Project 1

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.

AIM :

To Design a multi-storey Residential Building located in Bangalore using STAAD Pro Connect Edition.

PROCEDURE :

Unit weight of materials,

Reinforeced cement concrete = 25k `N//overset(3)(mm)`

Plain cement concrete = 24k `N//overset(3)(mm)`

`cement concrete screed = 20k `N//overset(3)(mm)`

Cement masonary units = 22k `N//overset(3)(mm)`

Structural steel = 78.5 `N//overset(3)(mm)`

Soil = 18k `N//overset(3)(mm)`

DEAD LOAD :

Floor slab,

Slab weight = 3.75k`N//overset(2)(mm)`

Partitions = 1.5k `N//overset(2)(mm)`

Floor finish = 2.5k `N//overset(2)(mm)`

Miscellanous = 1k `N//overset(2)(mm)`

TOTAL FLOOR LOAD = 8.75K `N//overset(2)(mm)`

Roof slab,

Slab weight = 3.75k`N//overset(2)(mm)`

Insulations and water proofing = 0.5k `N//overset(2)(mm)`

Mep services = 0.5k `N//overset(2)(mm)`

Miscellanous = 0.5k `N//overset(2)(mm)`

TOTAL ROOF LOAD = 5.25K`N//overset(2)(mm)`

LIVE LOAD:

Floor slab,

Comman corridor = 3k `N//overset(2)(mm)`

Roof slab,

Accesible roof = 1.5k`N//overset(2)(mm)`

Design of slab,

Span shorter direction (clear) ly = 3.125 m

Span longer direction (clear) lx = 5.500 m

Live load on the slab LL = 3 `KN//overset(2)(m)`

Compressive strength of concrete fck = 40 `N//overset(2)(mm)`

Yield strength of steel fy = 415 `N//overset(2)(mm)`

Unit weight of concrete = 25`KN//overset(3)(m)`

Clear concrete cover = 25 mm

Bearing of slab = 250 mm

STEP 1,

Span to effective depth ratio l/d = 32
Minimum effective depth d = 97.66 mm

Overall depth D = 127.66 mm

Provide overall depth D= 150 mm

Dia of bars for shorter direction `phi` = 10 mm

Dia of bars for longer direction `phi` = 10 mm

Effective depth d = 120 mm

Loading on the slab,

`ead load of slab = 3.75 KN//m`

`super dead load = 5 KN//m`

`ive load on the slab = 3KN//m`

Total load on the slab, = 12 KN`//overset(2)(M)`

Design load = (Total load * Load factor)

`effective span lx = 5.17m & ly =5.17`

Ratio `ly//lx` = 1 (two way)

Step 2,

Step 3,

To check the effective depth of slab,

Mu,lim = 0.138fckbd2

d= 63.99mm

Step 4,

Depth of slab for shear force,

T20 `tau c,max = 4N//overset(2)(mm)`

`tauc = 0.3`

cl 40.2.1

K = 1.2d = 200mm

`tau c = 0.36 N//overset(2)(mm)`

`tau v =Vu//bd` = 0.28 `N//overset(2)(mm)`

`tau v < tau c < tau c, max`

0.28 0.36 4

SAFE,

Step 5,

Determination of areas of steel,

Mu = 0.87fY Astd(1-Astfy/fckbd)

For negative moments Mu top = 22.60

Ast = 463.99mm2/m

For positive moments Mu bot = 16.83

Ast = 345.52mm2/m

Step 5.1,

Selection for reinforcing bars,

Area of bars (Top steel) = 113.04mm2

spacing =240mm

Provide 12mm bars @spacing 240mm

Area of bars (bottom steel) = 113.04mm2

Spacing = 300mm

Provide 12mm bars @spacing 300mm ,

Calculation of wind load,

Design wind speed Vz = Vb K1 K2 K3 K4 m/s

Basic wind speed (banglore ) Vb = 33 m/s

probability factor K1 = 1

Terrain factor , category for K2 = category 4B

Topography factor K3 = 1

Design wind pressure pZ = 0.6 vz2

Calculation of seismic load,

Design base shear VB = Ah W KN

Design horizontal acceleration coefficient Ah = (Z/2) * (Sa/g) / (R/I)

Zone factor Z = 0.1 (Banglore)

Soil condition factor , Sa /g

T = 0.09h/`root` d

Height of building h = 24.5 m

Base dimension of building Along x = 16, Along Z = 25

T along x = 0.5513s

T along Z = 0.4410 s

sa/g = 1.814 along X

sa/g = 2.268 along Z

Response reduction factor R= 3

Importance factor (i) = 1.2

Horizontal acceleration coefficient Ah = 0.0363 along X

Seismic weight,

Area of each floor A = 400 m^2

Due to dead loads , typical floor DL = 12 kN /m^2

WdL = 5000KN

Roof DL = 9KN/m^2

= 3600KN

Due to live loads , Typical floor LL = 3kN / m^2

W LL = 300KN

Roof LL = 1.5KN /m^2

W LL = 0

Total seimic weight W = 35400 KN

Design base shear Vb = 1284 .35 KN

horizontal acceleration coefficient Ah = 0.0454 along Z = 4.54%

Seismic weight,

Area of each floor = 400m^2

Due to dead loads , typical floor DL = 12.5 kN /m^2

WdL = 5000KN

Roof DL = 9KN/m^2

= 3600KN

Due to live loads , Typical floor LL = 3kN / m^2

W LL = 300KN

Roof LL = 1.5KN /m^2

W LL = 0

Total seimic weight W = 35400 KN

Design base shear Vb = 1605.35 KN

RESULT :

Thus the multi-story residential building located in banglore has been designed and analysed.