DESIGN OF A G+8 STOREID TRAINING INSTITUTE &

HOSTEL BLOCK

by

JEYANTHI.R

PROJECT DESCRIPTION

The Hospital building is a G+8 structure and its height is 32.08m from above the ground level. It is located in zone V.

The structure is modeled in ETABS software.

Based on the analytical results (moment, shear force), the member sizes are finalized and designed.

Ductile design and detailing is carried.

BUILDING FUNCTION

Ground Floor

1st floor

2nd Floor

3rd

floor 4th – 8th

floor Store room Kitchen Pantry Dining hall (120 persons) multipurpose hall Lecturer hall-1 (100 persons) Waiting area Lobby Toilet

Laboratories Lecturer hall-2 Principal Room Faculty room Office room Waiting area Toilet

Laboratories Lecturer hall-3 Faculty room Common room Stores Waiting area Toilet

Recreation room Library Study hall Computer Lab Lecturer hall-3 counseling room Waiting area Toilet

Hostel rooms Toilet

CODAL PROVISION

LOAD TYPE CODES USED

Gravity load IS 875 part 1&2

Wind load IS 875 Part 3

Seismic load IS 1893

Load combination IS 875 part 5

GENERAL DATA

Plinth area 963.9m2

Building type Framed structure

Building designation Training Institute & Hostel block

Types of soil Hard – Type III

Basic wind speed 55 m/s

Seismic zone V

Safe bearing capacity of soil 450 kN/mm2

Type of foundation Isolated footing

Type of slab Conventional 1 way slab

Type of staircase Dog-legged

Number of stories G+8

AREA LOADING SUMMARY - as per IS 875 part 1

S.NO DESCRIPTION FLOOR

FINISH

kN/m2

SCREEDING

kN/m2

FALSE

CEILING

kN/m2

FILLING

kN/m2

TOTAL

DL

kN/m2

IMPOSED

LOAD

kN/m2

1 Lobby 1 0.2 1.2 3

2 Corridors 1 0.2 1.2 4

3 Dining hall 1 0.2 1.2 3

4 Kitchen 1 0.2 1.2 3

5 Toilet Area 1 0.2 1.2 2

6 Drying and

washing

1 0.2 1.2 2

7 Store area 1 0.2 1.2 5

8 Multipurpose

hall

1 0.2 0.5 1.2 3

9 Lecture hall 1 0.2 1.2 4

10 Electrical room 1 0.2 1.2 3

11 Lab 1 0.2 0.5 1.2 3

S.NO DESCRIPTION FLOOR

FINISH

kN/m2

SCREEDING

kN/m2

FALSE

CEILING

kN/m2

FILLING

kN/m2

TOTAL DL

kN/m2

IMPOSED

LOAD

kN/m2

12 Waiting area 1 0.2 1.2 4

13 Office room 1 0.2 1.2 2.5

14 Faculty room 1 0.2 1.2 2.5

15 Meeting room 1 0.2 1.2 4

16 Common room 1 0.2 1.2 3

17 Study hall 1 0.2 1.2 6

18 Recreation

room

1 0.2 1.2 4

19 Library 1 0.2 1.2 6

20 Counseling

room

1 0.2 1.2 2.5

21 Bed room 1 0.2 1.2 2

22 Terrace floor

(Accessible)

3 - 1.2 1.5

23 Solar panel - - 1.2 -

24 LMR 1 0.2 1.2 1.5

I FLOOR DEAD IMPOSED LOAD & LIVE LOAD

AREA LOADING DIAGRAM

II FLOOR DEAD IMPOSED LOAD &

LIVE LOAD

AREA LOADING DIAGRAM

III FLOOR DEAD IMPOSED LOAD &

LIVE LOAD

IV, V, VI,VII & VIII FLOOR DEAD IMPOSED LOAD & LIVE LOAD

BRICKWALL LOADING

Brick wall loading = Thickness of wall x Unit wt of wall x ht of the wall

FLOORS FOR 125mm WALL kN/m

FOR 250mm WALL kN/m

Ground Floor 15.75 7.875

First Floor 15.75 7.875

Second Floor 15.75 7.875

Third Floor 17.25 8.625

Fourth Floor 12.75 6.375

Fifth Floor 12.75 6.375

Sixth Floor 12.75 6.375

Seventh Floor 12.75 6.375

Eighth Floor 12.50 6.250

Terrace 03.00

Staircase head room 10.75

WIND LOAD CALCULATION

Data Values As per IS 875 Part 3 1987

Basic wind speed 55 Appendix A

Risk coefficient, k1 1.00 Table1

Terrain factor, k2 varies with height Table 2

Terrain category, k3 3 Cl 5.3.2.3

Class C Cl 5.3.2.2

Width of building, a 63m Along X

Length of building, b 15.35m Along Y

No of stories 8 Including Terrace

Height of the building 36.9m

Wind force, F Cf Ae Pz Referring fig 4

Force Coefficient

Cfx =1 Cfy =1.18

For wind along X, For wind along Y.

WIND LOAD ACTING ON EACH STOREY

STOREY HEIGHT

m

k2 Vz

m/s

Pz

kN/m2

Fx

kN

Fy

kN

Terrace 3.10 0.96 53 1.68 80 38

8 3.15 0.95 52 1.64 78 378

7 3.15 0.93 51 1.58 76.4 370

6 3.15 0.92 50 1.53 74 358.3

5 3.15 0.90 49 1.46 70.6 341.89

4 4.05 0.87 48 1.38 66.7 323

3 3.75 0.83 46 1.26 78.3 379.35

2 3.75 0.82 45 1.22 70.22 340

1 3.75 0.82 45 1.22 70.22 340

Ground

floor

2.50 0.82 45 1.22 70.22 340

MANUAL ANALYSIS OF FRAME CONSIDER A FRAME 7-7,

Gravity load acting on each beam and Lateral load acting on each floor

The considered frame is analyzed manually by moment distribution method for gravity and lateral loads.

The software comparison is done and has been concluded that theoretical values match with the Software values.

Preliminary design of beam and column is carried out. A typical beam and column is considered, say Beam AB and Column AD of ground floor

is considered. The moment acting on the column and beam is taken. Using IS 456: 2000 code Beam is designed and using SP 16 code column is designed.

ETABS MODELLING INPUTS AND OUTPUTS: Material properties

Grade of concrete: Column, Beam, Tank wall & Slab

M30

Grade of steel: Fe 500

Structural element

S.No ELEMENTS DESCRIPTION IN ETABS

1 COLUMN C 900X750, C 750X900

C 900X450, C 450X900

2 BEAM B 250X600, B 300X600, B 450X600,

B 450X450, B 300X450, WT 200X1500

3 SLAB MEM 125, MEM 150, MEM 325

LOAD CASES

Gravity load case:

DL Self weight

DI Super imposed load

LL 1 live load greater that 3

LL 2 live load lesser than 3

Seismic load case:

Response spectrum user defined file

ELX Res spec x

ELY Res spec y

Wind load case: Applied as point load in floor diaphragms

WLX Wind load along X direction

WLY Wind load along Y direction

CALCULATION OF RESPONSE SPECTRUM COEFFICIENT:

As per IS 1893 part 2,

Zone factor, Z 0.36

Importance factor, I 1

Response factor, R 5

Type of soil Hard

For Hard Soil Sites

Sa/g 1+15T 0<=T<=0.1

2.5 0.1<=T<=0.4

1/T 0.4<=T<=4

LOAD COMBINATION: Seismic load case have both maximum and minimum load cases for +ve and –ve directions respectively , Ref IS 1893: 2002, Table 1 , Pg 15. Column design live load is considered as per IS 875- part 2, 1987. Design load combination:

Basic load combinations Seismic load combinations Wind load combinations

OUTPUTS:

1.) General data:

Height of the building 32.5m

Width in X- direction 63m

Width in Y- direction 19m

Seismic weight of the building, W

152220 kN

Zone factor, Z 0.36

Importance factor, I 1

Response factor, R 5

2.) Fundamental natural period

Y-Direction(without infill) T

1.02sec

X–Direction(with infill) T

0.368sec

3.)Calculation of Sa/g for Hard soil,

Y- Direction, 0.98

X- Direction, 2.5

4.) Calculation of Ah:

Y-Direction(without infill) Ah= (ZI/2R) X Sa/G

0.035

X–Direction(with infill) Ah=(ZI/2R) X Sa/G

0.09

5.) Base shear Vb= AhXW

X-Direction Vb’ = 0.09 x 149769

13480kN

Y–Direction Vb’ =0.035 x 149769

5242kN

6.) Base shear (from analysis)

X-Direction Vb

2952kN

Y–Direction Vb

2865kN

7.) Multiplication factor

X-Direction(Vb’/Vb) 4.56

Y–Direction(Vb’/Vb) 1.83

CHECK BASE REACTION FOR SCALE FACTOR

BASE REACTION FOR SCALE FACTOR =1

BASE REACTION FOR SCALE FACTOR =4.56

LOAD CASE Fx Fy Fz

ELX max 2952 - -

ELY max - 2865 -

SEISMIC

WEIGHT

- - 149769

LOAD CASE Fx Fy Fz

ELX max 13819 - -

ELY max - 13408 -

SEISMIC

WEIGHT

- - 149769

3D MODELLING OF BUILDING IN ETABS

FIRST FLOOR BEAM ARRANGEMENT

BENDING MOMENT DUE TO GRAVITY LOAD AND LATERAL LOAD ACTING ON SECTION 6-6

DESIGN OF BUILDING The design method adopted is Limit state method. The building is designed as per IS 456:

2000 and SP 16.

SLAB DESIGN First floor slab is designed as per IS 456:2000 and detailing is drawn as per Sp 34. BEAM DESIGN A full span of beam for first floor is designed as per IS 456:2000 and detailing is

drawn as per Sp 34. STAIRCASE DESIGN Dog-leg type staircase is adapted. It is designed as per IS 456:2000 and detailing is

drawn as per Sp 34. COLUMN DESIGN Column for first floor is designed as per IS 456:2000 and Sp16. And detailing is

drawn as per Sp 34. FOOTING DESIGN Isolated footing type is adapted. It is designed as per IS 456:2000 and Sp16. And

detailing is drawn as per Sp 34. DUCTILE DESIGN Ductile design is carried out as per IS: 13920-1993 and Sp16. And detailing is drawn

as per Sp34

Structural components

AMOUNT OF REINFORCEMENT USED

SLAB DESIGN Depth = 130mm

Main reinforcement: Provide 10mm dia bars @ 270mm c/c and alternate bars are bent up at supports. Distribution reinforcement: Provide 8mm dia bars @ 300mm c/c.

BEAM DESIGN (450x600mm)

amount of reinforcement in the top layer: First layer, 4 – Y32 Second layer, 4 – Y25 Third layer, 4 – Y20

Amount of reinforcement in the bottom layer: First layer, 4 – Y25 Second layer, 4 – Y16

STAIRCASE DESIGN 175mm

Main reinforcement - 416mm2 Distribution reinforcement - 216 per m

COLUMN DESIGN 700x900mm

Use 32mm dia bars of 4 nos and 25mm dia bars of 28 nos distributed in four sides.

FOOTING DESIGN

Reinforcement in central band width – 17400mm2 Minimum reinforcement – 1440mm2

DUCTILE DESIGN

Anchorage of external bars: Top reinforcement = 4Y + 10Y – 8Y = 1568mm Bottom reinforcement = 4Y + 10Y – 8Y = 1225mm