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IRJET- Seismic Response of Multi-Storey Building with Short Core Buckling Restrained Brace System
1.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 06 Issue: 07 | July 2019 www.irjet.net p-ISSN: 2395-0072 © 2019, IRJET | Impact Factor value: 7.211 | ISO 9001:2008 Certified Journal | Page 343 Seismic Response of Multi-storey Building with Short Core Buckling Restrained Brace System Deviprasad1, Amith BJ2, Shiva prathap HK3 Jagadeesh S4 1Assistant professor BGS institute of Technology, B G nagar, Karnataka 2PG student BGS institute of Technology, B G nagar, Karnataka 3Assistant professor BGS institute of Technology, B G nagar, Karnataka 4PG student BGS institute of Technology, B G nagar, Karnataka ---------------------------------------------------------------------***--------------------------------------------------------------------- Abstract - An In concentrically braced frames the use of long core buckling restrained braces (LCBRBs) used are expected to yield in both tension and compression considerably without degradation of capacity under seismic ground motions. A new short core buckling restrained brace system on the other hand it could be presented as a system for a conventional long core BRB. The core element is built shorter than usual in a short core BRB. Steel core could have a significant effect on its overall behavior in the short length of BRB since it directly influences the energy dissipation of the member. Moreover, BRB could be utilized effectively as a damper to en route for dissipation of seismic energy input, predominantly when it is used within the brace in a frame as a fuse. This study aimed at measuring more detailed behavior than previous researches of a multi-storey building with short core BRBs by using stainless and carbon steel core element in comparison with multi-storey buildings of conventional steel bracing and long core BRB. For this investigation 8 and 16 storey buildings are modelled, Non- linear analysis of time history method is carried out and results are drawn. Key Words: Storey Building friction Damper. 1 INTRODUCTION In civil engineering, the building is loaded with enormous repeated cyclic forces during seismic forces. These seismic forces affect more economic losses and losses of lives due to damage of structures. Beams and columns which are major structural elements are affected more during earthquake. When large amount of energy is resisted inside the building and it is distributed inside. The sustaining level of damage in a building depends on distribution of the earthquake energy. In order to minimize the earthquake energy effectively we need to have concern about the designing of earthquake resisting system. For resisting the earthquake bracing system is one of the concerns to resist the lateral load activity. The bracing system is very common in civil engineering field which is a part of structural system. 1.1Conventional braced frame system (CBFs) To resist the lateral load impact resulting from earthquake which creates lateral drift, conventional braced frame has more resistible lateral stiffness. V shaped, diametric and X shaped brace frame are the different kinds of conventional braced frame. The degradation of the conventional braced frame under compression due to buckling of the conventional braced system is the only concern for the building. Due to the ductile behavior of eccentrically braced frames and lower stiffness, conventional braced systems are used. For moment resisting frames, eccentrically braced frames can be used. Based on the location of link beam location eccentrically braced frames can be used. It is composed of main elements like Column Link beam Bracing Non link beam Based on study of many research journals, it is proved that the building do not serve its entire life span in case of high seismic areas. To counteract this, braced system looks like much better choice. It adds more stiffness and stabilize the building. This modification in case of buckling – restrained braced system (BRB) have better advantages when compared with conventional braced system. It is cost effective, has high value of stiffness, it requires less maintenance and easy to replace it. 1.2 Buckling restrained braced system In case of lateral load resisting, the BRBs are recently developed system with more benefits. It is designed in such a way that it is a structural brace in a building and to resist lateral loads. Another interesting thing is that the BRBs are proposed in a way that basic frame work is designed to retain its elastic properties during seismic duration, all the lateral load damage occurs within the braces.
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International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 06 Issue: 07 | July 2019 www.irjet.net p-ISSN: 2395-0072 © 2019, IRJET | Impact Factor value: 7.211 | ISO 9001:2008 Certified Journal | Page 344 2. Components of BRB Steel core Casing Un-bonded material Steel core act as major component or element which is inside the concrete and a grease coating or may be any non-bonding material is applied outside the steel core to resist it from bonding to concrete. Steel core is main element in that resists load and buckling of core system is resisted by outer case (concrete) provided. 1.1 Background of buckling-retrained braced frame The BRB conception was produced or developed in Japan By a company named Nippon Steel in 1980s and known by its trade mark by the name of in-boned brace system. In the year 1999 the U.S applied and installed it to Plant and Environment Science buildings. An engineer named by Wakabayshi first made the concept of BRB; it was made up of flat steel plate which was sandwiched between RCC panels. It was first accepted as energy dissipation system and with a philosophy of “damage control” even before it was adopted by North America a force resistant element. Watanabe et.al made the experiment on foundation concepts of BRB programme. It demonstrated better energy dissipation capacity and ductility and they suggested the basic requirements for stiffening the restraining mechanism. 1.2 Advantages of BRBs BRBs have much better dissipation of energy when compared with other braced frame systems The BRBs resists lateral loads significantly in a structure. Therefore it leads in reducing the member size, connections are much simpler, it requires small foundation demands considerably. 1.3 Disadvantages of BRBs In case of steel tube filled with grout or concrete, it has more weight, which makes it difficult in transporting and installation which needs more manpower for installation. The BRBs have much less pot-yield stiffness and they don’t have mechanism of re-centering because of this at high seismic loading it has large residual deformation. 3 Modelling 1.1 Material Property Material Name M30 Directional Symmetric Type Isotropic Weight per Unit Volume 24.9926kg/m3 Modulus of Elasticity, E 27386.13MPa Poisson’s Ratio, U 0.2 Coefficient of Thermal Expansion, A 0.0000055C-1 Shear Modulus, G 11410.89MPa Compressive Strength, fck 30MPa Rebar Property of 8 and 16 storey building Material Name HYSD500 Directional Symmetry Type Uniaxial Weight per Unit Volume 76.9729kN/m3 Modulus of Elasticity, E 200000MPa Coefficient of Thermal Expansion, A 0.0000117C-1 Minimum Yield Strength, Fy 500MPa Minimum Tensile Strength, Fu 545MPa
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International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 06 Issue: 07 | July 2019 www.irjet.net p-ISSN: 2395-0072 © 2019, IRJET | Impact Factor value: 7.211 | ISO 9001:2008 Certified Journal | Page 345 Expected Yield Strength, Fye 550MPa Expected Tensile Strength, Fue 599.5MPa Steel Property of 8 and 16 storey building Material Name Fe250 Directional Symmetry Type Isotropic Weight per Unit Volume 76.9729kN/m3 Modulus of Elasticity, E 210000MPa Poisson’s Ratio, U 0.3 Coefficient of Thermal Expansion, A 0.0000117C-1 Shear Modulus, G 80769.23MPa Minimum Yield Stress, Fy 250MPa Minimum Tensile Strength, Fu 410MPa Effective Yield Stress, Fye 275MPa Effective Yield Strength, Fue 451MPa Models of Multi-Storey Building with Conventional Brace System Frames with Conventional Brace System Frames with Long Yielding Core System Frames with Short Yielding Core System Elevation of 8 Storey 3D View of 8 Storey Elevation of 16 Storey 3D View of 16 Storey Load Details Dead Load These are the natural permanent loads that are acting on the assembly and are dependent on the material properties used for unalike structural elements. IS 875- 1987(Part I) affords the detail of unit weights for those materials used in structural elements. PROPERTY NAME MATERIAL SECTION SHAPE DEPTH WIDTH C550X550 M30 M30; Fe500 SQUARE 550mm 550mm
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International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 06 Issue: 07 | July 2019 www.irjet.net p-ISSN: 2395-0072 © 2019, IRJET | Impact Factor value: 7.211 | ISO 9001:2008 Certified Journal | Page 346 Live Load The live load on a structure or building is determined by the habitation or usage of that particular structure. IS 875- 1987(Part II) defines the detail about the Live Loads for different usage of the structure. Since, the values of live loads for floors and roof are taken as 3kN/m2 and 1.3kN/m2 respectively. Super Dead Load These are dead loads which comprise of floor finishes and roof finish, these loads also depends on the unit weight of the materials used for the surfaces. The various material surfaces used and their weight per square meter are described in IS 875-1987(Part I). Since, the values of floor finishes and roof finish loads are taken as 1.3kN/m2. Earthquake Load Earthquake forces are generated by the inertia of buildings as the buildings dynamically respond to ground motion. The dynamic nature of the earthquake loadings which makes it different from other building loads. The procedure to calculate the earthquake are described in IS 1893 (Part- I) because to calculate earthquake/ seismic force IS 1893 (Part- I) is used. Table 4.5: The loading combinations are DESIGN OF STRUCTURAL MEMBERS Column Section Design The program calculates required longitudinal steel or if longitudinal steel is defined, in design of the columns, the condition of column stresses is reported in terms of a column capacity ratio which is a factor that gives a suggestion of stress condition of the column with respect to capacity of the column. Shear reinforcement design procedure for columns is very similar to that for beams except that the effect of axial force is considered on the concrete shear capacity. For certain special seismic cases, the design of columns for shear is based on the shear capacity. Design of columns were done according to code IS 456: 2000 and columns section details are provided in below table. Table.6.1 Columns Section Details of 8-storey building Table.6.1 Columns Section Details of 16-storey building Table.6.2 Beams Section Details of 8-storey building PROPER TY NAME MATERIAL SECTION SHAPE DEPTH WIDTH B300X45 0 M30 M30; Fe500 RECTANGULAR 450mm 300mm Table.6.2 Beams Section Details of 16-storey building PROPERTY NAME MATER IAL SECTION SHAPE DEPT H WIDT H B400X500 M30 M30; Fe500 RECTANGULA R 500m m 400m m Table.6.3 Slabs Section Details for both 8 and 16 storey building PROPERTY NAME MATERIAL THICKNESS S200M30 M30; Fe500 200mm Table.6.4 Braces Section Details of 8 and 16 storey building PROPERTY NAME MATERIAL SECTION SHAPE TOTAL DEPTH TOTAL WIDTH TUBE450X225X20 Fe250 STEEL TUBE 450mm 225mm Table.6.5 BRB of Long Core Yielding Length of 8 and 16 storey PROPERT Y NAME MATERIA L OF YEILDING OVERALL SECTION ELASTIC SEGMENT SECTION YIELDING SEGMENT SECTION Long Core Yielding Length Fe250 220mmX390m m 80mmX440m m 80mmX290m m FLANGE THICKNESS WEB THICKNESS WEIGHT 20mm 20mm 15.31kN Sl.No Load Combination Details a 1.5DL b 1.5DL+1.5LL c 1.2DL+1.2LL+1.2EQX d 1.2DL+1.2LL-1.2EQX f 1.2DL+1.2LL+1.2EQY g 1.2DL+1.2LL-1.2EQY h 1.5DL+1.5EQX i 1.5DL-1.5EQX j 1.5DL+1.5EQY k 1.5DL-1.5EQY l 0.9DL+1.5EQX m 0.9DL-1.5EQX n 0.9DL+1.5EQY o 0.9DL-1.5EQY PROPERTY NAME MATERIAL SECTION SHAPE DEPTH WIDTH C850X850 M30 M30; Fe500 SQUARE 850mm 850mm
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International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 06 Issue: 07 | July 2019 www.irjet.net p-ISSN: 2395-0072 © 2019, IRJET | Impact Factor value: 7.211 | ISO 9001:2008 Certified Journal | Page 347 Table.6.9 BRB of Short Core Yielding Length of 8 and 16 storey PROPERT Y NAME MATERIA L OF YEILDING OVERALL SECTION ELASTIC SEGMENT SECTION YIELDING SEGMENT SECTION Short Core Yielding Length Fe250 220mmX39 0mm 80mmX340 mm 80mmX290 mm RESULTS AND DISCUSSION Storey Displacement: model Displacement (EQX), (mm) 8-storey 16 storey Short core 22.5 47.153 long core 20.766 46.782 conventional 27.068 61.654 The storey displacement is reduced by 16.8% in SCBRB and 23.28% in LCBRB of 8-storey building where as the storey displacement is reduced by 23.51% in SCBRB and 24.12% in LCBRB in 16-storey building when compared to conventional building. Table 8.4: Storey Displacement (mm), (EQY) model Displacement (mm) , (EQY) 8-storey 16 storey Short core 26.969 54.42 long core 24.832 54.115 conventional 32.31 71.331 The storey displacement is reduced by 16.5% in SCBRB and 23.14% in LCBRB of 8-storey building where as the storey displacement is reduced by 23.71% in SCBRB and 24.13% in LCBRB in 16-storey building when compared to conventional building. Table 8.5: Storey Displacement (Time X), (mm) model Displacement (Time X), (mm) 8-storey 16 storey Short core 17.734 35.493 long core 18.59 39.391 conventional 22.281 45.926 The storey displacement is reduced by 20.40% in SCBRB and 16.56% in LCBRB of 8-storey building where as the storey displacement is reduced by 22.71% in SCBRB and 14.23% in LCBRB in 16-storey building when compared to conventional building. Table 8.6: Storey Displacement (Time Y), (mm) model Displacement (Time Y), (mm), 8-storey 16 storey Short core 17.734 50.882 long core 18.59 47.412 conventiona l 22.281 53.925 LENGTH OF YIELDING SEGMENT LENGTH OF ELASTIC SEGMENT TOTAL BRB WEIGHT 6264mm 783mm 42.695kN LENGTH OF YIELDING SEGMENT LENGTH OF ELASTIC SEGMENT TOTAL BRB WEIGHT 1258.8mm 3288.6mm 22.136kN
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International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 06 Issue: 07 | July 2019 www.irjet.net p-ISSN: 2395-0072 © 2019, IRJET | Impact Factor value: 7.211 | ISO 9001:2008 Certified Journal | Page 348 The storey displacement is reduced by 20.40% in SCBRB and 16.56% in LCBRB of 8-storey building where as the storey displacement is reduced by 5.64% in SCBRB and 12.07% in LCBRB in 16-storey building when compared to conventional building. Storey Drift: model Drift (EQX) 8-storey 16 storey Short core 0.0009 0.001 long core 0.0008 0.0009 conventional 0.0011 0.0013 model Drift (EQY) 8-storey 16 storey Short core 0.0011 0.0011 long core 0.001 0.0011 conventional 0.0013 0.0015 model Drift (Time X) 8-storey 16 storey Short core 0.0011 0.0008 long core 0.001 0.0006 conventional 0.0013 0.0009 model Drift (Time Y) 8-storey 16 storey Short core 0.0009 0.0011 long core 0.0012 0.001 conventional 0.0015 0.0011 model Base Shear (EQX) ,KN 8-storey 16 storey Short core 6747.866 7456.528 long core 7365.294 8295.971 conventional 10190 11423 model Base Shear ( Time X), KN 8-storey 16 storey Short core 6747.842 7456.756 long core 7475.341 8296.078 conventional 10190.01 11423 model Base Shear (Time Y), KN 8-storey 16 storey Short core 5484.295 7456.556 long core 7309.649 6971.827 conventional 10974 9603.784 model Overturning moment (EQX), KN-m 8-storey 16 storey Short core 150615 326014 long core 164026 322935 conventional 227074 499400 model Overturning moment (EQY) KN-m 8-storey 16 storey Short core 122990 276578 long core 134184 307122 conventional 186168 422567 model Overturning moment (Time X), KN-m 8-storey 16 storey Short core 121116 248355 long core 150837 250259 conventional 189533 389138 model Overturning moment (Time Y), KN-m 8-storey 16 storey Short core 105939 256448 model Base Shear (EQY), KN 8-storey 16 storey Short core 5484.299 6284.424 long core 6002.432 6971.43 conventional 8325.75 9603.784
7.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 06 Issue: 07 | July 2019 www.irjet.net p-ISSN: 2395-0072 © 2019, IRJET | Impact Factor value: 7.211 | ISO 9001:2008 Certified Journal | Page 349 long core 154736 266025 conventional 215565 327373 CONCLUSIONS The value of storey displacement decreases with increase of yielding segment length of BRBs in case of earthquake analysis. Building with LCBRB system has average of 23.21% in 8 storey building and average of 24.125% in case of 16 storey in earthquake analysis for both X and Y direction. The value of storey drift decreases with increasing of yielding segment length of BRBs in case of earthquake analysis. Building with LCBRB system has average of 25.28% in 8 storey building and average of 28.77% in case of 16 storey in earthquake analysis for both X and Y direction. The value of Base shear decreases with decreasing of yielding segment length of BRBs in case of earthquake analysis. Building with SCBRB system has average of 33.945% in 8 storey building and average of 34.64% in case of 16 storey in earthquake analysis for both X and Y direction. The value of overturning moment decreases with decreasing of yielding segment length of BRBs in case of earthquake analysis. Building with SCBRB system has average of 33.805% in 8 storey building and average of 34.63% in case of 16 storey in earthquake analysis for both X and Y direction. From the above, It is known that the storey displacement and storey drift is reduced in LCBRB in both 8 and 16 storey building. The base shear and overturning moment is greatly reduced by including SCBRB in both 8 and 16 storey building. The authors can acknowledge any person/authorities in this section. This is not mandatory. REFERENCES 1. Bulent N. Alemdar, Yili Huo and Rakesh Pathak, “Comparison of Dynamic Characteristics and Response Analysis of Building Structures Incorporating Viscous Fluid Dampers and Buckling Restrained Braces” Structures Congress 2013 © ASCE 2013. 2. Hector Guerrero, J. Alberto Escobar and Roberto Gomez, “A Study of the Damping Provided by Buckling-Restrained Braces (BRBs) within Their Linear-Elastic Response” Structures Congress 2017 © ASCE 2013. 3. IS 456 : 2000 – Plain and reinforced concrete – Code of practice 4. IS 800 : 2007 – General construction in steel – Code of practice 5. IS 1893 (Part – I) : 2002 – Criteria for earthquake resistant design of structures 6. IS 875 (Part – I) : 1987 – Code of practice for design loads (other than earthquake) for buildings and structures 7. IS 875 (Part – II) : 1987 – Code of practice for design loads (other than earthquake) for buildings and structures.
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