Project 1

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

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.

Ans:

Aim:- To design a multi-storey Residential Building located in Bangalore using STAAD Pro Connect Edition

Procedure:-

Unit weight of the materials

Reinforced Cement Concrete = 25kN/m3

Plain Cement Concrete = 24kN/m3

Cement Concrete Screed = 20kN/m3

Cement Masonry Units = 22kN/m3

Structural Steel = 78.5kN/m3

Soil = 18kN/m3

Dead Load

Floor slab

Slab weight = 3.75 kN/m2(0.15m×25kN/m3)

Partitions = 1.5kN/m2

Floor Finish = 2.5kN/m2

Miscellaneous = 1kN/m2

Total Floor Load = 8.75 kN/m2

Roof slab

slab weight = 3.75kN/m2(0.15m×25kN/m3)

Insulaions and Water Proofing = 0.5kN/m2

MEP Services = 0.5kN/m2

Miscellaneous = 0.5kN/m2

Total Roof Load = 5.25kN/m2

Live Load

Floor slab

Common Corridor = 3kN/m2

Total Floor Load = 3kN/m2

Roof slab

Accessible Roof = 1.5kN/m2

Total Roof Load = 1.5kN/m2

Title	Design of Slab (IS 456)
		Span Shorter Direction (Clear)			ly	=	3.13	m
		Span Longer Direction (Clear)			lx	=	5.50	m
		Live Load on the Slab			LL	=	3.00	kN / m2
		Compressive stength of concrete			fck	=	25	N / mm2
		Yield strength of steel			fy	=	415	N / mm2
		Unit weight of concrete			Ƴc	=	25.00	kN / m3
		Unit weight of floor finish 100 mm			Ƴ	=	22.00	kN / m3
		Clear concrete cover				=	25.00	mm
		Bearing of slab			B	=	250.00	mm
Step 1	Cl 24.1	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	=	150.00	mm
		Dia of bars for short direction			Φ	=	10	mm
		Dia of bars for long direction			Φ	=	10	mm
		Effective Depth			d	=	120.00	mm
		Loading on the slab
		Dead Load of the slab (DL)					3.75	kN / m2
		Super Dead Load					5.00	kN / m2
		Live Load on the slab					3.00	kN / m2
		Total Load on the slab (TL)					11.75	kN / m2
		Design Load = (Total Load x Load Factor i.e. 1.5)					17.63	kN / m2
		Effective Span			lx	=	3.25	m
					ly	=	5.62	m
		Ratio			ly/lx	=	1.732	Two Way
	T26/27
				1.5	ax	1.75	ay
	For negative moments (at top)			0.075	0.104683	0.107	0.084
	For positive moments (at bottom)			0.056	0.103307	0.107	0.063
Step 2	BM per unit width of slab				Mx = ax w lx2		My = ay w lx2
		For negative moments (at top)			19.43		15.59	KN-m/m
		For positive moments (at bottom)			19.17		11.69	KN-m/m
		Shear force , V		0.5wlx	28.60			kN/m
Step 3	To check the effective depth of slab
					Mu,lim	=	0.138fckbd2
					d	=	75.04	mm
Step 4	Depth of slab for shear force
	T20				τc,max	=	3.1	N/mm2
					τc	=	0.3
	Cl 40.2.1				k	=	1.2	D=200mm
					τc	=	0.36	N/mm2
					τv	=	Vu / bd
						=	0.24	N/mm2
					τv	< τc	< τc,max
					0.24	0.36	3.1
						SAFE
Step 5	Determination of areas of steel
					Mu =	0.87fyAstd(1-Astfy/fckbd)
	For Negative moments				Mu Top	=	19.43
					Ast	=	561.65	mm2/m
	For Positive moments				Mu Bot	=	19.17
					Ast	=	554.27	mm2/m
Step 5	Determination of distribution steel
					Astmin	=	0.12bd
							144	mm2
Step 5	Selection of reinforcing bars
			Area of bars (Top steel)			=	78.5	mm2
				Spacing		=	140
						=	125	mm
				Provide 10mm bars at a spacing 125mm
			Area of bars (Bottom steel)			=	78.5	mm2
				Spacing		=	142
						=	125	mm
				Provide 10mm bars at a spacing 125mm

Title	Calculation of Wind Load (IS 875 - Part 3)
	Design Wind Speed				Vz	=	Vb k1 k2 k3 k4 m/s
	Basic Wind Speed			(BENGALURU)	Vb	=	33	m/s
	Probability factor				k1	=	1
	Terrain factor , Category				for k2	=	Category 4	4B
	Topography factor				k3	=	1
	Design Wind Pressure				Pz	=	0.6 Vz2
			Height	k2	Vz	Pz	Pz in kN
			3.5	0.76	25	377.40	0.38
			7.0	0.76	25	377.40	0.38
			10.5	0.76	25	377.40	0.38
			14.0	0.76	25	377.40	0.38
			17.5	0.76	25	377.40	0.38
			21.0	0.78	26	397.53	0.40
			24.5	0.84	28	461.04	0.46

Title	Calculation of Seismic Load (IS 1893 - Part 1)
	Design Base Shear				VB	=	Ah W	kN
	Design Horizontal Acceleration Coefficient
					Ah	=	{(Z/2) x (Sa/g)}/(R/I)
	Zone factor				Z	=	0.1
	Soil Condition factor , Sa / g
					T	=	T=0.09h/">√d
	Height of building				h	=	24.5	m
	Base dimension of building				Along X	=	16	m
					Along Z	=	25	m
					T along X	=	0.55	s
					T along Z	=	0.44	s
					Sa / g	=	2.467	3.084
	Response Reduction Factor				R	=	3
	Importance Factor				I	=	1.2
	Horizontal Acceleration Coefficient				Ah	=	0.0493
					Ah	=	4.9342	%
	Seismic Weight
	Area of Each floor				A	=	400	m2
	Due to Dead Loads , Typical Floor				DL	=	12	kN/m2
					W DL	=	4800	kN
	Due to Dead Loads ,Roof				DL roof	=	9	kN/m2
					`	=	3600	kN
	Due to Live Loads , Typical Floor				LL	=	3	kN/m2
					W LL	=	600	kN
	Due to Live Loads , Roof				LL	=	1.5	kN/m2
					W LL	=	0	kN
	Total Seismic Weight				W	=	41400	kN
	Design Base Shear				VB	=	2042.8	kN

Results:

Thus, multi-storey Residential Building located in Bangalore using STAAD Pro Connect Edition is been designed.