# STRENGTHENING OF JIAMUSI PRE-STRESSED CONCRETE HIGHWAY BRIDGE BY USING EXTERNAL POST-TENSIONING TECHNOLOGY IN CHINA

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2 length of the bridge is 139. m and the width is 17 m. The bridge was open to traffic in 199. The type of bridge is T-shape rigid frame. Figure-1 shows the layout of the bridge structure and Figure- shows the pier and span prestressed box girder layout. (a) (b) (c) Figure-1. The layout of the bridge (a) the view of bridge spans, (b) the view of T-beams and box girders, (c) the view of corbel between T-beams and box girder, (d) the view of T- beams spans. (d) 1

3 (a) (b) Figure-. The box girder layout, (a) pier box girder, (b) span box girder. PROBLEMS OF THE BRIDGE STRUCTURE The location of the bridge is important in Jiamusi city to develop the regional economy in the Heilongjiang province and it is always subjected to the heavy traffic load. According to the damages inspection by the team of inspection in School of Transportation Science and Engineering/ Bridge and Tunnel Engineering/ Harbin Institute of Technology (HIT), the corbel in the part of cantilever end suffers from down deflection. This deflection is about 1.3cm, and meanwhile, when the vehicles is passing on the bridge structure, the vibration of the bridge is large and the duration of vibration is long, which effect the safety and the normal using of the bridge structure. The large vibration of the bridge also mainly related with the bad smoothness of the bridge deck pavement and damages of expansion joints. The effects of creep and shrinkage of concrete related to cause the deflection in bridge structure, resulting the losing in the stiffness, resistance, and pre-stress in the main girder. Figures 3 to 9 show the damages of the bridge structural members.

4 Figure-3. Damage of deck pavement. Figure-. Damage of corbel Figure-. Down deflection of the bridge. Figure-7. Damage of seepage in concrete. Figure-5. Damage of bearings. Figure-. Cracks in concrete. 3

5 Figure-9. Damage of expansion joint. ANALYSIS OF INTERNAL FORCES In this study, two software are used to calculate the analysis of the bridge structure. The first software is Dr. Bridge Ver It is used to calculate the internal forces before and after thickening the bridge deck pavement. The second software is Ansys Ver. 1. It is used to calculate the internal forces of anchorage beams which used in the strengthening of the bridge structure by using external post-tensioning pre-stressing system. The code JTJ 3-5 is adopted as a reference in the analysis of the bridge structure. The analysis process consists of two stages. The first stage is calculating the internal forces before thickening the bridge deck pavement, and the thickness is cm. The second stage is calculating the internal forces after thickening the bridge deck pavement, and the thickness of leveling layer is 1cm in the parts of corbel sections and zero in the parts of pier top and suspended girder sections. This analysis adopted vehicle- grade and vehicle-5 grade as live loads. Analysis of stresses under the dead loads Figures 1 to 13 show the values of the compressive stresses in the final stage of construction of cantilever structure (i.e. after installation of hanging girders and laying leveling layer of the bridge deck pavement). From these figures, before laying the leveling layer of the bridge deck pavement, the maximum compressive stress values are 1.7 Mpa, 7.1 Mpa, 7.7 Mpa, and.75 Mpa for upper left edge, lower left edge, upper right edge, and lower right edge, respectively. The maximum compressive stress values after laying the leveling layer of deck pavement are.1 Mpa,.7 Mpa, 5. Mpa, and.35 Mpa for upper left edge, lower left edge, upper right edge, and lower right edge of cantilever section, respectively. All these values less than the specification of allowable compressive stress value which is 19. Mpa. Therefore, these values meet the requirements of JTJ 3-5 code. Calculation: Allowable compressive stress.7r b =.7 = a =19.Mpa. Upper left edge stress before laying(mpa) Upper left edge stress after laying(mpa) Compressive stress(mpa) Figure-1. Compressive stress of upper left edge before and after laying. Lower left edge stress before laying(mpa) Lower left edge stress after laying(mpa) Compressive stress (Mpa) Figure-11. Compressive stress of lower left edge before and after laying. Upper right edge stress before laying(mpa) Upper right edge stress after laying(mpa) Compressive stress (Mpa) Section No. Figure-1. Compressive stress of upper right edge before and after laying.

6 Lower right edge stress before laying(mpa) Lower right edge stress after laying(mpa) Compressive Stress (Mpa) Max. normal stress of lower left edge(mpa) Max. normal stress of lower right edge(mpa) Min. normal stress of lower left edge(mpa) Min. normal stress of lower right edge(mpa) Normal stress (Mpa) Figure-13. Compressive stress of lower right edge before and after laying. Figure-15. Normal stress of lower left and right edge. Analysis of stresses under the combined loads at service limit state Figures 1, 15 and 1 show the results of stress analysis under combined loads at service limit state. From these Figures, there is not tensile stress occurs in the upper and lower edge of cantilever section. The maximum normal stress value of upper edge of section is.1 Mpa, and the maximum normal stress of lower edge of section is 13. Mpa. These values are less than the specification of allowable normal stress value which is 1 Mpa. Max. compressive stress of left section(mpa) Max. compressive stress of right section(mpa) Max. Tensile stress of left section(mpa) Max. Tensile stress of right section(mpa) Principle stress (Mpa) Calculation: Allowable normal stress.5r b =.7 = a = 1 Mpa The maximum principle stress of section is 13. Mpa and occurs in section No. less than the limit value in the code JTJ 3-5 which is 1. Mpa. Calculation: Allowable principle stress.r b =. = a = 1. Mpa The maximum tensile stress value occurs in the section No. 7. This value is -1.5 Mpa less than the allowable tensile stress in the code which is. Mpa. Calculation: Allowable tensile stress.r b =.. = a =. Mpa The results of analysis show that the values of stresses before and after laying the leveling layer of bridge deck pavement less than the allowable values in JTJ 3-5 code. Therefore, this result satisfies the requirements of the code. Max. normal stress of upper left edge(mpa) Max. normal stress of upper right edge(mpa) Min. normal stress of upper left edge(mpa) Min. normal stress of upper right edge(mpa) Normal stress (Mpa) Figure-1. Compressive and tensile stress of box sections. Analysis of bending moment The results of bending strength moments can be shown in Figure-17. From this Figure it can be noted that, the bending strength increases after laying the leveling layer of the bridge deck pavement by 7-9%, comparing with the values before laying the layer. Therefore, the bending strength at the sections satisfies the requirements of structure ultimate limit state. According to the results of analysis and after reforming the bridge deck pavement, the section of T- shaped cantilever structure can satisfy the demand of vehicle-5 grade and vehicle- grade, and the reserve of strength has a certain degree. In addition, the practical bearing capacity decreases due to the damage of the bridge structure because of the bridge has been used about years, and the vehicles loads are larger than the designed vehicles loads and the compressive stress of the upper edge of pier top section is small, it is only 1.91 Mpa. Therefore, there is need to strengthen the bridge structure and increase the external post-tensioning tendons to enhance the safety and to extend the service life of the bridge structure. Figure-1. Normal stress of upper left and right edge. 5

7 M min. before laying(kn.m) M min. after laying(kn.m) Cross-section resistance (kn.m) Moment (kn.m) Cross-section No Figure-1. The construction of anchor beam. Figure-17. The Bending moments before and after laying the leveling layer. DESIGN OF EXTERNAL POST-TENSIONING SYSTEM The objectives of the bridge strengthening by using external pos-tensioning tendons to resist the increasing in the load due to the thickening of the bridge deck pavement, to decrease the principle tensile stress of web and positive moment of mid-span section to improve the safety and the cracks resistance and structure durability. The design of anchor beam The construction of anchor beams The construction process of anchor beams includes setting of reinforced concrete beams in the top, web, and bottom of the box girder. The cross beam is located at the box No. 1. The thickness of beam is 1. m and the spacing between anchor beam and corbel diaphragm is.3 m. The anchor beam and the original box girder are connected by using embedding steel re-bars. Figure-1 shows the construction of anchor beam. Analysis of anchor beam Using solid 95 block element of Ansys Ver. 1 to analyze the forces of anchor beam and to calculate the tension forces in external tendons. Figure-19 shows model of anchor beam. The results show that the design tension force of external tendon was controlled to % and the ultimate tension force of each tendon is 15 kn. The calculation of external tendon tension force is controlled to 5% and the ultimate tension force is 15kN. The shear stress increases from the box girder top to the center of web and the maximum shear stress is 5. kpa and occurs in the center of upper supporting. The maximum shear stress of the web is kpa and occurs in the junction of lower supporting and web. The shear stress of bottom of box girder is small and the maximum value is 1.1 kpa. The maximum shear stress of the anchor beam and box girder contact points occurs near the anchor plane along the beam thickness direction. Components of box girder Length (m) Table-1. The results of the anchor beam re-bars design. Shear stress (kpa) Figure-19. Model of anchor beam. The design of re-bars of anchor beam The maximum shear stress of top, web, and bottom of box girder are used to design the anchor beam re-bars. Adopting Φ1 19 HRB335 with diameter 1 mm as implanted re-bars. The depth of anchoring is 19 cm. the design of bolt shear force is 33 kn. The results of the anchor beam re-bars design are listed in Table-1. Figure- shows the anchor beam reinforcement. Concrete shear stress (kpa) Steel bar shear force (kn) No. of bars Spacing (m) Top Web Bottom

8 95 x 13 x 95 5x 7x x15 5x Reinforcement 3x15 x15 33 Figure-. The anchor beam reinforcement. The design of damper devices When the vehicles use the bridge structure, vibrations will produce, resulting in the vibration of external post-tensioning tendons. If the vibration of external tendons is excessive, it leads to change the tensile stresses of external tendons. Therefore, the vibration damping is used to reduce the effects of vibrations. Figure- 1 shows the structure of external tendons damper. The layout of external post-tensioning tendons The properties of external tendons must meet the ASTMA1-9A specification. The external tendons consist of high strength and low relaxation strands, and the standard tensile strength is R b y = 1Mpa. External tendons must have enough resistance to corrosion and other environmental conditions. Φ cables with OVM TSK-VI tension are used as a external tendons in the strengthening process. The tension stress is 7 Mpa. Calculation: σ k =. y =. 1 = 7Mpa R b Grease Steel tube Tendons Damper Damper Figure-1. The structure of external tendons damper. The tension tonnage of each cable is 15 tons. Each box layout lines on each side, set along the long straight line of T -shaped structure by reset, the distance of the top side of the section to external cable is 5 cm. In box No. 1, anchorage beams are installed and set channels in cross beam, two of these channels near the web of box section. Figure- shows the layout of external post-tension tendons. 7

10 composite steel girders. Structure Congress, Structural Engineering and Public safety, ASCE, USA. [] Nihal D. and Amin G.. Design of pre-stressed concrete members using external pre-stressing. Journal of Pci. 7: -9. [7] Brett P. and Glenn P.. Grouting of bridge posttensioning tendons. Training Manual, Transportation Department of Florida State, State Construction, Florida. [] Ivanyi G. and Buschmeger W Strengthening bridge superstructure due to external pre-stressing: experience in design and construction. FIP Symposium on Post-Tensioned concrete Structure. Symposium Papers, London. pp [9] Daly A. F. and Witarnawan W Strengthening of bridges using external post-tensioning. Paper presented at nd Conference of Eastern Asia Society for Transportation Studies, Seoul, Korea. pp [1] Suntharavadivel T. and Thiru A. 5. Overview of external post-tensioning in bridges. Southern Engineering Conference, Toowoomba, Australia. pp [11] JTJ 3-5 Code Design of highway reinforced concrete and pre-stressed concrete bridge and culverts. Beijing, China Communications Press. 9

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