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Influence of Semi-Rigid Connection on Behaviour of Steel Space Frame Under Static Loads
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Influence of Semi-Rigid Connection on Behaviour of Steel Space Frame Under Static Loads
1.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 04 Issue: 11 | Nov -2017 www.irjet.net p-ISSN: 2395-0072 © 2017, IRJET | Impact Factor value: 5.181 | ISO 9001:2008 Certified Journal | Page 1441 INFLUENCE OF SEMI-RIGID CONNECTION ON BEHAVIOUR OF STEEL SPACE FRAME UNDER STATIC LOADS NANDEESHA G S1, KASHINATH B RUGI2 1P. G Student, Department of Civil Engineering, Haveri, Karnataka, India 2Asst. Professor Department of Civil Engineering, Haveri, Karnataka, India ---------------------------------------------------------------------***--------------------------------------------------------------------- Abstract- In this analysis and design of steel space frame are taken out based on idealization that the connections joining the beam-column are both fixed andflexible.There is a complication in assigning the connection behaviour, along research on the semi-rigid behaviour and design has been continued for years. Study on the earthquake effectsofmulti storey semi-rigid space frame are selected forpresentstudy. Of 10 storey of 4m x 5m x 3.5m, semi-rigid connected steel space frame based on rotation spring stiffness. Key word: symmetric space frame, connections- rigid, pinned, semi-rigid. 1. INTRODUCTION The semi-rigid support conditionsusuallylayinbetweenthe rigid and simple supports. Building connections classified based on the moments- rotation characteristics, according to the AISC conditions. Type A: Rigid frame (Fully restrained fixed ended) assumed to the beam-column connection has sufficienttopreventany rotation moments between the intersect members. Type B: Simple Frame (Unstrained Free-Ended),assumed to the beams-column connection, allows only shear forces, so the member to rotate freely under gravity load. Type C: Semi-rigid frame (Partially Restrained), assumed to the beam-column connection based on knownmoments and lies in intermediate between the rigidity of type A and B. 2. OBJECTIVES The main objective of the work is 1. To perform linear static of Semi-rigid connection steel space frame structures using Response Spectrum method. 2. The multi storey steel space frame is analysis by varying the joints fixity factors and found the capacity of strength of joins. 3. METHOD OF ANALYSIS To calculate the semi-rigid connection influence on the structural responses, static analysis was conducted. The section properties of the constituent’s elements were arrived, for vertical gravity loads, in addition to equivalent earthquake forces. In this research, the semi rigid connections effect on the behaviour of structure is widely investigated. The analysis by conventional stiffness matrix method is ultimately to cover a more frame vibrationsgeneral caseswithconnection of semi-rigid and as per the action of earthquake forces. In frames was analyzed for fixity factors varying from 1.0 for rigid to 0.0 for hinged conditions and the findings are presented and discussed in the sections to follows; 3.1 Numerical Problem: Plane dimensions: 4m in X axes and 5m in Y axes direction. Storey height: 3.5m in Z axes direction. 3.2 Structural model: Fig 1: Steel space frame with node numbers
2.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 04 Issue: 07 | Nov -2017 www.irjet.net p-ISSN: 2395-0072 © 2017, IRJET | Impact Factor value: 6.171 | ISO 9001:2008 Certified Journal | Page 1442 Fig 2: Plan view showing beam and column Table 1: Section properties of the steel space frame Methods of beam analysis which the end restraints fall in between the assumed pin and rigid end is end fixity concept. In end fixity factor, ri is written as, Where, ri is spring stiffness connection and EI/l is flexural stiffness of the fixed elements. The fixity factordefinesasthe rotation stiffness of the fixed elements. Table 3: Rotational spring stiffness of beam sections for different fixity factor 3.3 Static analysis Computation of equivalent static lateral force(asperIS1893 (part-1):2002; Plan dimensions of the structure (Ds) = 12m x 15m Height of the building (H) = 35m Fundamental natural period of vibration (T) T = 0.085 H0.75 for steel framed structure (clause 7.6.1) Hence, T= 1.223sec Average Response Acceleration co-effective (Sa/g) = 1.112 (For medium soil site type-2 and as, 0.55≦T≦4; Sa/g = 1.36/T)- Clause 6.4.2 Importance factor (I) = 1.5 Fixity Factor Rotational spring stiffness ( R ) kN-m / rad ISWB 250 ISMB 300 ISWB 300 ISMB 400 0.1 1040.04 1505.63 1375.02 2864.18 0.2 2340.1 3387.67 3093.8 6444.4 0.3 4011.6 5807.43 5303.66 11047.54 0.4 6240.26 9033.78 8250.14 17185.06 0.5 9360.4 13550.67 12375.22 25777.6 0.6 14040.6 20326.1 18562.82 38666.4 0.62 15272.2 22108.99 20191.14 42058.16 0.65 17383.6 25165.53 22982.54 47872.66 0.67 19004.41 27511.96 25125.44 52336.31 0.7 21840.9 31618.23 28875.5 60147.7 0.8 37441.53 54202.7 49500.86 103110.34 0.9 84243.44 121956.03 111376.95 231998.26 Section Area (m²) Iᵪᵪ (m⁴) Iᵧᵧ (m⁴ ) ISWB 250 X 40.9 0.005205 0.00005943 0.000008575 ISWB 300 X 48.1 0.006133 0.00009821 0.000009901 ISMB 300 X 44.2 0.005626 0.00008603 0.000004539 ISMB 400 X 61.6 0.007846 0.00020458 0.000006221 ISWB 600 X 145.1 0.0185 0.00115626 0.000052983 Table 2: Sectional properties of beam section Section Modulus of elasticity (E) k N/m² Moment of inertia (I) m⁴ Length (L) m ISWB 250 X 40.9 210000000 0.000059431 4 ISMB 300 X 44.2 210000000 0.000086036 4 ISWB 300 X 48.1 210000000 0.000098216 5 ISMB 400 X 61.6 210000000 0.000204584 5
3.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 04 Issue: 07 | Nov -2017 www.irjet.net p-ISSN: 2395-0072 © 2017, IRJET | Impact Factor value: 6.171 | ISO 9001:2008 Certified Journal | Page 1443 (Community building: clause 6.4.2, Table-2) Design horizontal seismic co-efficient (Ah) = 0.06 (Clause 6.4.2) Total design lateral loads or seismic base shear along X-axes (VD) = 310.44 kN (VD = Ah W: Clause 6.4.2) . Total design lateral force and storey weightcomputedasper IS1893 (Part-1): 2002 are presentedintable4forsteel space frame. Table 4: Design lateral force and storey weight of space frame 3.4 Moments v/s Fixity factor Considering the beam element B-12 with semi-rigid connection, the end moments and mid span moments with varying fixity factors are tabulated in table 5. Table 5: End moments and mid span moment’s v/s end fixity factors. Beam Element B12 Fixity Factor Moment at end (kN-m) Moment at span (kN-m) 0.0 0 57.33 0.1 14.22 52.46 0.2 20.67 47.98 0.3 25.20 43.83 0.4 30.94 39.95 0.5 35.88 36.31 0.6 40.16 32.87 0.7 43.85 29.62 0.8 47.00 26.52 0.9 49.67 23.55 1.0 50.65 23.33 Chart-1: End moments and mid span moment’s v/s end fixity factors. To reach the maximum design moment condition, the moment at support and mid-span is equal. This condition seems to be satisfied for fixity factor between 0.5 and 0.6 as observation in chart-1. Hence thedesignofsemi-rigid beams with fixity factor betweens 0.5 to 0.6 results in optional or uniform, section for the entire length of the beam. The span moments for a simply supported or flexibleconnection(FF= 0.0) is 57.33 kN-m. However, for the same beam element with connections of semi-rigid, the moments of end and mid span moments are equal and observed to be minimum of 36.31 kN-m. 3.5 Variation of bending moments The bending moment’s variation for typical beam elements in ground floor (B-12) with semi-rigid connections is shown in Chart-2. Storey No. Storey weight (kN) Design Lateral Force (kN) Along X- dir Along Y- dir 1 1086.27 0.814 1.19 2 1086.27 3.25 4.77 3 1086.27 7.32 10.12 4 1086.27 13.02 19.06 5 1086.27 20.34 29.78 6 1086.27 29.29 42.89 7 1086.27 39.87 58.37 8 1086.27 52.07 76.24 9 1086.27 65.90 96.50 10 1048.82 78.56 115.02 Total (W) = 10825.25 kN VD = 310.44 kN VD = 454.54 kN
4.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 04 Issue: 07 | Nov -2017 www.irjet.net p-ISSN: 2395-0072 © 2017, IRJET | Impact Factor value: 6.171 | ISO 9001:2008 Certified Journal | Page 1444 Chart-2(a): Variation of bending moments for FF 1.0 Chart-2(b): Variation bending moment for FF 0.6 Chart-2(c): Variation bending moments for FF 0.0 4. CONCLUSIONS: To reach maximum moments of design for beams the moments at the supports and at mid-span must be equal. This condition is observed to besatisfiedforfixity factors ranging betweens 0.60 to 0.70 (i.e., 30%to40%) of joint flexibility. The presence of the semi-rigid connections do not affects the stiffness co-efficient related to the axial effects, shear force and torsion effects is not affects by joint boundary conditions. The moments of bending generated at the ends of the beams clearly seen that the variation between semi- rigid and rigid connections is major. Due to reduce stiffness in semi-rigid and rigidly connected frame resulted in increase in the bending deformation and increase values of primary bending moments. These results indicates that semi-rigid connections in frame will have major effects on the structural requirements find and that along a proper selection of the stiffness and strength connection properties these responses may be changed to produce advantageous on the structure effects. REFERENCES [1] V. D. Kapagate and Dr. K.N. Kadam “Semi Rigid Connections Response on Frame Behaviour” International Journal on Recent and Innovation trends in Communication and Computing, Vol 03;2015. [2] M.E. Kartal H.B. Basaga A. Bayraktar and M. Muvafik “Effects of Semi- Rigid Connection on Structural response” Electronic Journal of Structural Engineering (10); 2010. [3] Cynthia J. Duncan “Connection Design in the 2005 AISC specification” The American Institutionofsteel Construction Inc., Chicago; 2005 [4] Satish Kumar and Prasada Rao D.V “SeismicQualification of Semi-Rigid Connection in Steel Frame” 13th World Conference on Earthquake Engineering; 2004. [5] Miodrag S SEKULOVIC, Ratko M SALATIC and Rastislav S M “Seismic Analysis Frames with Semi-Rigid Eccentric Connection”: 2000. [6] J.C. Awkar and E. M. Lui, “Seismic analysis and response of multistory semi-rigid Frames”, Engineering Structures (21) ; 1999. [7] S.O. Degertekin and M. S.Hayalioglu“Designofnon-linear semi-rigid steel frame with semi-rigid column bases” Electronic structural engineering journal vol (4): 2004. Chart-2: Bending moment’s diagrams forbeam withflexible connections. By comparing the bending moments diagrams, as shown in chart-2 it was observed that beams having rigidjointshasan end moments of 15.65 kN-m, compared to the maximum moments of 57.33 kN-m for the flexibly connected beam. Therefore to the rigidly jointed beam has a requirements is small for the section flexural strength, so this design is not economical because the difference between the maximums of -ve and +ve moments is approximately 40.68 kN-m.
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