STRUCTURAL BEHAVIOUR OF SEGMENTAL PRECAST PRESTRESSED I BEAM WITH BULB TYPE DEAD END ANCHORAGE
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1 Proceeding the 6th Civil Engineering Conference in Asia Region: Embracing the Future through Sustainability ISBN STRUCTURAL BEHAVIOUR OF SEGMENTAL PRECAST PRESTRESSED I BEAM WITH BULB TYPE DEAD END ANCHORAGE Gambiro 1, Nopian Heryadi 2, and Mukhlis Sunarso 3 1 Research and Development Departement, PT. Wijaya Karya Beton, Jalan Raya Jatiwaringin 54 Pondok Gede, Bekasi 17411, Tel. : (021) , Fax : (021) gambiro_s@wika-beton.co.id, gambiro_s@yahoo.com 2 Production Departement, PT. Wijaya Karya Beton, Jalan Raya Jatiwaringin 54 Pondok Gede, Bekasi 17411, Tel. : (021) , Fax : (021) nopian@wika-beton.co.id 3 Research and Development Departement, PT. Wijaya Karya Beton, Jalan Raya Jatiwaringin 54 Pondok Gede, Bekasi 17411, Tel. : (021) , Fax : (021) mukhlis@wika-beton.co.id ABSTRACT Prestressed post-tension system for I girder has 2 models, live-dead anchor (for monolith beam) and livelive anchorage (for segmental beam). Using live-live model for segmental beam cannot be avoided because prestressed system, in addition to its function as a reinforcement system, also functions as an integral tool to unite beam segments into a single unit. Using live-live anchor for post-tensioned system is expensive. On the other hand, installing embedded dead-anchor in the beam segment has its own constraint. Considering this condition, an idea arose that dead-anchor will be installed later after prestressed steel strand ready to be installed at segmental beam. Therefore it is necessary to provide space at one end to place dead-anchor. This space has certain shape and dimension enough to install dead-anchor according to the amount planned. There are 2 dead-anchor types already known. They are U type and bulb type. At dead-anchor U type strand is wrapped around the U-shaped steel plate. While for dead-anchor bulb type, the end of the strand is unraveled. In this research the type of bulb is used with consideration that no strand is installed circular, so that there is no additional space for dead-anchor. Space for dead-anchor is filled with concrete whose strength at least equal to the main structure. The combination of dead-anchor and concrete can be said as a composite similar to conventional dead-anchor. The name of combination is post casting concrete dead-anchor (PCDA). The majority of jacking force is supported by PCDA. Therefore, relationship between the old concrete (segment) and new concrete (PCDA) and the detail of reinforcement in this area are very important. This research is conducted to know structural behavior of girder with PCDA compared to prestressed girder with conventional dead-anchor. Keywords: U-type dead anchor, bulb type dead anchor, concrete dead anchor, monolith beam, segmental beam. OVERVIEW Prestressed precast I beams are produced by segmental system to make easy delivery to the project site. The beam segments are delivered to the construction site and are assembled into one unity with posttension prestressed system. The post-tension system in segmental beams are live anchor at both ends. To obtain efficiency in number of anchor post-tension we can replace one live anchorage to be dead anchorage. In the non-segmental beams, the dead anchorage is installed at the same time by the beam casting. Whereas the segmental beams, dead anchorage is installed after the beam segments are assembled into one unified. Then the space of dead anchorage is casted by concrete with a minimum compressive strength at least equal to the strength of concrete girders. The connection between the dead anchorage with concrete filler (at anchor space) and the connection between the concrete filler with concrete girder is very important. This research studied the behaviors and
2 relationships that occur in both connection. THEORY Fig. 1 : Post cast dead anchorage system Prestressing forces are transferred on the concrete cross-section through the force on the live anchorage pressed the cross section at the end of the girder. Prestressing forces also can be transferred through bond between prestressed steel to concrete. From the dead anchorage options on this paper choosed bulb type. Bulb type is the dead anchorage which the ends of the prestressing steel is broken down into a form onion form. Fig. 2 : Bulb onion type (dead anchorage) (D.M. Rogowsky and P. Marti, 1996) The principle of bond and transfer of prestressing force at this anchorage type is different rather than the principles which applied to the pre-tension system. Bonding and friction forces are reinforced by the wedge effect of the strand which is assembled in the duct. Spiral reinforcement also improves the capacity of this anchor by controlling crack due to the punching shear. Besides that, to be formed "onion" as mechanically on the end of strand provides the power of "hidden reserves" which increase capacity. Bond stress at this anchor are between f ' c. Higher value is the peak stress and a lower value is residual stress (residual stress) were obtained after a slip. Allowable bond stress (0.15 f c) can be used to the bulb type anchor that is generally rather short and long-bonding has a significant portion of which mobilize bonding peak stress as shown in Figure 3. Fig. 3 : When bulb not be formed, bond stress equal than friction (D.M. Rogowsky and P. Marti, 1996) TS2B-59
3 Fig. 4 : Keeping bond lengths short results in higher average bond resistance (D.M. Rogowsky and P. Marti, 1996) Bond resistance of "onion" is the substantial things, since the seven individual wires have a surface area 2.3 times the surface area of the strand. Fig. 5 : Geometry of bulb type (D.M. Rogowsky and P. Marti, 1996) METHODOLOGY Sampling Method Samples consist of 2 types are: 1. Beam A is monolith I girder with post-tensioned prestressing which use one live anchorage and dead anchorage at the both end. The kind of dead anchorage is bulb type which installed to one end. The concrete placing is being done at the same time for the whole length of beam. 2. Beam B is monolith I girder with post-tensioned prestressing which one live anchorage and dead anchorage at the both end. The kind of dead anchorage is bulb type which installed to one end. The concrete placing is being done at the different time for the dead anchorage portion. The number of samples are: Beam A = 1 piece Beam B = 1 piece Figures at below explain the shape of beam: TS2B-60
4 Fig. 6 : Shape of beam and cable layout Static Loading Test To get descripton of this anchorage system, to be done the static loading test for observation of relationship between testing load to beam deflection. The test results are compared beam B to beam A. The parameter of measurement are cracking moment, breaking moment, deflection, steel strain and concrete strain. Set up of testing equipment a. Hydraulic Jack g. Data logger b. Load Transferor Beam s1. Strain gauge beton c. Dial Gauge s2. Strain gauge strand d. LVDT e. Supporting beam f. Load cell Fig. 7 : Set up of beam sample Testing Procedure Samples and measure apparatus must be ensured well installed, then testing is be done as follow: 1. All equipment, such as measurement apparatus and testing load include connector cables at data logger, are checked and well function.. 2. Loads are increased as gradually until design load (M cr ) and keep for 3 minutes, while observed and measured if any deflection and cracking. 3. Load is increased as gradually until broken or capacity maximum of equipment, while observe crack and break at loading stage. 4. Loads at concrete crack and break are recorded. 5. All proses and activity are recorded as documentation TS2B-61
5 DISCUSSION AND ANALYSIS Loading Results Fig. 8 : Set up of beam sample Fig. 9 : Beam A has failed Loaded beam will be cracked such as figure 1. The kind of failure is bending. Fig.10 : Beam B during loading process Fig. 11 : Graphic of relationship between moment vs deflecton. TS2B-62
6 Based on loading procedure as methodology, get M crack and M break as follows: Tab. 1: Results of sample testing Beam A Beam B Theoritically(Ri.) M break (kn.m) * M crack (kn.m) SF (M break / M cr ) ** Tension strain max u (mm) y (mm) Ductility ( u / y ) M break is maximum moment at beam, where beam has broken. After this moment achieved, it will decrease. M crack is firstly moment when beam has cracked. The value of moment can be known from maximum strain occur at concrete strain gauge. After maximum strain has achieved, the strain value will decrease. u is maximum deflection at beam, before this beam broken. y is deflection at beam where beam has yield. Ductility is the ability of material to deform without collapse. Ductility is very important to control the properties of a material brittleness. The ideal value is usually 4. Ductility values less than 4, indicating the material more brittle. Ductility values can be obtained by comparing u and y. * In the B sample, hydraulic jack was damaged, so the load should be stopped. However M break occurred ( kn.m) was greater than the theoretical M break ( kn.m). ** Safety factors in the loading position terminated. DISCUSSION 1. M break on beam A ( kn.m) and B ( kN.m) is greater than the results of theoretical calculations ( kn.m). Similarly M crack occurred. It indicates that the system of post-cast prestressed anchor work as design. 2. Safety factor obtained for 2,179 (sample A) and 1,58 (sample B) are greater than the theoretical safety factor (1.496). 3. Of the graph shows that sample B is more rigid than the sample A. Possibility of modulus of elasticity of concrete sample B is larger than the sample A. 4. Ductility obtained is also quite adequate [3.412 (sample A) and (sample B)], so as to have the ability to prevent the occurrence of a sudden failure.. CONCLUSION 1. Post cast prestressing anchorage system gives a good performance, so it can be applied as an alternative anchor for prestressed segmental beams. Prestressing at dead anchorage is performed after the casting at the dead anchor is strong enough to resist the stressing load. Filler material in dead anchor has several variants of cement-based materials, which can be either grouting, concrete, or modification of both. 2. The uses of post-cast prestressed dead anchor reduce the cost of live anchor, as it can reduce half. 3. Post cast dead anchor is very easy to execute and does not require additional tools to install the anchor block anchor in place. 4. Flexible in its use, because it can be done in precast concrete plant or at the project site. TS2B-63
7 SUGGESTION 1. To adjust the level of post-production speed of post cast dead anchor, the cast material should be selected which have sufficient compressive strength at the time of release. 2. To anchor dead space with tight reinforcement, the use of grouting material better because it will be able to fill the remaining voids. REFERENCES 1. D.M. Rogowsky and P. Marti, DETAILING FOR POST-TENSIONED, VSL International Ltd., Bern, Switzerland, Gambiro, Mukhlis, WB Report Dead Anchorage System for Post Tension Prestressed Beam Segmental with Post Casting Method Modelling Experimental, Research and Development Departement PT. Wijaya Karya Beton, Gambiro, Nopian, Mukhlis, WB Report Dead Anchorage System for Post Tension Prestressed Beam Segmental with Post Casting Method Full Scale Beam Experimental, Research and Development Departement PT. Wijaya Karya Beton, Julio A. Ramirez, Bruce W. Russell, NCHRP Report Transfer, Development, and Splice Length for Strand/Reinforcement in High-Strength Concrete, TRANSPORTATION RESEARCH BOARD WASHINGTON, D.C., Ronald A. Cook, Michael J. Reponen, Marcus H. Ansley, Prevention of Splitting Failure at Ends of Prestressed Beams during Fabrication, Departemen of Civil & Coastal Engineering College of Engineering University of Florida, , Prestressed Concrete Construction Manual, New York State Department of Transportation 7. Structures Design and Construction Division, 2nd Edition September , Prestressing Manual, THE FREYSSINET PRESTRESSED CONCRETE CO. LTD. TS2B-64
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