WE HAD BEEN GIVEN TWO PROJECTS FOR THE DESIGN PART . THESE WERE

(1) DESIGN OF AN INDUSTRIAL SHED ENTIRELY WITH TATA STRUCTURA HOLLOW STEEL SECTIONS

(2) DESIGN OF A G+2 RESIDENTIAL STEEL BUILDING

PROJECT 1

DESIGN OF INDUSTRIAL SHED MODEL

SOME SALIENT FEATURES OF OUR MODEL:

IT HAS PLAN DIMENSIONS OF 78.63 m BY 102 m (SPAN BY LENGTH)

THUS IT COVERS AN AREA OF 89107.22 square feet HEIGHT OF TRUSS ABOVE P.L = 7.4 m HEIGHT FROM G.L TO P.L = 0.9 m HEIGHT OF WALL = 2.4 m ABOVE P.L PRESENCE OF RIDGE VENT , 0.75 m AND 0.6 m THROAT WIDTH

CHOICE OF TRUSS

THE ENTIRE PLAN WAS DIVIDED INTO 3 PANELS EACH COVERING A SPAN OF 26.21 m .

CONSIDERING THE LARGE SPAN OF TRUSS , TRUSSES OF THE TYPE FINK , PRATT , HOWE AND THE LIKES WERE ELIMINATED.

TRUSSES TO BE CONSIDERED WERE BOWSTRING TRUSS , TRAPEZOIDAL TRUSS OR LATTICE GIRDER.

OUR CHOICE TRAPEZOIDAL TRUSS

** THE THREE MODELS WERE ANALYSED PRIMARILY FOR DEAD LOADS , LIVE LOADS & WIND LOADS .

** A COMPARISON STUDY WAS MADE & IT SEEMED THAT TRAPEZOIDAL TRUSS WAS THE BEST CHOICE AMONGST THE THREE , WITH COMPARITIVELY LESSER MEMBER FORCES , HENCE SMALLER SECTIONS REQUIRED

OUR MODEL OF TRAPEZOIDAL TRUSS

26.21 m

3.28 m

1 m2.38 m

PLAN OF PROPOSED SHED 78.63 m BY 102 m SHOWING EAVE GIRDERS , PURLINS

PLAN SHOWING SIDE CANOPIES

VIEW SHOWING THE COLUMNS

3 SPAN TRUSS SHOWING GABLE END (HERE CANOPY IS NOT SHOWN)

FRONT VIEW SHOWING VENTS

3D VIEW SHOWING CANOPY

RIGHT SIDE VIEW SHOWING 12 BAYS AT INTER SPACING OF 8.5 METRES

3D LEFT SIDE VIEW

THE MODEL ANOTHER 3D VIEW

DESIGN USING CONVENTIONAL SECTIONS

THE FOLLOWING WERE THE DESIGN OUTPUTS OF OUR MODEL OF TRAPEZOIDAL TRUSS

(A) ROOF TRUSS MEMBERS

(1) RAFTER OR UPPER CHORD MEMBER2 X ISA 90 90 10 @ 13.4 kg/m EACH

(2) MAIN TIE OR BOTTOM CHORD MEMBER2 X ISA 150 150 10 @ 22.8 kg/m EACH

(3) INTERMEDIATE STRUTS 2 X ISA 75 75 10 @ 11 kg/m EACH

(4) INTERMEDIATE SLINGS 2 X ISA 70 70 10 @ 10.2 kg/m EACH

DESIGN USING CONVENTIONAL SECTIONS (CONTD..)

(B) PURLIN ISMC 200 @ 22.1 kg/m

(C) RAFTER BRACING ISA 130 130 8 @ 15.9 kg/m

(D) TIE RUNNER -ISA 150 150 10 @ 22.8 kg/m

(E) SIDE RUNNER ISMC 150 @ 16.4 kg/m

(F) EAVE GIRDER-ISA 200 200 15 @ 45.4 kg/m

DESIGN USING CONVENTIONAL SECTIONS (CONTD..)

(G) COLUMNS

(1) INTERMEDIATE COLUMNS ISMB 500 @ 86.9 kg/m

(2) END COLUMNSISMB 500 @ 86.9 kg/m

(H) COLUMN BASE PLATE

(1) FOR INTERMEDIATE COLUMNS 700 mm X 350 mm X 16 mm

(2) FOR END COLUMNS700 mm X 400 mm X 24 mm

DESIGN USING HOLLOW SECTIONS

THE FOLLOWING WERE THE DESIGN OUTPUTS OF OUR MODEL OF TRAPEZOIDAL TRUSS

(A) ROOF TRUSS MEMBERS

(1) RAFTER OR UPPER CHORD MEMBER1 X SHS 132 132 4.8 @ 18.71 kg/m EACH

(2) MAIN TIE OR BOTTOM CHORD MEMBER1 X RHS 200 100 6 @ 26.40 kg/m EACH

(3) INTERMEDIATE STRUTS 1 X RHS 145 82 4.8 @ 15.92 kg/m EACH

(4) INTERMEDIATE SLINGS 1 X RHS 122 61 5.4 @ 14.01 kg/m EACH

DESIGN USING HOLLOW SECTIONS (CONTD..)

(B) PURLIN RHS 145 82 5.4 @ 17.74 kg/m

(C) RAFTER BRACING RHS 145 82 4.8 @ 15.92 kg/m

(D) TIE RUNNER -RHS 145 82 4.8 @ 15.92 kg/m

(E) SIDE RUNNER RHS 145 82 4.8 @ 15.92 kg/m

(F) EAVE GIRDER-RHS 200 100 5 @ 22.2 kg/m

DESIGN USING HOLLOW SECTIONS (CONTD..)

(G) COLUMNS

(1) INTERMEDIATE COLUMNS 1 X SHS 250 250 8 @ 59.5 kg/m

(2) END COLUMNS1 X SHS 250 250 8 @ 59.5 kg/m

(H) COLUMN BASE PLATE

(1) FOR INTERMEDIATE COLUMNS 400 mm X 400 mm X 20 mm

(2) FOR END COLUMNS600 mm X 400 mm X 28 mm

TYPE OF MEMBER CONVENTIONAL SECTION

WEIGHT PER METRE USING

CONVENTIONAL SECTION

HOLLOW SECTION

WEIGHT PER METRE USING

HOLLOW SECTION

(A) MAIN TRUSS BODY :

(1) RAFTER 2 X ISA 90 90 10 26.8 kg/m SHS 132 132 4.8 18.71 kg/m

(2) TIE 2 x ISA 150 150 10 45.6 kg/m RHS 200 100 6 26.40 kg/m

(3) INTERMEDIATE STRUT

2 x ISA 75 75 10 22 kg/m RHS 145 82 4.8 15.92 kg/m

(4) INTERMEDIATE SLING

2 x ISA 70 70 10 20.4 kg/m RHS 122 61 5.4 14.01 kg/m

(B) PURLIN ISMC 200 22.1 kg/m RHS 145 82 5.4 17.74 kg/m

(C)RAFTER BRACING ISA 130 130 8 15.9 kg/m RHS 145 82 4.8 15.92 kg/m

(D) TIE RUNNER ISA 150 150 10 22.8 kg/m RHS 145 82 4.8 15.92 kg/m

TYPE OF MEMBER CONVENTIONAL SECTION

WEIGHT PER METRE USING

CONVENTIONAL SECTION

HOLLOW SECTION

WEIGHT PER METRE USING

HOLLOW SECTION

(E) SIDE RUNNER ISMC 150 16.4 kg/m RHS 145 82 4.8 15.92 kg/m

(F) EAVE GIRDER ISA 200 200 15 45.4 kg/m RHS 200 100 5 22.2 kg/m

(G) END COLUMNS ISMB 500 86.9 kg/m SHS 250 250 8 59.5 kg/m

(H) INTERMEDIATE COLUMNS

ISMB 500 86.9 kg/m SHS 250 250 8 59.5 kg/m

CONVENTIONAL SECTIONS V/S HOLLOW SECTIONS

** CALCULATIONS HAVE SHOWN THAT IN OUR MODEL THE TOTAL QUANTITY OF STEEL USAGE FOR THE ENTIRE PROJECT ESTIMATES TO ABOUT 330 TONNES OR ABOUT 3.7 kg/sq.ft USING CONVENTIONAL SECTIONS .

** USING HOLLOW SECTIONS THE AMOUNT OF STEEL REQUIRED COMES TO ABOUT 230 TONNES OR ABOUT 2.57 kg/sq.ft .

** THUS A REDUCTION OF 30.54 % IN THE CONSUMPTION OF STEEL WITH THE SAME STRENGTH , SAFETY ENSURED !!!

** MOROVER , OTHER ADVANTAGES ARE THERE REGARDING BETTER TORSIONAL RESTRAINT , CORROSION RESISTANCE & AESTHETICS

020

40

60

80

100

120

140

160

180

200

MAIN TRUSS ANCILLIARY PARTS COLUMNS

CONVENTIONAL SECTION USAGE IN TONNES

HOLLOW SECTION USAGE IN TONNES

CONVENTIONAL SECTIONS V/S HOLLOW SECTIONS (CONTD.)

PROJECT 2

DESIGN OF G+2 STEEL BUILDING

SOME SALIENT FEATURES OF OUR MODEL:V IT IS BASICALLY A HIG RESIDENTIAL BUILDING

IT HAS PLAN DIMENSIONS OF 16 m BY 20 m

THE PER FLOOR AREA IS 3450 square feet

HEIGHT FROM G.L TO P.L IS 0.6 m

FLOOR TO FLOOR HEIGHT IS 3.5 m

THICKNESS OF EXTERNAL BRICK WALL IS 250 mm AND FOR INTERNAL WALLS IT IS 125 mm

ARCHITECHTURAL ASPECTS

BASIC PLAN

ARCHITECHTURAL ASPECTS

FRONT ELEVATION

ARCHITECHTURAL ASPECTS

BACK ELEVATION

ARCHITECHTURAL ASPECTS

LEFT SIDE VIEW

STRUCTURAL ASPECTS

DESIGN OF ROOF & FLOOR SLABS

GRADE OF CONCRETE USED IS M20

GRADE OF STEEL USED IS Fe 415

ALL ARE TWO-WAY SLABS

THE ROOF HAS BEEN DIVIDED INTO 5 PANELS EACH WITH ITS CHARACTERISTIC REINFORCEMENT TYPES.

SIMILARLY THE FLOOR SLAB HAS BEEN DIVIDED INTO 13 PANELS ACCORDING TO MAGNITUDE OF LOADING AND DIMENSIONS & SLAB FEATURES

THE TOTAL DEPTH OF ROOF-SLAB IS 135 mm , WHEREAS THAT OF FLOOR SLAB IS 150 mm

8 mm DIA BARS USED AS MAIN REINFORCEMENT

THERE ARE ADDITIONAL PROVISIONS FOR TORSIONAL RESTRAINT IN THE FORM OF CORNER REINFORCEMENT IN 4 LAYERS

ADDITIONAL EDGE STRIPS HAVE BEEN PROVIDED TO TAKE CARE OF SECONDARY STRESS IF ANY IN THE FORM OF CREEP , ETC

STRUCTURAL ASPECTS

PANEL DIVISION OF ROOF SLAB

PANELS 1 2 3 4 5 STAIR SLAB 6

SPACING USING 8 mm DIA BARS IN mm C/C:

MIDSPAN OF SHORTER DIRECTION

240 270 270 300 180 140

EDGES OF SHORTERDIRECTION

180 200 230 260 300 CRANKED UP

MIDSPAN OF LONGERDIRECTION

300 300 300 300 260 200

EDGES OF LONGERDIRECTION

250 300 300 300 190 CRANKED UP

REINFORCEMENT DETAILS FOR THE PANELS OF ROOF SLAB

STRUCTURAL ASPECTS

PANEL DIVISION OF FLOOR SLAB

PANELS 1 , 13 2 , 3 4 5 6 , 10 7 , 9 , 11 8 12

SPACING USING 8 mm DIA BARS IN mm C/C:

MIDSPAN OF SHORTERDIRECTION

300 300 300 300 300 300 270 270

EDGES OF SHORTERDIRECTION

230 230 250 270 300 270 220 200

MIDSPAN OF LONGERDIRECTION

300 300 300 300 300 300 200 300

EDGES OF LONGERDIRECTION

300 300 300 300 300 300 300 270

REINFORCEMENT DETAILS FOR THE PANELS OF FLOOR SLAB

STRUCTURAL ASPECTS

DESIGN OF LONGITUDINAL & TRANSVERSE BEAMS

SECTION DETAILS OF LONGITUDINAL BEAMS

BEAM NO.

A1-A2-A3-A4-A5 B1-B2-B3-B4-B5 C1-C2-C3-C4-C5 D1-D2-D3-D4-D5 E1-E2-E3-E4-E5

ROOFLEVEL

ISMB 200 ISMB 225 ISMB 225 ISMB 225 ISMB 200

FLOORLEVEL

ISMB 225 ISMB 225 ISMB 225 ISMB 225 ISMB 225

SECTION DETAILS OF TRANSVERSE BEAMS

BEAM NO.

A1-B1-C1-D1-E1 A2-B2-C2-D2-E2 A3-B3-C3-D3-E3 A4-B4-C4-D4-E4 A5-B5-C5-D5-E5

ROOFLEVEL

ISMB 250 ISMB 300 ISMB 300 ISMB 300 ISMB 250

FLOORLEVEL

ISMB 300 ISMB 350 ISMB 350 ISMB 350 ISMB 300

STRUCTURAL ASPECTS

DESIGN OF COLUMNS WITH HOLLOW SECTIONS

WE HAVE USED SHS 180 180 8 FOR THE INTERMEDIATE COLUMNS

FOR THE ABOVE SAID COLUMNS BASE PLATE DIMENSIONS OF 450 mm X 350 mm X 25 mm IS REQUIRED.