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Influence of RC Jacketing on seismic vulnerability Bridges
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Influence of RC Jacketing on seismic vulnerability Bridges
1.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 04 Issue: 07 | July -2017 www.irjet.net p-ISSN: 2395-0072 © 2017, IRJET | Impact Factor value: 5.181 | ISO 9001:2008 Certified Journal | Page 645 Influence of RC Jacketing on seismic vulnerability Bridges Mr. Praveen J. V1, Sunil C.L 2, Mr. Raveesh R M 3 1,2 Sri Siddhartha institute of technology agalkote, tumakuru – 572105,Karnataka, India 3 Design Engineer, Sculpture consultancy Tumakuru – 572105,Karnataka, India ---------------------------------------------------------------------***--------------------------------------------------------------------- Abstract - Jacketing as been done for Rc bridgesby increasing its columns size with skewanglesandcomparingitsfrequency, time period, displacement, acceleration, base shear. Column size from 0.54m*0.54m to 1m*1m and 1.2m*1.2mandalsothe skew angles are 30°, 45°, 60° as been taken. The models were used to represent bridges located in zone 2 of India. The systemic parameters studied are natural period, base shear, roof displacement, lateral displacement, Joint acceleration of column. Time history analysis has been considered out .the structures has been subjected to a set-off ground motion. Key Words: RC bridge; Frequency; Natural period; Base shear; Roof displacement; lateral displacement; and Joint acceleration of column 1.INTRODUCTION The initially bridges were made by environment — by way of simple as a log fallen across a watercourse. The first bridges made by persons were probably spans of woods or planks and eventually stones using a simple sustenance and crossbeam plan. Utmost of these early bridges could not support heavy weights or withstand strong flows. It was these lacks which led to the development of better bridges. The ancient persisting stone bridge in China is Zhao Zhou Bridge, fabricated from 595 to 605 AD during the Sui Dynasty. This bridge is also traditionally significant as it is the world's oldest open-spandrel stone segmental arch bridge. The first book on bridge engineering was written by Hubert Gautier in 1716. With theIndustrial Revolutioninthe 19th century, truss systems of wrought ironweredeveloped for larger bridges, but iron did not have the tensile strength to support large masses. Using the initiation of steel, which has a high tensile strength much bigger bridges were constructed. Bridges are classified on the source that how the four forces namely shear, compression, stiffness, and moment are circulated in the bridge building. The current earthquake-destruction to bridges and other buildings located within a few kilometers from a fault separation clearly indicated the importance to consider the near-field ground motion effect. As shown, the amount of acceleration was very high, and was considered by single pulses with large acceleration and long predominant dated. As well as the strong intensity, the directivity of the near- field ground motion is important in seismic project. This is important in considering the effect of bilateral directional excitation. Perhaps the effect of bilateral excitation for bridges may be measured in terms of difference of ductility capacity of piers [Mahin and Hachem 1999]. Bridge’s piers can be damaged by the action of intense quakes. These essentials are the most important component of the structural stability of a bridge system. Later the occurrence of an earthquake or after updates in the design code, the piers may require an intervention to improvetheir strength and stiffness volumes. For a long time, RC jacketing has been used as a suitable technique to provide additional strength and to improve the ductile behavior of columns under seismic loads. There are number of studies linked to the behavior of bridges retrofitted with RC jacketing, but there is a lack of computable estimations for this technique regarding the seismic susceptibility of a bridge. 1.1 Types of bridges 1.1.1 Girder bridges 1.1.2 Arch bridges 1.1.3 Cable stayed bridges 1.1.4 Rigid frame bridges 1.1.5 Truss bridges 1.1.2 Arch bridges Arch bridges posture a typical architecture and the eldest after the girder bridges. Dissimilar simple girder bridges, arches are well suited to the use of stone. Meanwhile the arch doesn’t require piers in the center so arches are decent choices for crossing valleys and streams. Arches can be one of the most beautiful bridge types. Arches use a curved structure which provides a high resistance to bending forces. Arches can onlybeusedwherethegroundor foundation is solid and stable because unlike girder and truss bridges both ends of an arch are fixed in the horizontal system. 2 OBJECTIVE AND METHODOLOGY 2.1 Objective of the study To investigate the influence of repair to individual RC bridge columns on the post repair seismic performance of a bridge system. To study the performance of the bridge modelscontains varied number of repaired column was comparable to
2.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 04 Issue: 07 | July -2017 www.irjet.net p-ISSN: 2395-0072 © 2017, IRJET | Impact Factor value: 5.181 | ISO 9001:2008 Certified Journal | Page 646 that of the bridge only original columns with respect to the target system level performance. 2.2 Methodology The bridge considered for study is assumed to be located in zone-2 of India. Material and section properties are defined and assigned to the models. Base of models are fixed. Five seriously damaged Rc columns are with different damage conditions are repaired.Usingdevelopedrepair method. Bridge with skew angle 30°, 45°, 60° has been studied. And it will be analyzed by CSI Bridge software. 3. Range of parameters considered Table 3.1: Parameters Types of bridges Box-Girder bridge Total length of bridge 75 mts Width of bridge 11 mts Number of span 5 nos Span distance 15 mts No of Lanes 2 nos No of columns 1 nos Restraints Fixed Pier size 0.54mx0.54m, 1mx1m, 1.2mx1.2m Bent cap size 1.2m x 0.9m x 9m Skew angle 30°, 45°, 60° Type of vehicle IRC AA tracked Table 3.2 Material properties Material Properties Values Unit volume 25 KN/m³ Young’s modulus 30000×e⁶ KN-m² Poisons ratio 0.15 Shear modulus 12325.17 Mpa Co-efficient of thermal expansion 1.17×e¯⁵ °C Co-efficient of concrete 1.17×e¯⁵ °C Compressive strength of concrete 35 N/mm² 4. Present Study A 3 dimensional study of a skew bridges before and after retrofitting with different skew angles (30°, 45° and 60°) with fixed based and the base of the modal is subjected to acceleration vs time history of a Elcentro earthquake is presented. The variation of frequency, time period and structural responses for various parameters like baseshear, longitudinal stress and drift studied and retrofitting is done for the modal by changing column size to 1m x 1m and 1.2m x 1.2m for different skew angles, all models are subjected to time history. The typical models layout plan considered in present study as shown in the figures Fig 4.1: Shows the layout plan of 2 lane box girder bridge Fig 4.2: Shows the front view 0.54m size of a column with skew angle 30° Fig 4.3: Shows the front view 1m size of a column with skew angle 30°
3.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 04 Issue: 07 | July -2017 www.irjet.net p-ISSN: 2395-0072 © 2017, IRJET | Impact Factor value: 5.181 | ISO 9001:2008 Certified Journal | Page 647 Fig 4.4: Shows the front view 1.2m size of a column with skew angle 30° Fig 4.5: Shows the front view 0.54m size of a column with skew angle 45° Fig 4.6: Shows the front view 1m size of a column with skew angle 45° Fig 4.7: Shows the front view 1.2m size of a column with skew angle 45° Fig 4.8: Shows the front view 0.54m size of a column with skew angle 60° Fig 4.9: Shows the front view 1m size of a column with skew angle 60° Fig 4.10: Shows the front view 1.2m size of a column with skew angle 60° 5) Result and Discussion 5.1) Variation in frequency The variation in natural frequency due to the effect of retrofitting studied on a 75 mts span skew bridges with different skew angles (30°, 45° and 60°) and column sizes (0.54m x 0.54m, 1m x 1m and 1.2m x 1.2m) with fixed base. The retrofitting is done by changing the column sizes to 1m x 1m, 1.2m x 1.2m.
4.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 04 Issue: 07 | July -2017 www.irjet.net p-ISSN: 2395-0072 © 2017, IRJET | Impact Factor value: 5.181 | ISO 9001:2008 Certified Journal | Page 648 5.1.1 Effect of change in column size for Frequency: From the below table it as been observed that there is a decrease in frequency after retrofitting thatisafterchanging column sizes to 1m x 1m and 1.2m x 1.2m. A percentage decrease of 31.78% to 51.54% is observed when compared with column size of 0.54m x 0.54m respectively. For the frequency for mode 1, mode 2 and mode 3. From table 5.1 Table 5.1: Variation in frequency for different column size Frequen cy (Hrtz) Before retrofitti ng After retrofitting % Variation 0.54x0.5 4 (m) 1x1 (m) 1.2x1.2 (m) Mode 1 0.387 0.264 0.260 31.7 8 32.8 Mode 2 0.268 0.165 0.130 38.4 51.4 Mode 3 0.165 0.125 0.117 24.2 0 29.0 9 Graph 5.1Variation in frequency for different column size From the above graph we can observe that decrease of frequency after retrofitting that in change in column size to 1m x 1m and 1.2m x 1.2m. A orange and a gray line indicates frequency after retrofitting and blue line shows before retrofitting. 5.2) VARIATION IN TIME PERIOD: The variation in time period due to the effect of retrofitting studied on a 75 mts span skew bridges with different skew angles (30°, 45° and 60°) and column sizes (0.54m x 0.54m, 1m x 1m and 1.2m x 1.2m) with fixed base. Theretrofitting is done by changing the column sizes to 1m x 1m, 1.2m x 1.2m. Table 5.2: Variation in time period for different column size Time Perio d (sec) Before retrofittin g After retrofitting % Variation 0.54x0.54 (m) 1x1 (m) 1.2x1. 2 (m) Mod e 1 2.580 3.780 3.831 31.74 32.65 Mod e 2 3.726 6.032 7.690 38.22 51.54 Mod e 3 6.044 7.972 8.501 24.18 28.90 Graph 5.2 Variation in time period for different column size From the above graph 5.2.1 we can observe that increase in time period after retrofitting that in changeincolumnsize to 1m x 1m and 1.2m x 1.2m. A orange and a gray line indicates period after retrofitting and blue line indicates before retrofitting. 5.3) Effect of ground motion: Here the bridge is subjected to earthquake groundmotion of bhuj and response of 3d structure (In terms of base shear)is studied with different column sizes and skew angles. 5.3.1 Effect of change in column size for Base shear for different skew angles: The effect of change in base shear of a column before and after retrofitting studied on a 75 mts spanskewbridgeswith different skew angles (30°, 45° and 60°) and column sizes (0.54m x 0.54m, 1m x 1m and 1.2m x 1.2m) with fixed base. The retrofitting is done by changing thecolumnsizesto1mx 1m, 1.2m x 1.2m
5.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 04 Issue: 07 | July -2017 www.irjet.net p-ISSN: 2395-0072 © 2017, IRJET | Impact Factor value: 5.181 | ISO 9001:2008 Certified Journal | Page 649 5.3.1 (a) Base shear for skew angle 30°: In the discussion comparison is carried for the model with different column size with skew angle30°.Itisobservedthat base shear decrease in column sizes as afterretrofitting with size (1m x 1m and 1.2m x 1.2m) is done. The variation for different size of columns with skew angle 30° is shown in graph 5.3.1 (a) Graph 5.3.1(a) Variation in base shear for skew angle 30° for different column size From the above graph 5.3.1 (a) it is observed that there is a decrease in base shear after the retrofitting for the column for box girder Bridge with skew angle 30° respectively and maximum decrease in base shear as occurred after retrofitting from (0.54m x 0.54m) column to(1m x 1m and 1.2m x 1.2m) columns. 5.3.1 (b) Base shear for skew angle 45°: In the discussion comparison is carried for the model with different column size with skew angle45°.Itisobservedthat base shear decrease by increasing column sizes as after retrofitting with size (1m x 1m and 1.2m x 1.2m) is done. The variation for different size of columns with skew angle 45° is shown in graph 5.3.1 (b) Graph 5.3.1(b) Variation in base shear for skew angle 45° for different column size From the above graph 5.3.1 (b) it is observed that there is a decrease in base shear after the retrofitting for the column for box girder Bridge with skew angle 45° respectively and maximum decrease in base shear as occurred after retrofitting from (0.54m x 0.54m) column to (1m x 1m and 1.2m x 1.2m) columns. 5.3.1 (c) Base shear for skew angle 60°: In the discussion comparison is carried for the model with different column size with skew angle60°.Itisobservedthat base shear decreases by increasing column sizes as after retrofitting with size (1m x 1m and 1.2m x 1.2m). The variation for different size of columns with skewangle60° is shown in graph 5.3.1(c) Graph 5.3.1(c) Variation in base shear for skew angle 60° for different column size From the above graph 5.3.1 (c) it is observed that there is a decrease in base shear after the retrofitting for the column
6.
International Research Journal
of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 04 Issue: 07 | July -2017 www.irjet.net p-ISSN: 2395-0072 © 2017, IRJET | Impact Factor value: 5.181 | ISO 9001:2008 Certified Journal | Page 650 for box girder Bridge with skew angle 60° respectively and maximum decrease in base shear as occurred after retrofitting from (0.54m x 0.54m) column to (1m x 1m and 1.2m x 1.2m) columns. CONCLUSIONS The Frequency decreases as the column size increase and the system resonance effect will become least after retrofitting bridge. In comparison to the before retrofitting bridgesand after retrofitting bridges, the Frequency decreases up to 24.2 to 51.4 % for after retrofitting bridges compared to before retrofitting bridges. The natural time period increases as the column size increase and the system will response less against lateral load in case of after retrofitting bridges. In comparison to the before retrofitting bridgesand after retrofitting bridges, the time period increases up to 24.18 to 51.54 % for before retrofitting bridges compared to after retrofitting bridges. Maximum % variation of frequencyandtimeperiod is observed with skew angle 45º and column size 1.2×1.2 m. For analysis and numerical study bhuj earthquake data is considered .from the results concludes that as skew angle increases responses of displacement, acceleration and base shear also increases. The increased structural of skew bridges is controlled by the influence of RC jacketing. Maximum decrease in base shear, joint acceleration and displacement is observed is observed for all skew angles with column sizes 1.2×1.2 m. Study concludes that RC jacketing is an effective technique to control seismic responseandenhances the life span of an old bridges. Reference: 1) Abhishek Jodawat, Arihant Parekh, Bhushan Marathe, Ketan Pawar, Sunny Patwa, Yash Sahu, Indrajeet Jain - (Retrofitting Of Reinforced Concrete Column by Steel Jacketing) Sinhgad Institute Of Technology And Science, SPPU, Pune-41 2) Chandrakant PG Scholar, DepartmentofCivil Engineering S.D.M. College of Engineering and Technology, Dharwad, Karnataka, India- (Retrofitting of Fire Affected Structural Member in Multi-storey Buildings 3) Eduardo N. B. S. Júlio and Fernando A. B. Branc (Reinforced Concrete Jacketing—Interface Influence on Cyclic Loading Response) 4) JunDeng, TonghuaLiu, WeizhiXie, and WeiLu School of Civiland Transportation Engineering, GuangdongUniversity of Technology, Guangzhou 510006, China.( Study on Repaired Earthquake-Damaged Bridge Piers under Seismic Load). 5) Katsuki TAKIGUCHI and ABDULLAH (Experimental study on reinforced concrete column strengthened with Ferro cement jacket) 6) Majid Matouq Assas Civil Engineering Department, College of Engineering & Islamic Architecture, Umm al Qura University, Makkak, KSA (Efficiency of Corrugated Steel Jackets for Strengthening or Repairing Square Section Concrete Columns) 7) A.Mortezaei, A.Kheyroddin, G.Ghodrati Amiri- Lecturer of Islamic Azad University-Semnan Branch and Ph.D. Candidate, Faculty of Civil Engineering, Semnan University, Semnan, Iran (Influence of external steel plates on the characteristics of existing RC columns under near field ground motion) 8) Shri. Pravin B. Waghmar Acharya Shrimannarayan Polytechnic, Pipri (M), Wardha –Maharashtra (Materialsand jacketing technique for retrofitting of structures) 9) V.K. Papanikolaou, S.P. Stefanidou & A.J. Kappos Laboratory of R/C and Masonry Structures, Aristotle University of Thessaloniki, Greece (The Effect of Preloading on the Strength of Jacketed R/C Bridge Piers) 10) Somerville, P.G., 2000. Magnitude Scaling of Near Fault Ground Motions. Earthquake Engineering and Engineering Seismology, 2(2), 15-24. 11) Manfredi, G., Polese, M., and Cozenza, E., 2000. Cyclic demand in the near-fault area, Proceedings,6thU.S.National Conference on Earthquake Engineering, Seattle, Wash.
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