ANALYSIS AND DESIGN OF

OFFICE BUILDING

INTRODUCTION

-By Suman Ghimire

ANALYSIS AND DESIGN OF INLAND REVENUE BUILDING

Group Members:Krishna Sundar Kusi (064BCE263)Rabindra Prajapati (064BCE269)Sher Bahadur Thapa (064BCE282)Sujan Shrestha (064BCE290)Suman Ghimire (064BCE292)

Project Supervisor:Er. Rameshwor Shrestha

Khwopa Engineering CollegePurbanchal University

Date: 2069/03/05

INTRODUCTION:

• Civil Engineering is the Versatile Field of Engineering which incorporates Structural, Highway, Bridge, Irrigation, Foundation, Hydropower and many more.

• Earthquake , the most essential part to consider in the building design in Nepal

OBJECTIVES OF THE PROJECT

• Detail Structural Analysis using Structural Analysis Program.

• Sectional Design of Structural Components.

SALIENT FEATURE OF THE PROJECT

• Project Name: ANALYSIS AND DESIGN OF INLAND REVENUE BUILDING

• Building Type: Office Building.• Site Location: Bharatpur, Chitwan.• Property Area: 713.89 sq m (7684.248sq ft) = 1

Ropani, 6 Anna and 1 paisa 3.23 Daam)• Plinth area covered: 409.07 sq.m (4403.193

sq.ft) (0 Ropani, 12 Anna ,3 paisa and 1 Daam)

SALIENT FEATURE OF THE PROJECT

• Total No. of Storey: 3 storey • Type of Construction: RCC Structure• Height of Building: 10 m above Ground Level• Type of Sub-Soil: Sub Soil (Type-III)

having Safe Bearing Capacity 200 KN/m2

• Access Road: Main access 11 m wide Two Lane Road

1) ARCHITECTURAL DRAWINGS

•Site plan•Building plan•Elevation•Section

SITE MAP

BUILDING PLAN

BUILDING ELEVATION

BUILDING SECTION

IS codes used• IS 456:2000• IS 875:1987( I & II)• IS 1893:2002• IS 13920:1993• SP 16• SP 34

Software Used• Auto CAD• Office Word• Excel• SAP

Design

• Concrete grade: M20 for all structural elements• Reinforcement Steel: FE 415 Tor steel

Identification of loads

• Dead loads calculated as per IS:875(I)-1987• Seismic loads calculated as per IS :1893 (I) :2002 considering Chitwan located at Zone V.• Imposed loads calculated as per IS:875(II)-1987

PRELIMINARY DESIGN

-By Rabindra Prajapati

FLOOR SLABDesign data:

• For concrete grade M20 and Steel Fe415• Live load on slab : 4 KN/m² (IS 875:1987, Table-I)• Live load on stair : 4 KN/m² (IS 875:1987, Table-I)• Live load on roof : 1.5 KN/m² (IS 875:1987, Table-II)• Floor finishing (cement plaster) : 0.6 KN/m²

SIZING OF SLAB

Slab Sizing :• From the IS code 456-2000, clause : 24.1

For continuous slab, the deflection criteria is;

• Span/Depth ≤ 40 X0.8 X modification factor

• D=162.3mm

hence; take D=165mm (overall)

SIZING OF BEAMBeam Design data :

• Span length = 5000 mm• D=(L/26) X modification factor • Take D=450mm• B=(1/2) X D =0.5 X 450 = 225 mm• Take B =230 mm• Hence size of Beam = 230 X 450 mm²

Procedure:• Effective length for effectively held in position and restrained

against rotation in both ends = 0.65 x l• Slenderness ratio = effective length/minimum lateral

dimension• By using tributary area of column from plan view • Loading area = 4.7500 X5.00

= 23.50 m²

SIZING OF COLUMN

Total Load = D.L.+L.L. = 1786.63 KN

• Pu= o.4σck .Ac+ 0.67σy.Asc • Ac = 175138.58 mm2 Adopt,• Size of column = 450 X 450 mm²

LOAD CALCULATION

- By Krishna Sundar Kusi

DEAD LOADS

Dead load is produced by:• Slab• Beams• Columns• Walls• Staircase and so on.

FROM IS 875:1987 Part I.

MATERIALS UNIT WEIGHTConcrete 25 KN/m3

Screeding and Punning 23 KN/m3

Plaster 20.4 KN/m3

Terrazzo Paving 24 KN/m3

Marble 26.7 KN/m3

Filling 18 KN/m3

Mangalore Pattern Tile 0.025 KN/m2

Soil 16 KN/m3

Water 10 KN/m3

Cement Glass Fibre 15 KN/m3

DEAD LOAD CALCULATION OF FLOOR SLAB

Total load=2.821KN/m2

PARTICULARS LOAD INTENSITY • General(bed room, kitchen, living room) =4

KN/m2

• Toilet = 2 KN/m2

• Utility = 4 KN/m2

• Balcony and Passage = 4 KN/m2

• Terrace =1.5KN/m2

• Roof with access provided =1.5KN/m2

LIVE LOADS

LOAD TRANSFER FROM SLAB TO BEAM

LOAD TRANSFER FROM SLAB TO BEAM

• q –intensity of load• Lx –short span length• Ly –Long span• m –Ly/Lx

• Triangular UDL=q*Lx/3• Trapezoidal UDL=q*Ly(3-m2)/6

LOAD TRANSFER FROM SLAB & BEAM TO COLUMN

S.N.

Beam ID

Length (m) c-c

Clear span (m)

Slab intensit

y (q) kn/m²

Dead load

(kn/m)

Total Dead load

Intensity (KN/m)

Lx Ly m (Lx/Ly)

Tri. (q*lx/3

)

Trapa. (q*ly)

(3-m²)/6

Wall Beam Parapet Partition

1 III BC11 5.00 4.55 5.321 4.55 0.00 0.00 8.070 0.000 5.152 4.125 3.651 0.000 20.998

2 III CD11 5.00 4.55 5.321 4.55 0.00 0.00 8.070 0.000 5.152 4.125 3.651 10.304 31.302

3 III DE11 5.00 4.55 5.321 4.55 0.00 0.00 8.070 0.000 5.152 4.125 3.651 0.000 20.9984 III EF11 5.00 4.55 5.321 4.55 0.00 0.00 8.070 0.000 5.152 4.125 3.651 0.000 20.998

5 III FG11 5.00 4.55 5.321 4.55 0.00 0.00 8.070 0.000 5.152 4.125 3.651 0.000 20.998

6 III AB22 4.50 4.05 5.321 4.05 0.00 0.00 7.183 0.000 5.152 4.125 3.651 0.000 20.111

7 III BC22 5.00 4.55 5.321 4.55 4.55 0.89 0.000 8.908 5.152 4.125 0.000 0.000 18.185

8 III CD22 5.00 4.55 5.321 4.55 4.55 0.89 8.070 8.908 5.152 4.125 0.000 10.304 36.559

9 III DE22 5.00 4.55 5.321 4.55 4.55 0.89 8.070 8.908 5.152 4.125 0.000 0.000 26.25510 III EF22 5.00 4.55 5.321 4.55 4.55 0.89 8.070 8.908 5.152 4.125 0.000 0.000 26.255

11 III FG22 5.00 4.55 5.321 4.55 4.55 0.89 8.070 8.908 5.152 4.125 0.000 0.000 26.2555.152

12 III AB33 4.50 4.05 5.321 4.05 0.00 0.00 7.183 5.152 4.125 3.651 0.000 20.111

13 III BC33 5.00 4.55 5.321 4.55 4.55 0.89 8.070 8.908 5.152 4.125 0.000 0.000 26.255

14 III CD33 5.00 4.55 5.321 4.55 4.55 0.89 8.070 8.908 5.152 4.125 0.000 0.000 26.255

15 III DE33 5.00 4.55 5.321 4.55 4.55 0.89 8.070 8.908 5.152 4.125 0.000 0.000 26.25516 III EF33 5.00 4.55 5.321 4.55 4.55 0.89 8.070 8.908 5.152 4.125 0.000 10.304 36.559

17 III FG33 5.00 4.55 5.321 4.55 4.55 0.89 8.070 8.908 5.152 4.125 0.000 0.000 26.255

SEISMIC ANALYSIS

- By Sujan Shrestha

EARTHQUAKE LOADS• Load on a structure depends on:

- The site location- Maximum earthquake intensity - The local soil - The stiffness design and construction pattern- Its orientation in relation to the incident seismic waves.

• Is the load act horizontally in accordance with storey masses of building.

• Effect should be considered along both axes of the building taken one at a time.

LUMP MASS CALCULATION

LUMPED MASS MODEL

BASE SHEAR CALCULATION

• IS 1893(Part 1):2002; clause 7.5.3 The base shear VB is given by the

following equation VB = Ah* w

Ah = (Z/2)*(I/R)*(Sa/g) where, (I/R) ≤1

LATERAL LOAD CALCULATION

• IS1893(Part 1):2002; clause 7.7 The distribution of earthquake force on

different floor is determined as follows:Qi = [Wihi

2 /∑(Wihi2)] * VB

LATERAL LOAD CALCULATION

• LATERAL LOAD ON BUILDING

SAP MODELING AND ANALYSIS

- By Sher Bahadur Thapa

Complete Frame structure with Slab , Beam, Column

Complete Frame structure with Slab , Beam, Column

Dead Load On Frame 1-1Due to Dead Load of Slab

Live Load On Frame 1-1 Due to Live Load On Slab

EQ-x M 3-3 Diagram from SAP

EQ-y M 3-3 Diagram from SAP

ENV M 3-3 Diagram from SAP

STRUCTURAL DESIGN AND DETAIL

- By Sher Bahadur Thapa

STRUCTURAL DESIGN AND DETAIL

• Design of Staircases• Structural Design and detailing

BEAM DESIGN

• Designed by Moment Criteria in the Limit State Method IS 456:2000.

• The Maximum BM are calculated and steel are provided to resist the moments

• Mu=0.87*fy*Ast(d-fy*Ast/(fck*b))• The Steel Areas at the Mid Span and Support

Section depend on the respective BM.• Shear stirrups are provided to resist vertical shear

force using IS 456:2000

TYPICAL BEAM DETAILING

COLUMN DESIGN• Column is designed as per SP 16 and IS 456:2000• Column having biaxial bending is designed checking for

minimum eccentricity as per codal provisions.• For Safe design of column

(Mux/Mux1) αn +(Muy/Muy1) αn≤ 1Where Mux ,Muy=moment about x and y axis due to design loads

Mux1,Muy1=maximum uniaxial moment capacity for an axial load of Pu, bending about x and y axes resp. αn is related to Pu/Puz

TYPICAL COLUMN DETAILING

SLAB DESIGN

• According to IS 456:2000, clause: D-1.1 24.4.1 Mux= xw Lx

2 Muy= yw Lx

2 for two way slab design where x and y are given by IS 456:2000

• The steel required can then be calculated as Mu=0.87*fy*Ast(d-fy*Ast/(fck*b))

• Check for Shear, deflection, and development lengths are done on both ways meeting the codal provision

SLAB REINFORCEMENT DETAILING

STAIRCASE DESIGN

• Staircase types Dog legged and open well types are designed as per IS 456 : 2000.

• Depth of waist slab is governed by deflection criteria.• Analysis by using equivalent beam modeling loaded

by all the dead loads from steps and landings as well as the live loads.

• Maximum bending moment for the beam is used to calculate the reinforcement requirement as below

Mu=0.87*fy*Ast(d-fy*Ast/(fck*b))

STAIRCASE DETAILLNG

FOUNDATION DESIGN

• Foundation types of Isolated, Combined and Raft foundations are designed considering limit state method corresponding to IS 456:2000.

• Check for one way shear, two way punching shear as well as development length are done.

• The depth of foundation is usually governed by the shear criteria.

FOUNDATION DETAILING

CONCLUSION A ND RECOMMENDATION

• Review of the project• Dynamic analysis• Isolated Lifts and fire escape• Long span cantilevers• Pile foundation needed to minimize the raft

depth.

•THANK YOU!!!