Project 1

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

INTRODUCTION:

STAAD Pro is a popular structural analysis application known for analysis, diverse applications of use, interoperability, and time-saving capabilities. It helps structural engineers perform 3D structural analysis and design for both steel and concrete structures.

PROCEDURE:

Design Basis Report:

Given data:

Building Floors : G+6+R

Plan Dimension : B=25m, L=16m

Story Height : h = 3.5m

Soil : Hard soil 

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Use : Residential purpose

Safe Bearing Capacity : 180 kN/m2

Maximum slab thickness : 150mm

Assume:

Beam size = 300mm X 450mm

Column size = 600mm X 600mm

Load Calculations:

Dead Load on Floor: (IS 875 Part-)

(Unit weight of concrete = 25 kN/m2)

Dead load due to slab = 0.15 x 25 = 3.75 kN/m2

Partitions : 1.5 kN/m2

Floor Finish : 2.5 kN/m2

Miscellaneous : 1 kN/m2

Total Floor Load = 8.75 kN/m2

Dead Load on Roof: (IS 875 part-1)

Dead load on roof slab = 3.75 kN/m2

Water proofing = 0.5 kN/m2

MEP services = 0.5 kN/m2

Miscellaneous = 0.5 kN/m2

Total Roof load = 5.25 kN/m2

Live Load: (IS 875 Part-2)

For residential building, LL = 3 kN/m2

For roof, LL = 1.5 kN/m2

Wind Load: (IS 875 Part-3)

Calculation of Wind Load (IS 875 - Part 3)
Design Wind Speed				Vz	=	Vb k1 k2 k3 k4   m/s
Basic Wind Speed				Vb	=	33 m/s
Probability factor				k1	=	1
Terrain factor , Category				for k2	=	Category 4, Class B
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	0.77	25	387.40	0.39
		24.5	0.83	27	450.13	0.45
		26.0	0.86	28	483.25	0.48

Seismic Load:

Calculation of seismic load (IS 1893:2016 part-1) 

Design Base Shear				VB	=	Ah W  kN
Design Horizontal Acceleration Coefficient
				Ah	=	((Z/2).(Sa/g))/(R/I)
Zone factor				Z	=	0.1	(Banglore: zone II, CL-6.4.2, TL-3)
Soil Condition factor , Sa / g						<!-- [if gte vml 1]> Bitmap <![endif]--><!-- [if !vml]--> <!-- [if gte msEquation 12]>0.09h𝑑<![endif]--><!-- [if !msEquation]-->0.09h/√d<!--[endif]-->
				T	=
Height of building				h	=	26m
Base dimension of building				Along X	=	16m
				Along Z	=	25m
				T along X	=	0.59s
				T along Z	=	0.47s
				Sa / g	=	2.325	2.906
Response Reduction Factor				R	=	5
Importance Factor				I	=	1
Horizontal Acceleration Coefficient				Ah	=	0.0232
				Ah	=	2.3248  %
Seismic Weight
Area of Each floor				A	=	400 m2
Due to Dead Loads  , Typical Floor				DL	=	8.75 kN/m2
				W DL	=	3500 kN
Due to Dead Loads  ,Roof				DL roof	=	5.25 kN/m2
				`	=	2100 kN
Due to Live Loads , Typical Floor				LL	=	3 kN/m2
				W LL	=	600 kN
Due to Live Loads , Roof				LL	=	3 kN/m2
				W LL	=	0 kN
Total Seismic Weight				W	=	30800 kN
Design Base Shear				VB	=	716.03 kN
Lateral Force at Different Levels
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Storey level	Wi	hi	Wihi2	ki	Lateral Force
	(kN)	(m)			Qx	Qz
Roof	2100	26	1419600	0.17	120.28	120.28
7th	4100	24.5	2461025	0.29	208.51	208.51
6th	4100	21	1808100	0.21	153.19	153.19
5th	4100	17.5	1255625	0.15	106.39	106.39
4th	4100	14	803600	0.10	68.09	68.09
3rd	4100	10.5	452025	0.05	38.30	38.30
2nd	4100	7	200900	0.02	17.02	17.02
1st	4100	3.5	50225	0.01	4.26	4.26
		∑	8451100	1.00	716.0342	716.0342

Design slab element using MS – Excel:

Design of Slab (IS 456):
	Span Shorter Direction (Clear)			ly	=	5.00	m
	Span Longer Direction (Clear)			lx	=	4.00	m
	Live Load on the Slab			LL	=	3.00	kN / m2
	Compressive stength of concrete			fck	=	30	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
Cl 24.1	Span to effective depth ratio			l/d	=	32
	Minimum effective depth			d	=	150.00	mm
	Overall depth			D	=	181.00	mm
	Provide Overall depth			D	=	150.00	mm
	Dia of bars for short direction			Φ	=	12	mm
	Dia of bars for long direction			Φ	=	12	mm
	Effective Depth			d	=	119.00	mm
	Loading on the slab
	Dead Load of the slab (DL)					3.75	kN / m2
	Super Dead Load					4.00	kN / m2
	Live Load on the slab					3.00	kN / m2
	Total Load on the slab (TL)					10.75	kN / m2
	Design Load = (Total Load x Load Factor i.e. 1.5)					16.13	kN / m2
	Effective Span			lx	=	5.12	m
				ly	=	4.12	m
	Ratio			ly/lx	=	0.805	Two Way
T26/27
			1.0	ax	1.10	ay
For negative moments (at top)			0.047	0.035279	0.053	0.047
For positive moments (at bottom)			0.035	0.025232	0.04	0.035
BM per unit width of slab				Mx = ax w lx2		My = ay w lx2
	For negative moments (at top)			14.91		19.86	KN-m/m
	For positive moments (at bottom)			10.66		14.79	KN-m/m
	Shear force , V		0.5wlx	41.27			kN/m
To check the effective depth of slab
				Mu,lim	=	0.138fckbd2
				d	=	60.01	mm
Depth of slab for shear force
T20				τc,max	=	3.5	N/mm2
				τc	=	0.29
Cl 40.2.1				k	=	1.3	D=150mm
				τc	=	0.377	N/mm2
				τv	=	Vu / bd
					=	0.35	N/mm2
				τv	<      τc	<  τc,max
				0.35	0.38	3.5
					SAFE
Determination of areas of steel
				Mu =	0.87fyAstd(1-Astfy/fckbd)
For Negative moments				Mu Top	=	14.91
				Ast	=	434.56	mm2/m
For Positive moments				Mu Bot	=	10.66
				Ast	=	310.81	mm2/m
Determination of distribution steel
				Astmin	=	0.12bd
						142.8	mm2
Selection of reinforcing bars
		Area of bars (Top steel)			=	113.04	mm2
			Spacing		=	260
					=	240	mm
			Provide 12mm bars at a spacing 240mm
		Area of bars (Bottom steel)			=	113.04	mm2
			Spacing		=	364
					=	300	mm
			Provide 12mm bars at a spacing 300mm

Create structural model using STAAD Pro Connect Edition:

• Open STAAD Pro software and first we need to create a frame layout
• Select structural wizard option

• Change the model type in 'Frame models' then select the Bay frame option

• The selected parameter dialog box is appeared now define the parameters as what we want and click apply

- Then merge in to STAAD model and also create a roof in normal method

- Now create the beam properties and materials

- The same procedure to follow the create the column properties and materials

- Now assign to the columns and beams using select option in parallel Y

- The beams have been assigned to the selected parallel X and Z asssign to it

- Create a support select fixed support option

- Add seismic load, so first loading tab and click new option, the dialog box will be appeared

- Click generate option the seismic parameter dialog box is appeared and fill the details were given

- Next add the seismic self weight

- Now select the Wind definition option and click add button, give the name and click add. 

- Add wind exposures

- Now craete load case details, add the Earthquake load in the X and -X direction

- Now add the earthquake load in Z and -Z direction

- Add the wind case in X and Z direction

X - Windward

-X - Leeward

Z - windward

-Z - Leeward

- Now define the dead load and live load. Click load case details and select add option to add dead load, live load. first assign the selfweight in dead load. Then assign the dead load of floor

- Now assign the dead load of roof

- Now assign the Live load on floor

- Then Live load on roof

- Now Add load combination and select Auto load combination option

- Here now all the loads has been applied successfully, noe run the analysis

- Shear Force

- Bending moment

- Click the Report tab

- Right click on the mouse there is 3D rendering option and click that

Design beam and column element using STAAD RCDC:

- In the STAAD Pro model there is a option called RCDC to design the beam and column. Create a new project and fill the detail

- After creating new project the beam details as shown

- Go to setting tab > click General and Reinforcement and fill the data

- Again go to setting tab > Rebar curtailment

- Now acquire the load combination

- Import the load combination

- Go to design tab > click Auto design option

- Now check the failure diagnostics, go to Reports tab > Failure diagnostics 

- None of the beams have failed

- Next click Repots > design summary

- Go to Report > Elevation 

- And now we going to design the column

- Create the new project

- go to setting > General and Reinforcement

- Now acquire the load combination

- Import that load combination

- Now check the failur diagnostics click Reports > Failure diagnostics 

- There is No failed columns

- Go to report > Elevation option

 

- Go to report tab > Design summary

Design Foundations using STAAD Foundation:

- In STAAD Pro model there is a Foundation design option

- Click STAAD foundation advanced

- Generate the load combination

- Create the job information

- Concrete and Reinforcement

- Isolated Footing design

- Detail ans Schedule drawing

- GA drawing

Prepare bar bending schedule for beam and column using STAAD RCDC:

Bar Bending Schedule for Beam:

 Bar Bending Schedule for Column:

 

RESULT:

Hence the beams and columns are designed using RCDC, Foundation are designed using STAAD foundation, all the tasks are successfully performed and necessary files are attached.