Project 1

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

Procedure -

DBR - Design Basis Report -

Step 1) Given data -

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

Step 2) Creating Geometry of the Model

i) Create the geometry of the model

ii) As it is Residential Building and it has following dimensions

iii) L = 16m

iv) B = 25 m

v) H = 30 m

vi) Once geometry is created assign support condition as Fixed

Step 3) Material Specification

i) Assume the size of beams - 0.300 x 0.450 m

ii) Assume the size of columns - 0.500 x 0.500 m

Step 4) Loads

Calculation of Loads -

1) Calculation of Dead Load - IS 875 part 1

i)Dead load on Floor

i) Dead load due to slab = 0.150 x 25

= 3.750 Kn/m2

ii) Partitions = 1.5 Kn/m2

iii) Floor Finish = 2.5 Kn/m2

iv) Miscellaneous = 1 Kn/m2

v) Total Floor Load = 8.75 Kn/m2

ii) Dead load on Roof

i) Dead load of Roof Slab = 3.75 Kn/m2

ii) Insulaions and Water Proofing = 0.5 Kn/m2

iii) MEP Services = 0.5 Kn/m2

iv) Miscellaneous = 0.5 Kn/m2

v) Total Roof Load = 5.25 kn/m2

2) Live Load - IS 875 part 2

i) For Residential Building LL = 3 Kn/m2

ii) For Roof = 1.5 Kn/m2

3) Calculation of Wind load

i) Design Wind Speed

We know that

Vz = Vb x k1 x k2 x k3 x k4

where ,

Vb=Basic wind speed (m/sec)

K1=Risk coefficient (Table 1 of IS 875 (Part 3)-2015)

K2 = Terrain Roughness and height factor

K3=Topography factor (Clause 6.3.3 of IS 875 (Part 3)-2015)

K4 =Importance factor for Cyclic Region

AS Vb = 33 m/s ( Darjeeling ) Is 875

K1 = 1

K2 = 1.15 ( Ht for 30m) ( Category 1)

K3 = 1

K4 = 1

Therefore ,

Vz = 33 x 1 x 1.15 x 1 x 1

= 37.95 m/s

ii) Wind Pressure = Pz

Pz = 0.6 x Vz ^2

= 0.6 x 37.95 x 37.95

= 864.121 N

= 0.864 Kn

Similarly we can calculate for different heights

Height (m)	k2	Vz (m/s)	Pz	Pz in kN
3.5	1.05	34.65	720.37	0.720
7	1.05	34.65	720.37	0.720
10.5	1.06	35.2	743.424	0.743
14	1.08	35.64	762.12	0.762
17.5	1.10	36.3	790.61	0.790
21	1.125	37.13	827.18	0.827
24.5	1.13	37.29	834.32	0.834
28	1.15	37.95	864.121	0.864

4) Calculation of Seismic load

1) Design Base Shear

VB = Ah x W

where ,

Ah = Horizontal Coefficient of acceleration

W = Seismic Weight

ii) Ah can be calculated by using formula

Ah = Z/2 x Sa/g x I/R

As given building in location is in Bangalore -

a) Seismic Zone (Z) - Zone II ( 0.10 )

b) Soil condition or Soil type (Sa) - Hard Soil

c) Importance Factor - 1 ( For Residential Building )

d) Response Reduction Factor - 5 ( SMRF)

2)

i) Now we have to calculate the Sa/g ( Spctral Acceleraion cpefficient) which depends on Type of soils .

ii) For hard Soil -

Sa/g = 1 + 15 T .........................0.00 < T < 0.10

2.50 ...............................0.10 < T < 0.40

1 / T ..............................0.40 < T < 4.00

iii) First we have to calculat Time peroiod in x and y direction (20x 30m)

Tx = `(0.09h)/sqrt d`

= `(0.09X30 )/4`

Tx = 0.68 sec

Ty = `(0.09h)/sqrt d`

= `(0.09X30 )/5`

Ty = 0.54 sec

Considered Max time period i.e Tx = 0.68 sec

Therefore

Sa / g = 1/T

= 1.47

So put all the values in Ah equation

Ah = 0.10/2 x 1.47 x 1/5

Ah = 0.0147

3) Calculation of Seismic weight

i) Area of each Floor = 16 x 25

= 400 m^2

ii) Due to Dead Loads , Typical Floor = DL = 8.75 Kn/m^2

So Total Dead load of all floors = 8.75 x 400

= 3500 Kn

iii) Due to Dead Loads ,Roof = DL of roofs = 5.25 Kn/m^2

So Total Dead load of all floors = 5.25 x 400

= 2100 Kn

iv) Due to Live Loads , Typical Floor = LL = 3 Kn/m^2 ( Is 875 part 2)

But as per IS 1893:2016 If Live load is greater than 3 Kn/m^2 we have to reduced LL by 50%

Therefore reduced it by 50%

LL = 1.5 Kn/m^2

Total Live load for all floors = 1.5 x 600

= 600 KN

v) Due to Live Loads , Roof - AS per IS 1893 : 2016 Live load due to roof is neglected in calculation of seismic weight .

vi) Total Seismic Weight = W = DL + LL + DL roof

= (3500+ 600) x 7 + 2100

= 30800 Kn

4) Design Base Shear VB

VB = Ah x W

= 0.0147 x 30800

= 452.76 Kn

Storey level	Wi	hi	Wihi2	ki	Lateral Force
	(kN)	(m)			Qx	Qz
Roof	2100	28	3214400	0.31	140.035	140.035
6th	4100	24.5	2461025	0.24	108.66	108.66
5th	4100	21	1808100	0.17	76.96	76.96
4th	4100	17.5	1255625	0.12	54.33	54.33
3rd	4100	14	803600	0.07	31.70	31.70
2nd	4100	10.5	452025	0.044	19.92	19.92
1st	4100	7	200900	0.019	8.60	8.60
GF	4100	3.5	50225	0.005	2.26	2.26
		∑	10245900	1	442.47	442.47

Step 5)

i)WL + X direction

ii) WL -X direction

iii) WL +Z direction -

iv) WL -Z direction

v) DL and LL

Step 6) Design of slab element

Step 6)

i) Once setting is done

ii) Click on Design and Click on Auto Design

iii) All the load cases which we have defined will come

iv) Select the type of load

v) Click on Okay

vi) Click on Add from Ananlysis option for adding Load combinations

vii) Click on Okay

Step 7)

i) Once you click Okay

ii) Software will design the beams

iii) As we can see all the beams are in Green colour

iv) So all the beams are passed

v) And We can see the design also

Step 8) - Preparing BBS

i) For BBS

ii) Click on BBS

iii) Click on Generate BBS

iv) We can select All beams or we can select group wise

v) Select B1-B2-B3-B4

vi)Click on Generate

BBS is prepared for B1-B2-B3-B4

Step 9)

i) Click on Report

ii) Click on Design Summary

Step 10) Beam Design Calculation Report

Similarly Follow the same procedure for Column Also

i) Create a New Project

As we can see grids are automatically created with column mark

ii) Setting - Design Setting

iii) Setting - Reinforcement Setting

iv) Design - Auto Design

Select load cases and Load Combinations

v) Design output

As we can see that Columns are failing

So we need to increase the Column Size

So we need to increase the Column Size

vi) BBS

vii) Design Calculation Report for C1

Design Foundations using STAAD Foundation.

Step 1)

i) Open the model

ii) Click on Staad Foundation

iii) Create a Job

iv) Enter concrete and reinforcement details

v) Enter Soil property

vi) Click on Design

vii) Once design is completed you will see the details of footing

viii) Design output of footing

Results -

i) DBR is prepared from Step 1 to Step 4 ( Input Details )

ii) Structural Model has been created and Analyze it successfully

iii) DL, LL, WL and EQL load are calculated in above steps as per IS 875 standards

iv) Slab element is designed and calculated in above steps

v) Beam and Column is designed in RCDC and Calculation sheet is ptovided in above steps

vi) BBS is also prepared

vii) Foundation is designed in Staad Foundation .