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Design of Metal Deck Sheet and Composite I-Section as secondary member
1.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 09 Issue: 07 | July 2022 www.irjet.net p-ISSN: 2395-0072 © 2022, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page 2651 Design of Metal Deck Sheet and Composite I-Section as secondary member Lokesh Rathore1, Jaswant Singh2 1Post Graduate student in structural engineering ,department of civil engineering , CBS Group of Institutions, Fatehpuri, Jhajjar , Haryana, India 2Assistant Professor, department of civil engineering , CBS Group of Institutions,Fatehpuri, Jhajjar , Haryana, India ---------------------------------------------------------------------***--------------------------------------------------------------------- Abstract - In recent times steel structures are being adopted for construction of structures conforming to their advantages over conventional RCC structures. India is the world's second-largest cement producer, so before the year 2000 most of the constructions were done in RCC and there were other numerous reasons for this some of them being, in RCC construction lesser skilled labours were required, the deadline of the project did not matter ,there was a lack of higher grade steel and large steel sections were not readily available but after the year 2000 steelstructuresweregaining popularity and their execution was started ,the chief reason for this was the shift in market from cost oriented to time oriented construction. During this time there was unavailability of higher section sizes in steel tubes so built-up composite structures were preferred. Theproductionofhigher cross section tube sizes was started in 2019 by some vendors like TATA ,APL Apollo, this has revolutionizedtheconstruction market and a some of new constructions are being done in steel structures now. Key Words: Steel structure, Earthquake, Seismic, Metal deck sheet, I-Section, Composite tube. 1. INTRODUCTION A steel structure may be defined as a metal construction made mostly of structural steel components and sections that are joined to one another in various ways like welding, bolting, or riveting to carry loads from the structure (also known as dead loads) and from people inside the structure (also known as Live Loads) & provides rigidity. Due to steels high strength to counter tensile and compressive stresses, these structures are reliable and require lessrawmaterial in comparison to some other types of structural materialssuch as concrete. To meet the requirements of a project, structural steel is manufactured with a certain shape and chemical composition. In present day construction practices, structures made of steel areemployedalmostfor everyother type of structure which includes high-rise buildings, towers, bridges, infrastructure, support systems for equipment and machinery, heavy industrial building, heavy industrial plant, etc. Adhering to every structural specification, the dimensions for steel members formed by hot and cold rolled procedures are connected by welding or bolting flat and bent plates together. Frequently adoptedshapesaretheIshapedbeams, Hollow sections, angle, channel, and plates. 1.1 ADVANTAGES OF STEEL STRUCTURES Structures made from steel sections are quickly built at the project site because majority of building components could be prefabricated at the workshop or Steel manufacturing facility. The Expansion of any steel Structure can comparatively be very easy and fast. As steel can be molded into different shapes as a result repair & rehabilitation and/or retrofitting is conveniently possible. As the steel building components are prepared in the workshop, the erection of the structure at site is fast in comparison to other building materials. Because of their flexibility, they are excellent at resisting dynamic (changing) forces like wind or seismic forces. In earthquake zones, the fact that steel may bend without cracking serves as a warning. Thereisalargeselectionofpre- made structural sections, including I, C, and angle sections. They can be fashioned into any shape and covered with any kind of shape. Bolting, welding, and riveting are just a few of the connecting techniques that are accessible. we can also recycle steel. About one-third of the energy required to produce new steel from scrap steel is used in this process. 1.2 DISADVANTAGES OF STEEL STRUCTURES Before forming a structural system, analytical approaches and assumptions must be fairly clear and final. The time consumed to design a connection is longer than that of an RCC structure connection. The cost of structural steel (especially India) is higher than RCC. Skilled workforce is required. Steel has a property of becoming soft and melting when exposed to very high temperatures. Additional fire protection, such as spray on fireproofing, structural steel buildings can withstand high temperatures, which in turn enhances security. They tend to corrode in damp or marine environments. Hence, consistent care is needed.
2.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 09 Issue: 07 | July 2022 www.irjet.net p-ISSN: 2395-0072 © 2022, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page 2652 2. PROJECT STRUCTURAL SCHEME All structural design and analysis must adhere to the latest Provisions of the Indian Standard codes for Steel and RCC construction primarily IS 800:2007 and IS 456:2000. Special quality weld joints allowing 100% tension strength shall be required. Non-destructive testing techniquesshould be used for weld quality inspection and control. For slip- critical joints a slip factor of 0.5 shall be used in accordance with IS 4000 with specified surface treatment and preparation. 2.1. LOADS ON STRUCTURE Dead load Self-weight The unit weight of materials shall conform to IS 875 – Part 1. The self-weight ofstructureisautomaticallycalculatedbythe analysis software depending upon the cross-sectional area and density of each member. Density of R.C.C members = 25.0 kN/m3 Density of P.C.C members = 24.0 kN/m3 Density of structural steel = 78.5 kN/m3 Density of brick masonry walls (230/115 mm thick) = 20.0 kN/m3 Dry density of soil = 18.0 kN/m3 Density of saturated soil = 20.0 kN/m3 Density of water = 10.0 kN/m3 Density of floor finish = 24.0 kN/m3 Density of plaster = 24 kN/m3 Dead load on all floors Screed and Finishes (50mm)on typical floors = 0.05 m×25= 1.2 kN/m2 Service Loads = 1 kN/m2 Partition Walls = 1 kN/m2 Dead load on Terrace Screed and Finishes (150mm) = 0.150 m × 25 = 3 kN/m2 Service Loads = 1 kN/m2 Parapet Walls (1.5 meters) = 0.45 kN/m Live load Live load on all floors = 3 kN/m2 Live load on Terrace = 1.5 kN/m2 Basic Wind speed = 50m/s Seismic zone = IV Soil type = II Response reduction factor = 5 3. DESIGN OF METAL DECK SLAB The sheeting is designed for Self-weight of the Slab and Sheeting, and Erection loads Clear thickness of Concrete slab = 80.00 mm D overall thick =155 mm Avg thk. of Concrete slab within deck sheeting = 37.50 mm average thick =118 mm Service load =1 kN/m2 Partition load =1 kN/m2 Live load =3 kN/m2 Service+ partition + live load =5.000 kN/m2 Flooring thickness =50.00 mm Flooring density = 24.00 kN/m3 Erection Load = 5.00 kN/m2 Sheeting thickness = 1.00 mm Self-Weight of the sheeting = 11.96 kg/m2 Dead weight of deck slab =(0.08+0.0375) x 252+ 0.050 x 24+0.1196 = 4.3 kN/m2 Z of sheeting = 36.26 cm3 Spacing of beam (Maximum) = 2.00 m Load to be carried by sheeting = 9.3 kN/m2 (80+35)*.025+5(Erection)+50x0.024+.1196(self weight) Depth of the Decking Profile = 75.00 mm Flange width of supporting beam assumed = 140.00 mm Effective Span for the Decking Sheet Design = 1.94 m 230 75 Fig -1: Deck Sheet Profile B.M FACTOR FOR SHEETING = 8.00 Allowable bending stress in Sheeting = 165 N/mm2 (0.66 * 250MPa considered) Bending Moment (9.3 x 2 x 2 x 1000/8) = 4.65 kN-m Bending Stress (4650000/(36.26x1000))= 129.81 N/mm2 <165 O.k Check for Deflection Total Load = 9.3 kN/m/m SPAN = 2.00 m SPAN (Effective) = 1.94 m IXX = 1473000 mm4 Defl. Coeff. = 5/384 Limiting Deflection Ratio for Deck Sheet = 200
3.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 09 Issue: 07 | July 2022 www.irjet.net p-ISSN: 2395-0072 © 2022, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page 2653 Allowable Deflection = 9.68 mm Vertical Deflection = 5.76 mm (5x9.3x(1.935x1000)^4)/(384x200000x 1473000) <<9.68 O.K 4. DESIGN OF SECONDARY BEAM SPAN OF THE BEAM = 7.50 m Provide Beam as = ISMB350 Width of the falange = 140.00 mm Area of the section = 6671.00 mm2 Ixx of the section =136303000mm4 Zxx of the section = 778874 mm3 Rmin of the section = 28.40 mm Depth of the section = 350.00 mm Flange thickness = 14 mm Web thickness = 8 mm Flange width = 140 mm Design of beam by using Composite action Assumptions 1) Dead load of Concrete slab & self-weight of beam and construction load of 1.5 kn/sqm is taken by Steel beam only. 2) Only balance live load & flooring load is resisted by composite construction after the concrete is hardened. 3) Area of the concrete with in profile depth is ignored for effective width calculation of slab. 4) Design of shear connector as per IS:11384-1985 for ultimate shear capacity of concrete. Modulur Ratio = 280 / 3 s cbc, = 280 / 3 x 8.5= 10.98 Depth of Deck Sheeting = 70.00 mm Area of reinforcement perpendicular to Beam=2.50 cm2 (Ast provided in slab) Effective Width of Slab Lesser of the following 1) Span /4 = 7.5x1000/4 = 1875.00 mm 2) 12xslab thk.+Flange width = 12x80+140 = 1100.00 mm 3) Spacing of beams = 2000.00 mm So effective width = 1100.00 mm Transformed width = 1100/10.98 = 100.18 mm C.G from bottom = (6671x350x0.5+100.2x80x[350+75+80x0.5])/(6671+100.2x 80) = 333.27 mm Ixx of combined section 136303000 + 6671x(333.3-175)^2 + 100.2x80^3/12 + 100.2x80x(350+75+80x0.5-333.3)^2 = 4.47E+08 mm4 Zxx at bottom = 446757145.4/333.3 = 1.34E+06 mm3 100.2 80 75 14 350 333.27 140 Fig -2: I section with deck slab in equivalent steel area Stresses due to Dead weight + Construction live load (only Steel beam action) Udl on beam WITH construction load of 1.5 kn/sqm = 0.80 t/m {(80+35)x0.001x2.5+0.01196}x2+0.006671x7.85+0.15 Bending Moment 0.801x7.5x7.5/8 = 5.63t-m Bending stress =56340516.8/778874 = 72.34 N/mm2 Deflection in beam = 12.11 mm (5x0.80x10x(7500)^4)/(384x200000x136303000) Stresses due to Imposed Load (composite action) Additional Equivalent UDL due to Brick Wall = 0.00kN/m Additional live load is 5-1.5 = 3.5kn/sqm Udl on beam =(5-1.5 +0.05x24)x2 = 9.40 kN/m Bending Moment = 9.4x7.5x7.5/8 = 66.09 kN-m Bending Stress at bottom of steel =66.09375x 10000000/1340542.46 = 49.30 N/mm2 Total Bending Stresses = 72.34+49.30 = 121.64N/mm < 165 O.K Deflection due to balance Live load and finishing 5x9.4x(7500)^4/(384*200000x446757145.4) = 4.33 mm Deflection Factor for Dead Load = 1000.00 Allowable deflection =7500/1000 =7.50 mm (As Per IS 14687-1999 cl:7.5 (b) ) Total 'deflection' =4.3+12.11 = 16.44mm < 23.1 O.K Allowable deflection = 7500/325 = 23.08 mm Zxx at top =446757145/(350+75+80-333.3) =2.60E+06mm3 Bending compressive stress in concrete 66.1x1000000/(2601447.5x10.98) = 2.31 N/mm2
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International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 09 Issue: 07 | July 2022 www.irjet.net p-ISSN: 2395-0072 © 2022, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page 2654 < 8.33 O.K Allowable bending comp. Stress in concrete = 8.33 N/mm2 For M25 Grade = 25/3 (Cl. 13.0 IS:11384 -1985) Fig -3: Composite I section Check for Ultimate Limit state of Longitudinal Shear Shear Stud Spacing: Maximum Horizontal Shear (fcc) (Page No:7 IS:11384 - 1985)0.36*fckbXu = 0.36x25x1100x80/1000 = 792.00 kN Shear capacity of each stud = 31.42 kN Dia of stud = 20 mm Height of the stud = 100 mm No. of studs at cross section = 2 No. of studs =792/(2x31.4159265358979) = 12.61 Spacing of studs Reqired : 3750 / 12.6 = 297.50 mm Spacing of studs provided = 250.00 mm <600mm < 4 x 80mm Shear per Meter length (Q) =792 / 3.75 = 211.20 KN/M Shear resistance of slab is minimum of the following ( Page No:10 IS:11384 -1985) 0.232x2x80x SQRT(25)+0.1x2.5x500*2 = 435.60 kN/m 0.623x2x80x SQRT(25) = 498.40 kN/m 211.200<435.6O.K Check for Ultimate Limit state of Vertical Separation ( CL. 10. IS:11384-1985) Length of the shear connector = 100 mm > 50mm O.K. Projection of shear connector into the slab =100-0,100mm > 25mm O.K. Min. Diameter of Head = 1.5 xdia = 30 mm Design of Shear Studs Dia of stud =20.00 mm Yield stress of stud =245.00N/mm2 Maximum permissible shear stress =98.00 N/mm2 Area of stud =314.16 mm2 Shear capacity of stud =30.79 kN Thickness of slab =250.00 mm Floor thickness =50.00 mm Total Load 1.0DL+0.5LL+EQL =11.19 kN/m2 Length of beam =7.50 m Span of beam =2.00 m Total Load =167.92 kN Z = 0.24 I =1.50 Sa/g =2.50 R =5.00 Seismic coefficient,Ah =0.09 Horizontal force =22.67 kN Spacing of stud =250.00 mm No of studs provided =30.00 Say 30 Shear capacity of stud = 924 kN > 22.67kN OK 5. CONCLUSIONS Structures made from steel sections are quickly built at the project site because majority of building components could be prefabricated at the workshop or Steel manufacturing facility. The Expansion of any steel Structure can comparatively be very easy and fast. Steel structures have good scrap value with respect to RCC. In tubular structures, members are capable to resist both direction of lateral forces due to the good inertia propertyin both directions. Composite tubes constructions in columns is easy with respect to I section encased in concrete column. In the composite tube construction, no shuttering, de shuttering, and bar bending is required. Dynamic forces that change with time such as wind and/or seismic waves are smoothly resisted by the flexile nature of the steel. Only one third energy is required to create new steel from scrapped material than fresh steel alloy achieved from iron ore. REFERENCES [1] Duggal, S.K Limit state design of steel structures. 3- Ghobarah a. et al., “pushover analysis of steel frames”, (1997) [2] N Subramanian design of steel structures by Limit state method.
5.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 09 Issue: 07 | July 2022 www.irjet.net p-ISSN: 2395-0072 © 2022, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page 2655 [3] IS 1893(Part 1):2002, (2002), “Indian Standard criteria for earthquake resistant design of structures”, (5th revision). [4] IS 800: 2007, “Indian Standard criteria for design of steel structure. [5] Hassan, O.F., Goel, S.C.(1991).”Modelling of bracing members and seismic behavior of concentricallybraced steel frames”. [6] K.G.Vishwanath, “Seismic response of Steel braced reinforced concrete frames”, International journal of civil and structural engineering (2010) [7] Khatib, I. and Mahin, S., Dynamic inelastic behavior of chevron braced steel frames, Fifth Canadian Conference on Earthquake Engineering, Balkema, Rotterdam,1987, pages 211-220 [8] K.K.Sangle,K.M.Bajori,V.Mhalungkar,“Seismic AnalysisOf High Rise Steel Frame With And WithOutBracing”,2012 9-Mateescu, G., & Molodovan, A. Resarch on seismic behavior of steel structures.
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