MOMENT CONTRIBUTION CAPACITY OF TENDON PRESTRESSED PARTIAL ON CONCRETE BEAM-COLUMN JOINT INTERIOR ACCORDING TO PROVISIONS ACI 318-2008 CHAPTER 21 . 5 . 2 . 5 ( c ) DUE TO CYCLIC LATERAL LOADS Made

This research designed a partial prestressed concrete beam-column with reinforced concrete interior joint, using square columns of 400/400 mm, reinforcement 6 D16 + 4D13, section beam 250/400 mm, tensile reinforcement 5 D13, compression reinforcement 3 D13 + 2 strand tendon D12,7 mm , and joint without plastic hinge, then tested in laboratory with lateral cyclic loads on peak column, static axial load 1120 kN on the centre column, to get the tendon capacity to assume positive and negative bending moments due to lateral load, according to provisions of ACI 318-2008 part 21.5.2.5 (c). Test results showed that the moment tendon contribution on beam section, in the tensile area, the positive and negative moment both on the left side or the right side column are all qualified (<25 %). In compression area, the positive moments on left and right columns are not qualified at all (> 25 %). As for the negative moment, either left or right side column are all qualified (< 25 %). Ductility, compression, and tensile ductility on drift ratio 3.50% are all qualified (>4.0). Although the contribution of positive moment capacity tendon in compression areas does not qualify, in overall, the reliability and ductility of the structure qualify.


INTRODUCTION
In Storey Frame Building Structure design, especially in areas of Strong Earthquake Region, shall be designed with earthquake resistance (SNI 03-1726(SNI 03- -2012)).This research aimed to design a model element beamcolumn joint structure capable of ductile behavior during the earthquake lateral work on the building frame structure (Purwono R et al., 2005).The Beam-column joint is composed of the elements of column reinforced concretepartially prestressed concrete beams, that monolithicly connects without special plastic hinge design (Blakeley & Park., 1971).In another reference, a comparative study on exterior RCC beam-column joint is subjected to monotonic loading (S.V. Chaudhari et al., 2014).
The selection of the model 's structure, especially on long-span beam structure would be more economical than full Prestressed Concrete structures in Building Structures.Due to the structure analysis of prestressed full strength, the tendon is considered to work with full withstand bending loads, regardless of the share of the burden of reinforcing steel bending.The steel is considered as installed practical reinforcement so that the design would have less economical structure (Lin., 2002).An illustration of Beam-Column Joint allocation to be studied is shown in the picture of building's Framework above.

Significance of Research
Referring to the design of Beam -Column Joint models with elements of Partial Prestressed Concrete Beam-Reinforced Concrete Column Interior, forming a partnership between the strand tendon and rebars in bearing of bending load and lateral load is based on references as follows: acceptance criteria of the moment frames based on structural testing and commentary (Ronald Klemencic et al., 2005), guide for testing reinforced concrete structural elements under slowly applied simulated seismic loads (Sergio M Alcocer et al., 2013), proposed revisions to 1997 NEHRP recommended provisions for seismic regulations for precast concrete structures Part-2, and seismic force resisting system (Hawkins & Gosh., 2000).The prestressing steel shall not contribute to more than one-quarter of the positive or negative flexural strength at the critical section in a plastic hinge region and shall be anchored at or beyond the exterior face of the joint.(ACI 318, 2008).
This research aimed to calculate the contribution of tendon moment capacity in total moment beams capacity at the Joint Bearing and the level of ductility Joint Structure Interior.From this study, it was expected to give a result in a more economical of design structure than the full Prestressed Concrete Beams structure, especially for buildings that need to widen the span of the rooms (in concept) (Made D Astawa et al., 2013).

Specimen Beam-Column Joint Interior
There is one piece of Model Structure Beam-Column Joint Interior, with full-scale design, which is using Partial Prestressed Concrete Beams elements-Reinforced Concrete Columns, by referring to the

METHODOLOGY
First, we made the one piece specimen of Beam-Column Joint with Partial Prestressed Concrete Beams element-Column Reinforced Concrete, specimen forming of mold, and then the concrete was cast.After 28 days, the initial force prestressed of beams (stressing) was given.Within an interval of 24 hours, the specimens were tested with static axial loads and lateral cyclic loads on the peak of the column.

Design of Load
Lateral load plan is cyclic load, the magnitude of the lateral cyclic loading work is controlled by the Drift ratio ranging from 0.00% to 3.50%, according to NEHRP 1997 or ACI 318-2008, ACI 374.1-05 and 374.2R-13, that is categorized as Cyclic load (pseudo-dynamic).Determining Drift achievement ratio of 3.50% is enough to evaluate the qualified ductile structure.Axial load static vertical column has a stability of the structure by 1120 kN.

Test Set-up Spesimen
The test specimens were conducted using the actuator with a loading capacity of 1000 kN for lateral load and 2000 kN for vertical loading.

Flexural beam load capacity
Nominal Momen Mn = T(d-a/2) = ( 663 The outer clearance between stirrups is 400 -2(40) = 320 mm, while stirrups range from center to center towards high column=320-10=310 mm, so that: hc = 310 mm, and stirrups range is determined as 50 mm (for single stirrups).The sectional area of horizontal stirrups, after the calculation, was: Ash =139.50 mm 2 ; while sectional area one foot:

Fabrication and assembling specimen
Cutting and bistaat reinforcement in such a way was adapted to the design of beam-column joint specimens Interior.Furthermore, assembling was done according to the shape of the specimen Interior.The results of the model specimen assemblies are as illustrated in the following figure:

Scope of Analysis Moment contribution of Tendon Analysis
Moment tendon contribution at the moment capacity of the beam is according to the provisions ACI 318-2008 part 21.5.2.5(c) which were d 25 % from total capacity, both positive and negative moments.

Structure Ductility
Ductility analysis of structure was taken from the maximum lateral deformation which is proportional to the initial deformation structure.

RESULTS Hysteretic curve test results
Test results used hysteretic curve data, with several sensors were installed at critical points, among others: Linear Variable Displacement Transducer (LVDT), Wire-gauge (WG) and Starain-gauge (SG).Each outcome data, at any point, will be presented sequentially in the form of graphs.
Hysteretic curve Wire-gauge (WG) was mounted on one point, top of the column, because the maximum lateral deformation will occur at the top of the column at the location of the working force by means of Cyclic Lateral Horizontal Actuator.Results of Wire-gauge recordings are perfect for maximum strain deformation capability of these tools, up to 500 mm, so the deformation of the wire specimen is not high enough to break up.The Curves of Hysteritic LVDT and WG on top of the column as a representative of other points are as follows: Hysteretic curves Strain-gauge (SG) beam are represented by the SG-6, SG-7 and SG-8, while for reinforcement Pull the right side of the column were represented by SG-19, SG-20 and SG-21.As for the press and the left side of the column, reinforcement is represented by SG-11 and SG-12, on the right side column is of the SG-24 and SG-25.SG-24 is dead, but that only represented the SG-25.Strain Gauge Strand Tendons is attached to the left column SG-31 and SG-32, while right-hand column is of the SG-33 and SG-34, but only SG-31 that lives, so it only represented the SG-31 alone.SG Picture Hysteritic curve will be presented just as the following.Keep in mind that the conditions recorded by the strain-gauge can not be as perfect as that of recorded by the LVDT.

Test result of lateral cyclic loads and drift ratio
Lateral Cyclic loading results of a mock earthquake load (Pseudo-Dynamic) and magnitude of each load cycle can be read by the data logger, which can be seen from Thrust (press) and Pull force.The results of testing at each stage of deformation to inelastic stage at Story Drift 5.0% are arranged in a table as follows:

Momen capacity of Strand Tendon
The following is an overview of Contributions Moment of Strand Tendons in accordance with ACI-318-2008 part 21.5.2.5(c).Force and moment of the strand tendons: Beam using two Strand Tendons, strain gauge attached life is SG-31 (see figure 16).
, Wire-Gauge (WG) and Strain-Gauge (SG) are used to measure the amount of strain due to deformation (dift) on the specimen when the cyclic lateral load works.LVDT and WG were installed on the outside of the columns and beams while SG was installed on the fiber outer parts.Concrete beams and columns inside of the Joint were pulled and pressed while SG for reinforcement and Strand was installed in each reinforcement beams and columns and Strand on the side of the joint.

Table - 2
. Lateral Load V Data and Deflection at peak Column Directorate General of Higher DP2M Kemdikbud, PT.Wijaya Karya Beton and PT.Freyssinet Indonesia, as well as to all those who have helped the success of this research.