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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.