Analysis and Design of Pre- Engineered

Buildings For Industrial Shed

Submitted By:Shubham V. Parab 1202016Akshay A. Nikam 1202019Sujit H. Sonwalkar 1202015Aniket K. Mane 1202032

Under the guidance of :Prof.P.M.Mohite

ObjectivesTo study pre engineered building.To prepare a model of P.E.B.To analyze structure using Staad Pro.To design sections, connections etc.To study the effect of P.E.B. for following

issues:To reduce complexity on site.To achieve accuracy.Speed of work.

Pre Engineered BuildingSteel buildings in which excess steel is

avoided by Tapering the sections.Tapering is done as per Bending Moment

requirements.Components are manufactured in factory and

assembled on site.Larger plate dimensions are used in areas of

higher load effects.

Plan

Elevation

Problem statementInternal dimensions of building: l=60 m, b=15

mHeight of building up to eaves level= 6 mLocation of building= Islampur (pune region)Type of roofing = G.I.sheetsArea of opening (permeability of building 5% to

20%)Angle of rafter = < 100

Spacing between two columns = 6 mNumber of frames = 10

Load calculationDead load:1. Wight of purlin :5 kg/m2

2. Weight of sheeting :5 kg/m2

Total weight :10 kg/m2=0.1kN/m2

3. Self weight of tapered section

Live loadLive load =0.75 kN/m2 (Angle lesthan 10

0) = 0.75*6

Live load =4.5 kN/m2

Collateral load:Collateral load = 0.2* 6 =1.2 KN/M

(Assumed)

Wind load

Load cominationLoad combination of strength:(D.L.+L.L.)*1.5+1.05 *C.L.(D.L.+W.L.S.)*1.5(D.L.+W.R.P.)*1.5(D.L.+W.R.S.)*1.5(D.L.+W.P.P.)*1.5(D.L.+W.P.S.)*1.5(D.L.+L.L.)*1.2+1.05*C.L.+0.6* W.L.P.(D.L.+L.L.)*1.2+1.05*C.L.+0.6* W.L.S.(D.L.+L.L.)*1.2+1.05*C.L.+0.6* W.R.P.(D.L.+L.L.)*1.2+1.05*C.L.+0.6* W.R.S.(D.L.+L.L.)*1.2+1.05*C.L.+0.6* W.P.P.(D.L.+L.L.)*1.2+1.05*C.L.+0.6* W.P.S.

Load combination of serviceability: (D.L.+L.L.+C.L.)*1D.L.* 1+(L.L.+C.L+W.L.P.)*0.8D.L.* 1+(L.L.+C.L+W.L.S.)*0.8D.L.* 1+(L.L.+C.L+W.R.P.)*0.8D.L.* 1+(L.L.+C.L+W.R.S.)*0.8D.L.* 1+(L.L.+C.L+W.P.P.)*0.8D.L.* 1+(L.L.+C.L+W.P.S.)*0.8 (D.L.+W.L.P.)*1 (D.L.+W.L.S.)*1 (D.L.+W.R.P.)*1 (D.L.+W.R.S.)*1 (D.L.+W.P.P.)*1 (D.L.+W.P.S.)*1

B.M.D.

CONVENTIONAL BUILDING

PRE ENGINEERED BUILDING

Results Sl. No. Description PEB

CSB1 Steel Take Off (kN) 12.194 84.5952 Support Reaction (kN) 10.62 375.5823 Maximum deflection (mm) 39.48 8.6114 Maximum Shear Force (kN) 66.894 453.9815 Maximum Moment (kNm) 175.52 908.577

AdvantagesPEB System is zero maintenance & superior

in strength than conventional.Lower Cost.Quality Control.Large Clear Spans.strict quality control environment, thereby

ensuring superior quality & finish.Easier to incorporate future expansions

DisadvantagesNot used for multi-storey building.Technical person is required on site.Special Machinery is required.Design of member takes more time.

ConclusionUsing of PEB instead of CSB may be reducing

the steel quantity.Reduction in the steel quantity definitely

reducing the dead load.Reduction in the dead load reducing the size

of Foundation.Using of PEB increase the Aesthetic view of

structure.

ApplicationsWARE HOUSESINDUSTRIAL SHEDSFACTORIESWORKSHOPSOFFICESGAS STATIONSVEHICLE PARKING SHEDSSHOW ROOMSAIRCRAFT HANGERSSCHOOLSSPORTS AND RECREATIONAL FACILITIES

Erecting P.E.B.

Reference Limit State Design in Structural Steel- M. Y .

Shiyekar.Pre-Engineered metal Buildings the latest trend

in building construction‖ by K.K.Mitra – Gen. Manager (marketing) Lloyd Insulations (India) Limited

IS : 800 - 2007 :- General Construction In Steel - Code of Practice.

IS : 875 (Part 1) - 1987 :- Code of Practice for Design Loads (Other Than Earthquake) for Buildings

IS : 875 (Part 2) - 1987 :- Code of Practice for Design Loads (Other Than Earthquake) for Buildings and Structures- Live Loads.

IS : 875 (Part 3) - 1987 :- Code of Practice for Design Loads (Other Than Earthquake) for Buildings and Structures- Wind Loads.