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ANALYSIS AND DESIGN ofOffice Building ANALYSIS AND DESIGN OF inland revenue buildingGroup Members:Krishna Sundar Kusi (064BCE263)Rabindra Prajapati (064BCE269)Sher Bahadur Thapa (064BCE282)Sujan Shrestha (064BCE290)Suman Ghimire (064BCE292)

Project Supervisor:Er. Rameshwor ShresthaKhwopa Engineering CollegePurbanchal University

Date: 069/03/05INTRODUCTION: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 ProjectDetail Structural Analysis using Structural Analysis Program.Sectional Design of Structural Components.

Salient Feature of The ProjectProject Name: ANALYSIS AND DESIGN OF INLAND REVENUE BUILDINGBuilding Type: Office Building.Site Location:Bharatpur, Chitwan.Property Area: 713.89 sq m (7684.248sq ft) = 1Ropani, 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 ProjectTotal No. of Storey:3 storey Type of Construction: RCC StructureHeight of Building:10 m above Ground LevelType of Sub-Soil:Sub Soil (Type-III) having Safe Bearing Capacity 200 KN/m2Access Road: Main access 11 m wide Two Lane Road

1) Architectural DrawingsSite planBuilding planElevationSectionSITE MAP

BUILDING PLAN

BUILDING ELEVATION

BUILDING SECTION

IS codes usedIS 456:2000IS 1893:2002IS 13920:1993SP 16SP 34

Software UsedAuto CADExcelSAPDesignConcrete grade: M20 for all structural elementsReinforcement Steel: FE 415 Tor steelIdentification of loadsDead loads calculated as per IS:875(I)-1987Seisimic loads calculated as per IS :1893 (I) :2002 considering chitwan located at Zone VImposed loads calculated as per IS:875(II)-1987

Preliminary Design FLOOR SLABDesign data: For concrete grade M20 and Steel Fe415Live load on slab : 4 KN/m (IS 875:1987, Table-I)Live load on stair : 4 KN/m (IS 875:1987, Table-I)Live load on roof : 1.5 KN/m (IS 875:1987, Table-II)Floor finishing (cement plaster) : 0.6 KN/mSIZING OF SLABSlab Sizing :From the IS code 456-2000, clause : 24.1For continuous slab, the deflection criteria is;Span/Depth 40 X0.8 X modification factorWhere,L= 4500mm

Reinforcement graph;Modification factor = 1.3L/D40*0.8*1.3D(4500/40*0.8*1.3)D108.17mm D=108.17*1.5 (factor of safety) D=162.3mmhence; take D=165mm (overall)SIZING OF BEAMBeam Design data :Span length = 5000 mmFrom IS code 456-2000, clause 23.2.1Length /Depth=26 (for continuous beam )D=(L/26) X modification factorModification factor = 1.3 from above calculationD=(5000/26) X1.3 = 250 mmD=250 X 2 (factor of safety) =500 mmTake D=550mmB=(1/2) X D =0.5 X 550 = 275 mmTake B =300 mmHence size of Beam = 300 X 550 mmProcedure:Effective length for effectively held in position and restrained against rotation in both ends = 0.65 x lAssume the size of the columnSlenderness ratio = effective length/minimum lateral dimensionS.R12, Long ColumnBy using tributary area of column from plan view Loading area = 4.500 X5.00= 22.50 mSIZING OF Column

Loading Calculation:S.R=3.6/0.45 =8.0 (Short Column)Loading due to roof slab : 4 X 22.50=90.00 KNLoading due to floors : 2 X 6 X 25.16=301.92 KNLoading due to beams : 0.3 X 0.55 X 25(4.50+5.00) X 3 =117.56 KNLoading due to columns : 0.45X0.45X25X3X3.56 = 53.15 KNTotal dead load = 562.63 KNLive load =(4X4X22.50X3)+(0.4X4X4X22.50) =1224 KNTotal Load = D.L.+L.L. = 1786.63 KN

Factored Load, Pu=1.5X1786.63=2679.945 KNFor earthquake provision 25 % of load on total loadDesign load=1.25 X 2679.94 =3349.925 KNEffective Length = 0.65X3.6=2.34m =2340mm (for both end fixed) Slenderness Ratio = effective length/ Minimum lateral dimension = 5.2 Hence, Short Column. Pu= o.4ck .Ac+ 0.67y.Asc (assuming 4% of steel) Ac = 175138.58 mm2 Adopt,Size of column = 450 X 450 mm

Load CalculationDEAD LOADSDead load is produced by:SlabBeamsColumnsWallsStaircase and so on.

FROM IS 875:1987 Part I.

MATERIALSUNIT WEIGHTConcrete25 KN/m3Screeding and Punning 23 KN/m3Plaster20.4 KN/m3Terrazzo Paving24 KN/m3Marble26.7 KN/m3Filling18 KN/m3Mangalore Pattern Tile0.025 KN/m2Soil16 KN/m3Water10 KN/m3Cement Glass Fibre15 KN/m3Dead Load Calculation of Floor SlabTotal load=2.821KN/m2

PARTICULARS LOAD INTENSITY General(bed room, kitchen, living room) =4 KN/m2Toilet = 2 KN/m2Utility = 4 KN/m2Balcony and Passage = 4 KN/m2Terrace =1.5KN/m2Roof with access provided =1.5KN/m2

LIVE LOADSLoad Transfer From Slab To Beam

Load Transfer From Slab To Beam

q intensity of loadLx short span lengthLy Long spanm Ly/Lx Triangular UDL=q*Lx/3Trapezoidal UDL=q*Ly(3-m2)/6

Load Transfer From Slab & Beam to Column

S.N.Beam IDLength (m) c-cClear span (m)Slab intensity (q) kn/mDead load (kn/m)Total Dead load Intensity (KN/m)LxLym (Lx/Ly)Tri. (q*lx/3)Trapa. (q*ly)(3-m)/6WallBeamParapetPartition1III BC115.004.555.3214.550.000.008.0700.0005.1524.1253.6510.00020.9982III CD115.004.555.3214.550.000.008.0700.0005.1524.1253.65110.30431.3023III DE115.004.555.3214.550.000.008.0700.0005.1524.1253.6510.00020.9984III EF115.004.555.3214.550.000.008.0700.0005.1524.1253.6510.00020.9985III FG115.004.555.3214.550.000.008.0700.0005.1524.1253.6510.00020.9986III AB224.504.055.3214.050.000.007.1830.0005.1524.1253.6510.00020.1117III BC225.004.555.3214.554.550.890.0008.9085.1524.1250.0000.00018.1858III CD225.004.555.3214.554.550.898.0708.9085.1524.1250.00010.30436.5599III DE225.004.555.3214.554.550.898.0708.9085.1524.1250.0000.00026.25510III EF225.004.555.3214.554.550.898.0708.9085.1524.1250.0000.00026.25511III FG225.004.555.3214.554.550.898.0708.9085.1524.1250.0000.00026.2555.15212III AB334.504.055.3214.050.000.007.1835.1524.1253.6510.00020.11113III BC335.004.555.3214.554.550.898.0708.9085.1524.1250.0000.00026.25514III CD335.004.555.3214.554.550.898.0708.9085.1524.1250.0000.00026.25515III DE335.004.555.3214.554.550.898.0708.9085.1524.1250.0000.00026.25516III EF335.004.555.3214.554.550.898.0708.9085.1524.1250.00010.30436.55917III FG335.004.555.3214.554.550.898.0708.9085.1524.1250.0000.00026.255Seismic analysis EARTHQUAKE LOADSThis load on a structure depends on the site of the structure, maximum earthquake intensity and the local soil, the stiffness design and construction pattern, and its orientation in relation to the incident seismic waves.It is the load act horizontally in accordance with storey masses of building.Its effect should be considered along both axes of the building taken one at a time.EARTHQUAKE LOADSMethod of analysis used:Seismic Coefficient Method (Static)

SEISMIC COEFFICIENT METHODThe Seismic Coefficient Method is generally applicable to building up to 40m height and those are more or less symmetrical in plan and elevation.The wind loads and the earthquake loads are assumed not to act simultaneously.The building is designed for the worst of the two loads.

Lump Mass CalculationIt is the full dead load plus appropriate amount of imposed load on particular storey.While calculating the dead load, the weight of columns and walls in any storey should be equally distributed to the floors above and below the storey.Intensity of wall in beam per m run = 50% of wall intensity from lower floor + 50% of wall load intensity from that floor or100% of parapet wall intensity at external beams if exists.Lump Mass Calculation

Lump Mass Calculation

base shear Calculation

The base shear VB is given by the following equation VB = Ah* w

Ah = (Z/2)*(I/R)*(Sa/g)where, (I/R) 1Lateral load Calculation After calculating the base shear VB, the distribution of earthquake force on different floor is determine as follows Fi = [Wihi2 /(Wihi2)] * VB Lateral load Calculation

sap modeling and analysisComplete 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

Shear force and Bending Moment of Beams

EQ-x M 3-3 Diagram from SAP

EQ-y M 3-3 Diagram from SAP

REMAINING PARTSDesign of StaircasesStructural Design and detailing Thank You