MINI PROJECT-IIANALYSIS AND DESIGN OF AN INDUSTRIAL BUILDING

SUBMITTED BYD. HIMA BINDU06DA009

GIVEN DATALength of the building = 42 m.Span of the truss = 16 m.Spacing of truss = 6 m.Pitch of roof = 1 in 5.Basic wind pressure = 2 KN/m.Snow fall = NIL.Height of eaves above GL = 8m.Horizontal force due to overhead crane = 25KN.Height of the rails above base = 5m.SBC of soil=250 KN/m.

MAJOR COMPONENTS OF AN INDUSTRIAL BUILDING

1.Roof trusses2.Gantry girder3.Side rails (or grits) with claddings4.Gable rafter5.Gable columns6.Rafter bracing7.Vertical bracing in longitudinal side8.Gable wind girder at eave level9.Main columns10.Column brackets

COMPOUND FINK TRUSS

DIMENSIONS OF THE TRUSSSpan of the knee braced roof truss = 16.0 m. Rise of roof truss = 1/5 x span = 1/5 x 16= 3.2 m.Let be the slope of the roof truss, then tan = 3.20 8.0 = 21.8Length of the sloping side of the roof= (8.02 + 3.22) = 8.62 m.Sloping side is divided into 6 PANELS of equal length = 8.62/6 = 1.44m.

DESIGN OF CHANNEL SECTION PURLINSpacing of Purlins = 1.44 mSpan of Purlins = 6.0 mLoad calculation:Dead load W1 As per IS 875 part ILive load W2 As per IS 875 part IIWind load W3 As per IS 875 part III

Combination of loads1) Dead load2) Dead load + Live load3) Dead load + Wind load (critical case)

LOAD ACTING ON PURLINProvide ISMC 150@ 164 N/m @ distance of 1.44m as purlin sectionW3W2W121.8

ANALYSIS OF ROOF TRUSS Dead load

2.Live load

3.Wind load

LOAD COMBINATIONDead load + live load

Dead load + wind load

Design of tension memberMax tensile force member = -270.9KN (DL + WL)

As per IS 800-1984 section 4 clause 4.2.1.2For 2- ISA connected to the same side of the gusset plateA1 = Effective c/s area of the connected leg = (b-nd-t/2)tA2 = gross c/s area of unconnected leg = (b-t/2)t K = 5 A1 /(5 A1+ A2)Net eff cross area = A1 + A2 kPsafe = at x A = 0 .6 fy x A > 270.9 KN

provide 2 - ISA 130 X 130 X 12 mm @468 N/m

Design of compression member Max Compressive force member = 250.013KN (DL + WL) = leff / r minfrom IS 800 1984 table 5.1 permissible stress in axial compression ac Psaf = ac x Area > 250.013 KNhence safe ok provide ISA 70 X 70 X 8 @456N/m

GABLE WIND GIRDER

Design of critical tension member:Provide 2- ISA 70 x 70 x 10 mm @ 200 N/m Design of a critical compression member:Provide 2- ISA 100 x 100 x 10 mm @ 298 N/m

DESIGN OF COLUMNS SUPPORTING THE ROOF TRUSSES Case C

Left side knee brace

right side knee brace

CASE D

left side knee brace

right side knee brace

Max BM = 148.42 KN-mMax tension = 115 KNLOADSLoad on each column due to DLLoad on each column due toLL Toal load Net load Max BM

from IS-800 1984 table 5.1 = leff / rmin Permissible stress in axial compression ac Based on T/t D1/t d/t From table 6.1 B of IS 800-1984 Permissible stress in bending compression bc ac cal = P/A bc cal =M/Zxx ac(cal) / ac, + bc (cal ) / bcx Cm/1- ac(cal) /.6fCC 1

provide ISHB 350 @ 674 N/m as column

DESIGN OF GABLE RAFTER

Dead LoadLive load Wind Load Provide 2-ISA 80x80x10 @ 14 kg/m for gable rafter.

DESIGN OF SIDE RAILS Provide side rails of ISA 110x110x12@ 19.6 kg/m @ 1.6m spacing.

DESIGN OF GABLE COLUMN Provide Gable column ISHB 250 @ 510N /m

VERTICAL SIDE BRACING

Horizontal force due to gantry girder= 25 KNReaction from the gable wind girder =107.52 KNie,Force in member cf (Eaves strut) = 107.52 kNForce in member ai

Design of compression memberProvide 2-150 x 150 x 15 mm @336 N/mdesign of tension member:Provide 2-100 x 100 x 8 mm @ 268 N/m

DESIGN OF RAFTER BRACING

The rafter bracing is critical in tension and hence designed for tension and checked for compression. Provide ISA 70 x 70 x 10 @ 102 N/m

DESIGN OF GRILLAGE FOUNDATION Area of footing required Check for combined stressbearing pressure on soil fb = P/A M/Z Design of upper tier The beam are designed for given load and moment Providing 4 beams in upper tier Provide ISLB 300 @ 481N/mDesign of beam in lower tierProvide ISLB 225 @ 235 N/m as beams in lower tier