www.ijecs.in International Journal Of Engineering And Computer Science ISSN:2319-7242 Volume 6 Issue 5 May 2017, Page No. 21269-21285 Index Copernicus value (2015): 58.10 DOI: 10.18535/ijecs/v6i5.13 Analysis and Design Of Multistory Apartment Building Using ETABS Sayyed A.Ahad1, Hashmi S Afzal2, Pathan Tabrej3, Shaikh Ammar4, Shaikh Vikhar5, Shivaji Bidve6 UG student 1Department of Civil Engineering, Sandipani Technical Campus Faculty Of Engineering, SRTMUN University, Latur, Maharashtra [email protected] UG student 2Department of Civil Engineering, Sandipani Technical Campus Faculty Of Engineering, SRTMUN University, Latur, Maharashtra [email protected] UG student 3Department of Civil Engineering, Sandipani Technical Campus Faculty Of Engineering, SRTMUN University, Latur, Maharashtra [email protected] UG student 4Department of Civil Engineering, Sandipani Technical Campus Faculty Of Engineering, SRTMUN University, Latur, Maharashtra [email protected] UG student 5Department of Civil Engineering, Sandipani Technical Campus Faculty Of Engineering, SRTMUN University, Latur, Maharashtra [email protected] Assistant Professor 6Department of Civil Engineering, Sandipani Technical Campus Faculty Of Engineering, SRTMUN University, Latur, Maharashtra [email protected] ABSTRACT Practical knowledge is an important and essential skill required by every engineer. For obtaining this skill, an apartment building is analysed and designed, Located in Latur, Maharastra with (B+G+10) storeys having a car parking facility provided at basement floor. The building has a shear wall around the lift pit. The modelling and analysis of the structure is done by using ETABS and the designing was done. Design of slab, stair case and an isolated footing are done manually. The design methods involves load calculations manually and analysing the whole structure by ETABS. The design methods used in ETABS are limit state design confirming to IS code of practice.Along with analysing and designing of this building, construction sites were also visited. Keywords: Analysis and design, Apartment Building, Lift pit, Shear wall. 1. Introduction structure, the basement floor facilitated for car parking. Shear Practical knowledge is an essential skill required by an wall is provided around the lift pit, staircase is provided. engineer. By industrial training, the practical knowledge can be The objectives of industrial training are: super imposed to technical knowledge. Industrial training is an  To get exposure to engineering experience and essential component in the development of the practical and knowledge, which are required in the industry and not professional skills required by an engineer. For understanding taught in the lecture rooms. the engineering practice in general and sense of frequent and  To apply the engineering knowledge taught in the possible problems that may arise during construction and also lecture rooms in real industrial situations. necessary solution for these problems can be experienced and  To share the experience gained from the “industrial understood during industrial training. This exposure to the training” in the discussion held in the lecture rooms. practical world is the main objective of industrial training.  To get a feel of the work environment. 2. Training Information  To gain exposure on engineering procedural work flow management and implementation. The industrial training was done in STRUCTURAL ONE  To get responsibilities and ethics of engineers. consultancy; Latur under the guidance of Mr. Faiz Sagri. An Apartment building is modelled and analysed using 3. A BRIEF DESCRIPTION OF SOFTWARE’S AUTOCAD 2016 and ETABS 2015 respectively. Design of USED IN TRAINING slab, stair case and an isolated footing are done manually, for ETABS 2015: obtaining precise results. The building is a B+G+10 storey ETABS is an engineering software product that caters to multi-story building analysis and design. Modeling tools and Sayyed A.Ahad, IJECS Volume 6 Issue 5 May, 2017 Page No. 21269-21285 Page 21269 DOI: 10.18535/ijecs/v6i5.13 templates, code-based load prescriptions, analysis methods and primitive entities such as lines, poly-lines, circles, arcs and text solution techniques, all coordinate with the grid-like geometry as the foundation for more complex objects. AutoCAD‟s native unique to this class of structure. Basic or advanced systems file format, DWG, and to a lesser extent, its interchange file under static or dynamic conditions may be evaluated using format, DXF has become the standards for interchange of CAD ETABS. For a sophisticated assessment of seismic data. performance, modal and direct-integration time-history analyses may couple with P-Delta and Large Displacement 4. MODELLING IN ETABS effects. Nonlinear links and concentrated PMM or fiber hinges Importing of Floor Plan from Auto-cad: may capture material nonlinearity under monotonic or hysteretic behavior. Intuitive and integrated features make applications of any complexity practical to implement. Interoperability with a series of design and documentation platforms makes ETABS a coordinated and productive tool for designs which range from simple 2D frames to elaborate modern high-rises. The innovative and revolutionary new ETABS is the ultimate integrated software package for the structural analysis and design of buildings. Incorporating 40 years of continuous research and development, this latest ETABS offers unmatched 3D object based modeling and visualization tools, blazingly fast linear and nonlinear analytical power, sophisticated and comprehensive design capabilities for a wide-range of materials, and insightful graphic displays, reports, and schematic drawings that allow users to quickly and easily Fig.1 Centre line plan decipher and understand analysis and design results. Properties From the start of design conception through the This chapter provides property information for materials, frame production of schematic drawings, ETABS integrates every sections, shell sections, and links. aspect of the engineering design process. Creation of models Materials has never been easier - intuitive drawing commands allow for Table 1 - Material Properties - Summary the rapid generation of floor and elevation framing. CAD Name Type E ν Unit Design drawings can be converted directly into ETABS models or MPa Weight Strengths used as templates onto which ETABS objects may be overlaid. kN/m³ The state-of-the-art SAP Fire 64-bit solver allows extremely large and complex models to be rapidly analyzed, and supports HYSD415 Rebar 200000 0 76.9729 Fy=415 nonlinear modeling techniques such as construction sequencing MPa, and time effects (e.g., creep and shrinkage). Fu=485 Design of steel and concrete frames (with automated MPa optimization), composite beams, composite columns, steel joists, and concrete and masonry shear walls is included, as is M25 Concrete 25000 0.2 24.9926 Fc=25 the capacity check for steel connections and base plates. MPa Models may be realistically rendered, and all results can be 0 shown directly on the structure. Comprehensive and Mild250 Rebar 200000 76.9729 Fy=250 customizable reports are available for all analysis and design MPa, output, and schematic construction drawings of framing plans, Fu=410 schedules, details, and cross-sections may be generated for MPa concrete and steel structures. ETABS provides an unequaled suite of tools for Frame Sections structural engineers designing buildings, whether they are Table 2 - Frame Sections - Summary working on one-story industrial structures or the tallest Name Material Shape commercial high-rises. Immensely capable, yet easy-to-use, Beam230x380 M25 Concrete has been the hallmark of ETABS since its introduction decades Rectangular ago, and this latest release continues that tradition by providing Beam230x450 M25 Concrete engineers with the technologically-advanced, yet intuitive, Rectangular software they require to be their most productive. Beam300x450 M25 Concrete Rectangular Column300x450 M25 Concrete Rectangular AUTO-CAD 2016: Shell Sections Table 3 - Shell Sections - Summary All the drawing and detailing works for this training were done Name Design Element Material Total by making use of AutoCAD 2007, developed by M/s. Type Type Thickness AUTODESK, USA. As such, this is the pioneering software in mm CAD. AutoCAD is a vector graphics drawing program. It uses Sayyed A.Ahad, IJECS Volume 6 Issue 5 May, 2017 Page No. 21269-21285 Page 21270 DOI: 10.18535/ijecs/v6i5.13 Wall Shearwall Shell- M25 150 Dead Linear Static Thin Slab Live Linear Static Slab125mm Shell- M25 125 Thin Superimposed Dead Linear Static Slab175mm Slab Shell- M25 175 EQx Linear Static Thin EQy Linear Static Reinforcement Sizes Table 4 - Reinforcing Bar Sizes Load calculations Name Diameter Area mm mm² Dead loads 10 10 79 The dimensions of the cross section are to be assumed initially which enable to estimate the dead load from the 16 16 201 known weights of the structure. The values of the unit weights of the structure and the values of the unit weight of the 20 20 314 materials are specified in IS 875:1987(Part-I). As per IS 875: 1987 (part I). The dead load assigned in the ground floor is shown in the figure 3. 3 • Unit weight of brick = 19.1 kN/m 3 • Unit weight of concrete = 25kN/m 5. Framing Of Model Here sample calculation is done: Wall load a) Main wall load Thickness of wall = 150 mm = unit weight of brick x thickness of wall x( floor height –beam depth) =19.1 x 0.150 x (3 -0.45) = 7.305 kN/m b) Partition wall load Thickness of wall = 100 mm = 19.1 x 0.10 x (3 -0.45) Fig.2 3D Model = 4.875 kN/m c) Parapet wall load 6. ANALYSIS IN ETABS Thickness of wall = 100 mm = 19.1 x 0.10 x 1.5 Load Patterns = 2.865 kN/m Table 5 - Load Patterns Name Type Self Weight Auto Load Multiplier Dead Dead 1 Live Live 0 Superimpos Superimpose 0 ed Dead d Dead EQx Seismic 0 IS1893 2002 EQy Seismic 0 IS1893 2002 Table 6– Load Cases Name Type Sayyed A.Ahad, IJECS Volume 6 Issue 5 May, 2017 Page No. 21269-21285 Page 21271 DOI: 10.18535/ijecs/v6i5.13 are given in table 7. The assigned live load on ground floor in Etabs will be as shown in the figure 5. Table.7-Live loads Area 2 Live load ( kN/m ) 2 All rooms and kitchens 2 Toilet and bathrooms 3 Corridors, Passages, Staircases 3 Balconies 5 Parking 5 Electrical Room 5 Machine room Fig.3- Dead Load 2 Floor finish = 1.25kN/m (as per IS 875 part 1) 2 Total floor load = 1.25 kN/m Fig.5-Live Load Earthquake Forces Earthquakes generate waves which move from the origin of its location with velocities depending on the intensity and magnitude of the earthquake. The impact of earthquake on the structures depends on the stiffness of the structure, stiffness Fig.4- Floor Finish Load (Super Dead) of the soil media, height and location of the structure, etc. the Live loads earthquake forces are prescribed in IS 1893:2002 (part-I). Since the building is located in Latur, Maharastra, it is They are also known as imposed loads and consist of all loads included in the zone III. And the seismic base shear calculation other than the dead loads of the structure. The standard values and its distribution was done as per IS 1893:2002 (part-I). The are stipulated in IS875:1987 (part II).The live loads considered Sayyed A.Ahad, IJECS Volume 6 Issue 5 May, 2017 Page No. 21269-21285 Page 21272 DOI: 10.18535/ijecs/v6i5.13 base shear or total design lateral force along any principle Auto Seismic Loading direction shall be determined by the following expression: IS1893 2002 Auto Seismic Load Calculation V = A X W This calculation presents the automatically generated lateral B h seismic loads for load pattern EQx according to IS1893 2002, Where, as calculated by ETABS. V = Design base shear B Direction and Eccentricity A = Design horizontal seismic coefficient based on Direction = X h fundamental natural period, and type of soil Structural Period W = Seismic weight of the building Period Calculation Method = User Specified The design horizontal seismic coefficient, User Period Factors and Coefficients Where, Seismic Zone Factor, Z [IS Table Z = Zone factor given in table 2, for the maximum considered 2] earthquake (MCE) and service life of the structure in a zone. The factor 2 in the denominator is used so as to reduce the MCE zone factor to the factor for design basic Response Reduction Factor, R [IS earthquake (DBE) I = Importance factor, depending upon the functional use of structures, characterized by Table 7] hazardous consequences of failure, post-earthquake Importance Factor, I [IS Table 6] functional needs, historical value or economic importance Site Type [IS Table 1] = II (Table 6 of IS 1893 (Part 1): 2002). R = Response reduction factor, depending on the perceived Seismic Response seismic damage performance of the structure, Spectral Acceleration characterized by ductile or brittle deformations. However, Coefficient, S /g [IS the ratio (I/R) shall not be greater than 1.0. The value for a 6.4.5] buildings are given in Table7 of IS 1893 (Part 1): 2002. Sa/g = Average response acceleration coefficient. Sa/g is determined on the basis of approximate fundamental Equivalent Lateral Forces natural period of vibration on both the directions. Natural period of vibration, Seismic Coefficient, A [IS 6.4.2] h Calculated Base Shear Earthquake loading Direction Period Used W Vb (sec) (kN) (kN) As per IS 1893:2002 (part-I) earthquake loads are calculated. Latur belongs to seismic zone 3. X 0.850 15000.4234 553.9871 So seismic zone coefficient, Z =0.16 Importance factor, I =1(other buildings) Response reduction factor, R =3 Applied Storey Forces Height of building =33 m Dimension of building along X- direction = 12.19 m Dimension of building along Y- direction =18.288 m Time period, Along x direction, = 0.850 Along y direction, = 0.694 Sayyed A.Ahad, IJECS Volume 6 Issue 5 May, 2017 Page No. 21269-21285 Page 21273 DOI: 10.18535/ijecs/v6i5.13 Period Used W V Direction b (sec) (kN) (kN) Y 0.694 15000.4234 783.8838 Applied Story Forces IS1893 2002 Auto Seismic Load Calculation This calculation presents the automatically generated lateral seismic loads for load pattern EQy according to IS1893 2002, as calculated by ETABS. Direction and Eccentricity Direction = Y Load Combinations Structural Period Design of the structures would have become highly Period Calculation Method = User Specified expensive in order to maintain either serviceability and safety User Period if all types of forces would have acted on all structures at all times. Accordingly the concept of characteristics loads has Factors and Coefficients been accepted to ensure at least 95 percent of the cases, the Seismic Zone Factor, Z [IS Table characteristic loads are to be calculated on the basis of 2] average/mean load of some logical combinations of all loads mentioned above. Response Reduction Factor, R [IS IS 456:2000, IS 875:1987 (Part-V) and IS 1893(part- Table 7] I):2002 stipulates the combination of the loads to be considered Importance Factor, I [IS Table 6] in the design of the structures. The different combinations used are: Site Type [IS Table 1] = II Table.8- Load Combinations Seismic Response Spectral Acceleration Name Load Case/Combo Scale Type Auto Factor Coefficient, S /g [IS a 6.4.5] UDCon1 Dead 1.5 Linear Add No UDCon1 Superimposed Dead 1.5 No Equivalent Lateral Forces UDCon2 Dead 1.5 Linear Add No UDCon2 Live 1.5 No Seismic Coefficient, A [IS 6.4.2] UDCon2 Superimposed Dead 1.5 No h UDCon3 Dead 1.2 Linear Add No UDCon3 Live 1.2 No Calculated Base Shear UDCon3 Superimposed Dead 1.2 No Sayyed A.Ahad, IJECS Volume 6 Issue 5 May, 2017 Page No. 21269-21285 Page 21274 DOI: 10.18535/ijecs/v6i5.13 UDCon3 EQx 1.2 No UDWal8 EQx -1.5 No UDCon4 Dead 1.2 Linear Add No UDWal9 Dead 1.5 Linear Add No UDCon4 Live 1.2 No UDWal9 Superimposed Dead 1.5 No UDCon4 Superimposed Dead 1.2 No UDWal9 EQy 1.5 No UDCon4 EQx -1.2 No UDWal10 Dead 1.5 Linear Add No UDCon5 Dead 1.2 Linear Add No UDWal10 Superimposed Dead 1.5 No UDCon5 Live 1.2 No UDWal10 EQy -1.5 No UDCon5 Superimposed Dead 1.2 No UDWal11 Dead 0.9 Linear Add No UDCon5 EQy 1.2 No UDWal11 Superimposed Dead 0.9 No UDCon6 Dead 1.2 Linear Add No UDWal11 EQx 1.5 No UDCon6 Live 1.2 No UDWal12 Dead 0.9 Linear Add No UDCon6 Superimposed Dead 1.2 No UDWal12 Superimposed Dead 0.9 No UDCon6 EQy -1.2 No UDWal12 EQx -1.5 No UDCon7 Dead 1.5 Linear Add No UDWal13 Dead 0.9 Linear Add No UDCon7 Superimposed Dead 1.5 No UDWal13 Superimposed Dead 0.9 No UDCon7 EQx 1.5 No UDWal13 EQy 1.5 No UDCon8 Dead 1.5 Linear Add No UDWal14 Dead 0.9 Linear Add No UDCon8 Superimposed Dead 1.5 No UDWal14 Superimposed Dead 0.9 No UDCon8 EQx -1.5 No UDCon9 Dead 1.5 Linear Add No UDWal14 EQy -1.5 No UDCon9 Superimposed Dead 1.5 No Envelope UDCon1 1 Envelope No UDCon9 EQy 1.5 No combo Envelope UDCon2 1 No UDCon10 Dead 1.5 Linear Add No combo UDCon10 Superimposed Dead 1.5 No Envelope UDCon3 1 No UDCon10 EQy -1.5 No combo UDCon11 Dead 0.9 Linear Add No Envelope UDCon4 1 No combo UDCon11 Superimposed Dead 0.9 No Envelope UDCon5 1 No UDCon11 EQx 1.5 No combo UDCon12 Dead 0.9 Linear Add No Envelope UDCon6 1 No UDCon12 Superimposed Dead 0.9 No combo Envelope UDCon7 1 No UDCon12 EQx -1.5 No combo UDCon13 Dead 0.9 Linear Add No Envelope UDCon8 1 No UDCon13 Superimposed Dead 0.9 No combo UDCon13 EQy 1.5 No Envelope UDCon9 1 No combo UDCon14 Dead 0.9 Linear Add No Envelope UDCon10 1 No UDCon14 Superimposed Dead 0.9 No combo UDCon14 EQy -1.5 No Envelope UDCon11 1 No UDWal1 Dead 1.5 Linear Add No combo Envelope UDCon12 1 No UDWal1 Superimposed Dead 1.5 No combo UDWal2 Dead 1.5 Linear Add No Envelope UDCon13 1 No UDWal2 Live 1.5 No combo UDWal2 Superimposed Dead 1.5 No Envelope UDCon14 1 No combo UDWal3 Dead 1.2 Linear Add No UDWal3 Live 1.2 No All these combinations are built in the Etabs 2015. UDWal3 Superimposed Dead 1.2 No analysis results from the critical combinations are used for the UDWal3 EQx 1.2 No design of structural member. UDWal4 Dead 1.2 Linear Add No Note: UDWal4 Live 1.2 No DL - Dead load UDWal4 Superimposed Dead 1.2 No UDWal4 EQx -1.2 No LL - Live load UDWal5 Dead 1.2 Linear Add No EL - Earthquake load in x direction UDWal5 Live 1.2 No x UDWal5 Superimposed Dead 1.2 No EL - Earthquake load in z direction UDWal5 EQy 1.2 No z UDWal6 Dead 1.2 Linear Add No Analysis Results UDWal6 Live 1.2 No The structure was analysed as ordinary moment UDWal6 Superimposed Dead 1.2 No resisting space frames in the versatile software Etabs 2015. UDWal6 EQy -1.2 No Joint co-ordinate command allows specifying and generating UDWal7 Dead 1.5 Linear Add No the co-ordinates of the joints of the structure, initiating the UDWal7 Superimposed Dead 1.5 No specifications of the structure. Member incidence command is UDWal7 EQx 1.5 No used to specify the members by defining connectivity between UDWal8 Dead 1.5 Linear Add No joints. The columns and beams are modelled using beam UDWal8 Superimposed Dead 1.5 No Sayyed A.Ahad, IJECS Volume 6 Issue 5 May, 2017 Page No. 21269-21285 Page 21275 DOI: 10.18535/ijecs/v6i5.13 elements. Member properties have to be specified for each member. From the analysis, maximum design loads, moments and shear on each member was obtained. From these values, we design the structure. Axial Force Fig.9 Torsional moment diagram Fig.6 Axial Force Diagram Fig.10 Slab bending moment diagram Fig.7 Bending Moment Diagram Fig.11 Slab shear force diagram 7. Design of RC Building General The aim of structural design is to achieve an acceptable Fig.8 Torsion Force Diagram probability that the structure being designed will perform the function for which it is created and will safely withstand the influence that will act on it throughout its useful life. These influences are primarily the loads and the other forces to which it will be subjected. The effects of temperature fluctuations, foundation settlements etc. should be also considered. Sayyed A.Ahad, IJECS Volume 6 Issue 5 May, 2017 Page No. 21269-21285 Page 21276 DOI: 10.18535/ijecs/v6i5.13 The design methods used for the design of reinforced concrete structures are working stress method, ultimate load method and limit state method. Here we have adopted the limit state method of design for slabs, beams, columns and stairs. In the limit state method, the structure is designed to withstand safely all loads liable to act on it through its life and also to satisfy the serviceability requirements, such as limitation to deflection and cracking. The acceptable limit of safety and serviceability requirements before failure is called limit state. All the relevant limit states should be considered in the design to ensure adequate degrees of safety and serviceability. The structure should be designed on the basis of most critical state and then checked for other limit states. The design of a structure must satisfy three basic requirements: • Stability - To prevent overturning, sliding or buckling of the structure, or part of it, under the action of loads. • Strength - To resist safely the stresses induced by the loads in Fig.13 the various structural members. • Serviceability - To ensure satisfactory performance under service load conditions which implies providing adequate stiffness and reinforcement to contain deflections, crack widths and vibrations within acceptable limits, and also providing impermeability and durability. Concrete Frame Design in ETABS Fig.14 Beam section design (ETABS) Beam Element Details Level Element Unique Name Section ID Length (mm) LLRF Ground B9 10D Beam230x450 2440 1 Floor Section Properties Fig.12 b (mm) h (mm) bf (mm) ds (mm) dct (mm) dcb (mm) 230 450 230 0 30 30 Material Properties E (MPa) f (MPa) Lt.Wt Factor (Unitless) f (MPa) f (MPa) c ck y ys 25000 25 1 415 250 Design Code Parameters ɣ ɣ C S 1.5 1.15 Flexural Reinforcement for Major Axis Moment, M u3 End-I Middle End-J End-I Middle End-J Rebar Rebar Rebar Rebar Rebar Rebar Area Area Area % % % mm² mm² mm² Sayyed A.Ahad, IJECS Volume 6 Issue 5 May, 2017 Page No. 21269-21285 Page 21277 DOI: 10.18535/ijecs/v6i5.13 End-I End-I Middle Middle End-J End-J Ec (MPa) fck (MPa) Lt.Wt Factor (Unitless) fy (MPa) fys (MPa) Rebar Rebar Rebar Area Rebar Area Rebar Area Rebar 25000 25 1 415 250 % % % mm² mm² mm² Top (+2 Design Code Parameters 212 0.2 212 0.2 212 0.2 Axis) ɣ ɣ Bot (-2 C S Axis) 212 0.2 212 0.2 212 0.2 1.5 1.15 Longitudinal Reinforcement Design for Pu - Mu2 - Mu3 Interaction Flexural Design Moment, M u3 Rebar Area Rebar End-I Middl End-J Column End mm² % End-I Middle e End-J Design M Statio Design M Statio Design M Statio Top 1080 0.8 u n Loc u u n Loc kN-m kN-m n Loc kN-m Bottom 1080 0.8 mm mm mm Top Design Axial Force & Biaxial Moment for P - M - M Interaction u u2 u3 (+2 -7.4992 406.7 -2.7195 1626.7 -4.0314 2440 Station Axis) Column Design Pu Design Mu2 Design Mu3 Loc Controlling envelopecomb envelopecomb envelopecomb End kN kN-m kN-m Combo Combo mm o o o kN kN-m kN-m mm Bot (-2 Axis) 2.9202 406.7 8.4427 1626.7 5.8811 2440 Top 852.19 0.1859 -16.2614 2470 envelopecombo envelopecomb envelopecomb envelopecomb Bottom 859.6904 -0.0938 10.6284 0 envelopecombo Combo o o o Shear Reinforcement for Major Shear, V u2 Column End Rebar Asv /s Design Vu2 Station Loc Controlling Shear Reinforcement for Major Shear, V mm²/m kN mm Combo u2 Top 552 10.8866 2470 envelopecombo End-I Middle End-J Rebar A /s Rebar A /s Rebar A /s Bottom 552 10.8866 0 envelopecombo sv sv sv mm²/m mm²/m mm²/m Shear Reinforcement for Minor Shear, V 423.2 423.2 423.2 u3 Column End Rebar Asv /s Design Vu3 Station Loc Controlling Design Shear Force for Major Shear, V mm²/m kN mm Combo u2 End-I Middle End-J Top 828 0.2975 2470 envelopecombo End-I Middle End-J Station Station Station Design V Design V Design V Bottom 828 0.2975 0 envelopecombo u Loc u Loc u Loc kN mm kN mm kN mm 10.5504 406.7 0.0004 1626.7 6.2524 2440 SHEAR WALL DESIGN (ETABS) envelopecombo envelopecombo envelopecombo Shear Wall Preferences - IS 456-2000 Torsion Reinforcement Item Value Shear Rebar Material HYSD415 Rebar A /s svt Rebar Shear Material Mild250 mm²/m Phi (Steel) 1.15 0 Phi (Concrete) 1.5 PMax factor 0.8 Design Torsion Force # Interaction Curves 24 Design T Station Loc Design T Station Loc u u # Interaction Points 11 kN-m mm kN-m mm Min Eccentricity Major? No 1.3507 1220 1.3507 1220 Min Eccentricity Minor? No envelopecombo envelopecombo Edge Design PT-Max 0.06 Edge Design PC-Max 0.04 Section Design IP-Max 0.04 Column Section Design (ETABS) Section Design IP-Min 0.0025 D/C Ratio Limit 0.95 Column Element Details Shear Wall Pier Overwrites - IS 456-2000 Level Element Unique Name Section ID Length (mm) LLRF EdgeBa Cov Ground Stor Pi DesiLL Seis PierSec End Edge Mate Design/C C29 189 Column300x450 3000 0.556 rSpc er Floor y er gn RF mic Type Bar Bar rial heck mm mm Grou Uniform Section Properties nd Reinforc P1 Yes 1 Yes 3 3 250 31.3 M25 Design b (mm) h (mm) dc (mm) Cover (Torsion) (mm) Floo ing r Section 300 450 58 30 Grou Uniform nd Reinforc P2 Yes 1 Yes 2 2 250 31.3 M25 Design Material Properties Floo ing r Section E (MPa) f (MPa) Lt.Wt Factor (Unitless) f (MPa) f (MPa) c ck y ys Sayyed A.Ahad, IJECS Volume 6 Issue 5 May, 2017 Page No. 21269-21285 Page 21278