Project 1

AIM:

To design a multi-story residential building in Bangalore using STAAD Pro Connect Edition.

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 a 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 elements 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.

PROCEDURE:

Geometry

PROPERTIES

MATERIALS

SUPPORTS

LOADING:

Unit weight of the materials

Reinforced Cement Concrete = 25Mpa

Plain Cement Concrete = 24Mpa

Cement Concrete Screed = 20Mpa

Cement Masonry Units = 22Mpa

Structural Steel = 78.5Mpa

Soil = 180 kN/m2

Dead Load: -

Floor slab

Total Floor Load = 10 kN/m2

Roof slab

Total Roof Load = 8 kN/m2

Live Load: -

Floor slab

Common Corridor = 4 kN/m2

Total Floor Load = 4 kN/m2

Roof slab

Accessible Roof = 1.5 kN/m2

Total Roof Load = 1.5 kN/m2

Title	Calculation of Seismic Load (IS 1893 - Part 1)
	Design Base Shear				VB	=	Ah W	kN
	Design Horizontal Acceleration Coefficient
					Ah	=
	Zone factor				Z	=	0.24
	Soil Condition factor , Sa / g
					T	=	0.09h/(d^0.5)
	Height of building				h	=	23	m
	Base dimension of building				Along X	=	16	m
					Along Z	=	25	m
					T along X	=	0.5175	s
					T along Z	=	0.414	s
				Here T value will be change	Sa / g	=	2.5	2.5
	Response Reduction Factor				R	=	5
	Importance Factor				I	=	1.5
	Horizontal Acceleration Coefficient				Ah	=	0.09
					Ah	=	9	%
	Seismic Weight
	Area of Each floor				A	=	400	m2
	Due to Dead Loads , Typical Floor				DL	=	10	kN/m2
					W DL	=	4000	kN
	Due to Dead Loads ,Roof				DL roof	=	8	kN/m2
					`	=	3200	kN
	Due to Live Loads , Typical Floor				LL	=	4	kN/m2
					W LL	=	800	kN
	Due to Live Loads , Roof				LL	=	1.5	kN/m2
					W LL	=	0	kN
	Total Seismic Weight				W	=	24000	kN
	Design Base Shear				VB	=	2160	kN
	Lateral Force at Different Levels
	Storey level	Wi	hi	Wihi2	ki	Lateral Force
		(kN)	(m)			Qx	Qz
	Roof	4800	23	2539200	0.22864552	493.874331	493.8743314
	6th	7200	21.5	3328200	0.29969204	647.33481	647.3348101
	5th	7200	18	2332800	0.21005997	453.729537	453.729537
	4th	7200	14.5	1513800	0.13631206	294.434059	294.4340591
	3rd	7200	11	871200	0.07844832	169.448376	169.4483765
	2nd	7200	7.5	405000	0.03646874	78.7724891	78.77248906
	1st	7200	4	115200	0.01037333	22.4063969	22.40639689
			∑	1.1E+07	1	2160	2160

Calculation of Wind Load (IS 875 - Part 3)
Design Wind Speed				Vz	=	Vb k1 k2 k3 k4 m/s
Basic Wind Speed				Vb	=	50	m/s
Probability factor				k1	=	1
Terrain factor , Category				for k2	=	Category 4
Topography factor				k3	=	1
Design Wind Pressure				Pz	=	0.6 Vz2
		Height	k2	Vz	Pz	Pz in kN
		4.0	0.80	40	960.00	0.96
		7.5	0.80	40	960.00	0.96
		11.0	0.80	40	960.00	0.96
		14.5	0.80	40	960.00	0.96
		18.0	0.80	40	960.00	0.96
		21.5	0.82	41	######	1.00
		23.0	0.88	44	######	1.15

LOAD COMBINATIONS: -

ANALYSIS: -

DESIGN (RCDC): -

STAAD FOUNDATION: