BOTTOM 0.00 197.86 239.98 197.86 0.00


----------------------------------------------------------------------------



----------------------------------------------------------------------------


----------------------------------------------------------------------------

TOP 3-12í 2-12í 2-12í2-12í 4-12í


BOTTOM 2-10í 3-10í 4-10í 3-10í 2-10í




c/c

----------------------------------------------------------------------------

51


FACE OF THE SUPPORT


VY = 49.07 MX = 0.00 LD= 1



VY = -53.71 MX = 0.00 LD= 1


============================================================

================

============================================================

================





----------------------------------------------------------------------------


----------------------------------------------------------------------------

TOP 329.72 0.00 0.00 0.00 422.79


BOTTOM 0.00 197.86 239.98 197.86 0.00


----------------------------------------------------------------------------


----------------------------------------------------------------------------


----------------------------------------------------------------------------

TOP 3-12í 2-12í 2-12í2-12í 4-12í


BOTTOM 2-10í 3-10í 4-10í 3-10í 2-10í




c/c

----------------------------------------------------------------------------



FACE OF THE SUPPORT


VY = 49.07 MX = 0.00 LD= 1


SHEAR DESIGN RESULTS AT 565.0 mm AWAY FROM END SUPPORT53

VY = -53.71 MX = 0.00 LD= 1


============================================================

================

============================================================

================





----------------------------------------------------------------------------


----------------------------------------------------------------------------

TOP 329.72 0.00 0.00 0.00 422.79


BOTTOM 0.00 197.86 239.98 197.86 0.00


----------------------------------------------------------------------------


----------------------------------------------------------------------------54


----------------------------------------------------------------------------

TOP 3-12í 2-12í 2-12í2-12í 4-12í


BOTTOM 2-10í 3-10í 4-10í 3-10í 2-10í




c/c

----------------------------------------------------------------------------


FACE OF THE SUPPORT


VY = 49.07 MX = 0.00 LD= 1



VY = -53.71 MX = 0.00 LD= 1


============================================================

================


55

============================================================

================





----------------------------------------------------------------------------


----------------------------------------------------------------------------

TOP 329.72 0.00 0.00 0.00 422.79


BOTTOM 0.00 197.86 239.98 197.86 0.00


----------------------------------------------------------------------------


----------------------------------------------------------------------------


----------------------------------------------------------------------------

TOP 3-12í 2-12í 2-12í2-12í 4-12í


BOTTOM 2-10í 3-10í 4-10í 3-10í 2-10í


56



c/c

----------------------------------------------------------------------------


FACE OF THE SUPPORT


VY = 49.07 MX = 0.00 LD= 1



VY = -53.71 MX = 0.00 LD= 1


============================================================

================

============================================================

================






----------------------------------------------------------------------------


----------------------------------------------------------------------------

TOP 329.73 0.00 0.00 0.00 422.79


BOTTOM 0.00 197.86 239.98 197.86 0.00


----------------------------------------------------------------------------


----------------------------------------------------------------------------


----------------------------------------------------------------------------

TOP 3-12í 2-12í 2-12í2-12í 4-12í


BOTTOM 2-10í 3-10í 4-10í 3-10í 2-10í




c/c

----------------------------------------------------------------------------


FACE OF THE SUPPORT58


VY = 49.07 MX = 0.00 LD= 1



VY = -53.71 MX = 0.00 LD= 1


============================================================

================

============================================================

================





----------------------------------------------------------------------------


----------------------------------------------------------------------------

TOP 330.06 0.00 0.00 0.00 422.68


BOTTOM 0.00 197.86 239.88 197.86 0.0059


----------------------------------------------------------------------------



----------------------------------------------------------------------------


----------------------------------------------------------------------------

TOP 3-12í 2-12í 2-12í2-12í 4-12í


BOTTOM 2-10í 3-10í 4-10í 3-10í 2-10í




c/c

----------------------------------------------------------------------------


FACE OF THE SUPPORT


VY = 49.08 MX = 0.00 LD= 1



VY = -53.69 MX = 0.00 LD= 1


============================================================

================

============================================================

================





----------------------------------------------------------------------------


----------------------------------------------------------------------------

TOP 212.08 0.00 0.00 0.00 271.69


BOTTOM 0.00 197.38 197.38 197.38 0.00


----------------------------------------------------------------------------

2. DESIGN OF COULMAN

C O L U M N N O.162 D E S I G N R E S U L T S

61


LENGTH: 1500.0 mm CROSS SECTION: 300.0 mm X 600.0 mm COVER:

40.0 mm

** GUIDING LOAD CASE: 1 END JOINT: 91 SHORT COLUMN

REQD. STEEL AREA : 316.74 Sq.mm.

REQD. CONCRETE AREA: 39592.04 Sq.mm.

MAIN REINFORCEMENT : Provide 8 - 12 dia. (0.50%, 904.78 Sq.mm.)

(Equally distributed)

TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c

SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-

MET)

----------------------------------------------------------

Puz : 2524.31 Muz1 : 147.20 Muy1 : 71.98

INTERACTION RATIO: 0.22 (as per Cl. 39.6, IS456:2000)

SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-

MET)

----------------------------------------------------------

WORST LOAD CASE: 1

END JOINT: 1 Puz : 2699.40 Muz : 193.69 Muy : 90.87 IR: 0.27

============================================================

================

62

============================================================

================




40.0 mm









MET)

----------------------------------------------------------

Puz : 2575.56 Muz1 : 192.64 Muy1 : 93.35



MET)

----------------------------------------------------------63

WORST LOAD CASE: 2


============================================================

================

============================================================

================




40.0 mm








MET)

----------------------------------------------------------

Puz : 2575.85 Muz1 : 192.83 Muy1 : 93.44

64



MET)

----------------------------------------------------------

WORST LOAD CASE: 2



============================================================

================

============================================================

================




40.0 mm





(Equally distributed)65



MET)

----------------------------------------------------------

Puz : 2575.83 Muz1 : 192.81 Muy1 : 93.43



MET)

----------------------------------------------------------

WORST LOAD CASE: 2


============================================================

================

============================================================

================




40.0 mm


66








MET)

----------------------------------------------------------

Puz : 2575.82 Muz1 : 192.81 Muy1 : 93.43



MET)

----------------------------------------------------------

WORST LOAD CASE: 2


============================================================

================

============================================================

================


67



40.0 mm








MET)

----------------------------------------------------------

Puz : 2575.82 Muz1 : 192.81 Muy1 : 93.43



MET)

----------------------------------------------------------

WORST LOAD CASE: 2



============================================================

================

68

============================================================

================




40.0 mm








MET)

----------------------------------------------------------

Puz : 2575.83 Muz1 : 192.81 Muy1 : 93.43



MET)

----------------------------------------------------------

WORST LOAD CASE: 269


============================================================

================

============================================================

================




40.0 mm


4.1 DESIGN OF SLAB

4.1.1 Slab 1: Two adjacent edges discontinuous

Data

Dimension of slab = 3 m × 3 m fck= 20 N/m2

Support width = 230 mm fy= 415 N/m2

Live load = 4 KN/m2

Floor finish = 1 KN/m2

Depth of slab

Minimum depth = Span / B.V × M.F

B.V = 26 (For continuous slab)

M.F = 1.4

Minimum depth d = 3000/(26 × 1.2)70

= 96.15 mm ≈ 100 mm

Assume effective cover = 25 mm, Using 10 mm diameter bars

Effective depth = d = 100 mm

Overall depth = D = 100 + 25 + (10/2)

= 130 mm

d = 100 mm

D = 130 mm

Effective span

The least value of:

(1) (Clear span + effective depth) = (3 + 0.1) = 3.1 m

(2) (Centre to centre of supports = (3 + 0.23) = 3.23 m

Hence L = 3.1 m

Loads

Self weight of slab = (0.12 × 25) = 3 KN/m2

Floor finish = 1 KN/m2

Live load = 4 KN/m2

Total service load = w =8 KN/m2

Ultimate load = wu = 1.5 × 8 = 12 KN/m2

Ultimate moments and shear forces

Ly / Lx = 3 / 3 = 1< 2

So it is a two way continuous slab

The coefficients for the positive and negative moments are taken from IS 456 –

2000

+αx = 0.035

_ αx = 0.04771

+ αy = 0.035

_ αy = 0.047

Mux = αx wu xx2

Muy= αy wu Ly2

Vux = 0.5 W lx

(1)B.M along span ( +ve) = 0.035 × 12 × 3.12

Mux = 4.036 KN.m

(2)B.M along span ( -ve) = 0.047 × 12 × 3.12

Muy = 5.420 KN

(3)Shear force Vux= 0.5 × 12 × 3.1

= 18.6KN

Check for depth

Mmax= 0.138 fckb d2

d2= 5.420 × 106 / (.138 × 20 × 103)

d = 44.31mm < 100mm

Reinforcements (Short and long span)

Mu = .87 fyAst d [1 –(fyAst/ b d fck)]

Ast= 155.10mm2

Adopt 10mm diameter bars at 400 mm centers (Ast=185.71mm2)

Edge strip

Minimum area of steel = 0.12% Ag

= .12 /(100 × 1000 × 130)

= 156mm2

Provide 10mm diameter bars

72

ast= π/4 × d2

=78.5mm2

Spacing = ast/ Ast × 1000

78.5/156 × 1000 = 509 mm

So adopt 10 mm bar @ 500mm c/c

Middle strip [+ve moment]

Mu = .87 fyAst d [1 –(fyAst / b d fck)]

Ast= 201.44mm2

Provide 10mm diameter bars

ast= π/4 × d2

ast= 78.5mm2

Spacing= ast/ Ast × 1000

S= 300mm

Provide 10 mm diameter bars @ 300mm c/c

Torsional reinforcement

Single torsional reinforcement =l×/5 × ly/5

Area of torsional steel = 3/4 × maximum mid span

= 3/4 × 201.44

= 151.08mm2

Provide 8mm bars

Spacing= 50.26/151.08 × 1000

= 332 mm c/c or 300 mm c/c.

Check for deflection

(Shorter span/depth)provided= 3000/130 = 23.07

(Shorter span/depth)permissible= B.V × M.F

Fs= 0.58 × 415 × (156/102)

Fs= 368.1273

% Ast= 100 Ast/ bd

= (100 × 156) / (100 × 130)

= 1.2%

M.F= 1.2

(Shorter span/depth)= 26 × 1.2

= 31.2

Hence safe in deflection

4.1.2 Slab 2: One short edge discontinues

Data:

Clear dimension of slab =1.2×3.0

Step 1: Check the ratio

lylx

=

31.2

= 2 .56 > 2

Hence it is one way slab

Step 2 Effective dept

d =

span26

74

=

300026

= 115≈130mm

D = d + 25 mm

= 130+ 25+10/2 mm

= 160 mm

Step 3: Loads

Self wt of slab = 0.16×25

Finishes =1KN/m2

Total dead load=5 KN/m2

Live load= 4 KN/m2

The effective span = 3.2 mm

Step 4: ultimate Moment and SF

Mu(-ve) =1.5(( g L2

10 )+( q L2

9))

=1.5((5×32

10 )+( 4×32

9))

= 12.75 KN.m

Mu (+ve) = (( g L2

12 )+( q L2

10))

= ((5×32

12 )+( 4×32

10 ))75

= 11.025KN.m

Vu =(1.5×0.6)(5+4)×3

= 24.3 KN

Step 5 : Limiting Moment of Resistance

Mulimit= 0.138 fck b.d2

= 0.138 × 20 × 1000 ×1302× 10-6

= 46.64 KN.m

Mu<Mulimit, Section is under reinforced.

Step 7: Main reinforcement

Mu= .87 fyAst d [1 –(fyAst / b d fck)]

A= 325 mm2

Spacing

a) Spacing = (ast/Ast)1000

Use 10mm bar

Spacing =

π/4 ×102

325× 1000

= 230mm

Step 6 : distribution Reinforcement

Ast =0.12100

×100×160

= 192 mm2

Provide 10 mm bar at 300 mm c/c

Step 7: Check for shear stress

v =

V u

b . d

76

=

25. 92 × 103

1000 × 130

= 0.199N/mm2

Pt =

100 Astb . d

=

100 × 3141000 × 130

= 0.241

Permissible shear stress

Kc = 1.27 × 0.35

= 0.44 N/mm2

Kc >v

Hence the shear stresses are within safe permissible limits

Step 8: Check for deflection

(Ld)max =

[(Ld ) basic × kt × kc × kf ]

Kt = 1.5

Kc = 1

Kf = 1 (Refer IS 456 – 2000)

(L /d )max=

26+202

×1.5 =

=34.5

(L /d )actual=

3000130

= 23 < 34

(Ld)max >(Ld )

actual

77

Hence design is safe.

4.4 DESIGN OF FOOTING

Data

Factored axial load Pu= 1660KN

Size of Column = 600 × 300 mm

Safe Bearing Capacity = 200 KN/m2

Assume self weight of footing 10% of load

Self weight of footing = 166 KN

Area of footing required = Total Load / SBC

= 1826/(200×1.5)

=6.08m2

Side of square footing = 2.46m

78

Assume breadth of square footing= 3m

Provide a square footing of 3m×3m = 9m2

Net upward design pressure W=1660/3×3

= 184.4<200×1.5

Bending moment

Projection of footing from column face

(B-b)= (3- 0.45)/2

= 1.275m

Mx= 184.4×3×(1.2752/2)

Mx= 449.74 KNm

Depth required

Mx= 0.138fckbd2

d =√449.74×102/(0.138×20×3000)

d = 233.06mm = 240mm

Consider the effect of shear providing 2 times the depth required.

Provide depth = 480mm

Assume 20mm diameter and cover 40mm

Over all depth= 480+10+20+40

= 550mm

Tension Reinforcement

Mmax= 449.74× 106

Mu = 0.87fyAstd[1-(Ast×fy/bdfy)]

449.74×106 = 0.87 × 415 × 480[1-(Ast × 415/20 × 480 × 3000)]

Ast= 2700mm2

Minimum Ast to be provided= (0.15/100) × 3000 × 550

= 2475 < 2700mm2

Provide 20 mm diameter bars,

Number of bars = 2700/314.15

= 8.59 ≈ 10nos

79

Provide 10 numbers of 20mm bars (Actual Ast = 3141mm2)

Check for one way shear

The critical section for traverse shear (section yy) is at distance of 480mm (effective

depth).

Length of critical section = 1.275 – 0.48

= 0.795m or 795mm

Vu = 184.4×3×0.795

Vu= 439.79 KN

Nominal shear stress

v= Vu/bd

= 439.79/(3000×550)

= 0.26 N/mm2

From the table -19 of IS456-2000

100Ast/bd = 0.24 for M20.

v= 0.34

c>v, Hence safe.

Checking for punching shear

The critical section for shear is at distance of ½( deff)

ie , 240mm around the face of the column.

Side of the section = 450 + (2×240)

=930mm

Punching shear across section zz

Vz= 184.4( 3×3 – 0.94×0.94 )

= 1496.99 KN

Nominal shear stress across section zz

v = (1496.66×103)/(4×940×480)

v =0.82N/mm2

As per clause 31.6.31 of IS456:2000

Permissible shear stress in concrete = kc

For square column,

k = 1.0, c = 0.33

80

kc= 0.33

Check for Safe bearing capacity

Column of load = 1660 KN

Self weight of footing=3×3×0.55×25

=123.75 KN

Total = 1783.75 KN

Pressure = 1783.75/(3×3)

=198.3< 300 (200 × 1.5)

Hence safe.

4.5 DESIGN OF STAIRCASE

DATA:

Spanning parallel to landing slab (stair-1)

Type: dog-legged

Number of steps in the flight = 11 per flight

Thread T = 300 mm

Rise R = 150 mm

Width of landing beam = 300 mm

Width of landing slab = 1850 mm

M-20 grade concrete (fck = 20 N/mm2)

Fe-415 hysd bars (fy = 415 N/mm2)

Solution:

81

Design of first flight

Effective span = (11 x 300) + 300/2 + 1850/2

= 4375 mm = 4.375 m

Thickness of waist slab = (span/20) =4375 /20)

= 218.75 mm

overall depth (D) = 218.75 mm

Assume using 25mm cover and 10mm diameter bars

Effective depth (d) = 188.75 mm

LOADS:

Dead loads of slab on slope (ws) = (0.188x1x25)

= 4.717KN/m

Dead load of slab on horizontal span (w)

=[ws√(R2 + T2)]/T

= [4.717√(1502 + 3002)]/300

= 5.28 KN/m

Dead load of one step = (0.5x0.15x0.3x25)

= 0.56 KN/m

Load of step per meter length =[(0.56x1000)/300]=1.875KN/m

Finishes etc, = 0.6 KN/m

Total dead load = ( 4.72+1.86+0.6)

= 7.18 KN/m

Service live load = 5 KN/m2

Total service load = (7.18+5) = 12.18 KN/m

Factored load (wu) = (1.5x12.18) = 18.27 KN/m

BENDING MOMENTS:

Maximum bending moment at centre of span ( (Mu) = 0.125wuL2

= 0.125x18.27x4.32

= 42.235 KNm

CHECK FOR DEPTH OF WAIST SLAB82

(d) = √[Mu/(0.138fckb)]

= √[(42.23x106)/(0.138x20x103)]

= 123.69 mm < 188.7mm Hence safe.

MAIN REINFORCEMENTS

Mu = (0.87fyAstd)[1-(Astfy/bdfck)]

42.23x106= (0.87x415Astx188.75)[1-(415Ast/103x188.75x20)

Ast= 668 mm2

Provide 12 mm diameter bars at 150 mm centres (Ast = 678.6 mm2) as main

reinforcement.

DISTRIBUTION REINFORCEMENT

Distribution reinforcement = 0.12 per cent of cross section

= (0.0012x1000x188.75)

= 226.5 mm2

Provide 8mm dia bars at 220 mm centres (Ast = 251.3mm2)

Design of second flight

The design of the second flight loading above the landing slab will be the

same as that of the flight below the landing slab and that design is shown above.

There is only one change the landing beam and landing slab will be reversed.

83

5.3 BEAM- REINFORCEMENT DETAILS

86

88

150

CHAPTER -7

CONCLUSION

In this project, PLANNING DESIGNING AND ANALYSING OF

HOSTEL BUILDING. We all the members of our team has learned to plan a

building with referring to National Building Code of India -2005&STAADPROVi8

This bank building project has made us to learn Drawing and drafting the

building plans using Auto cad software.

In this bank building project we learnt to create the models by giving nodes

and property to the structural elements using analysis and also we learnt to the same

structure with corresponding loads as given IS 875 part 1&2 using analysis.

89

This project is very useful in making us learn the design by referring to the IS

456:2000 for each slab and beam. SP: 16 codes alone are used for easier design of

columns yet we learned to design the columns.

The important thing that we done wasreferring to a lot of books for designing

and we are very much satisfied with exposing to field of design.

CHAPTER -8

REFERENCES

90

1. Arul Manickam A.P (2004) ‘Structural Engineering Pratheeba publishers.

2. Is 456: 2000 ‘Plain and Reinforced concrete – code of practice (Fifth

revision).

3. SP 16 ‘ Design for reinforced concrete’ to 456 1978

4. Krishnaraju (2002) ‘Design of reinforced concrete structures’

5. Murugan.M (2007) ‘Structural Analysis’ Samuthira Publications.

6. Varghese P.C (2002) ‘Limit state Design of Reinforced concrete second

Edition.

7. Vaidyanthan. R. Perumal. P (2005) ‘Structural Analysis – Volume I’ Laxmi

Publications.

8. NBC –National building of India , Bureau of Indian Standards ,New Delhi.

91

hostel building design

Documents

design of school building

design of staircase

design of footing

design of columns

design of beams

design of slabs

design aids

national building code