PERILAKU SAMBUNGAN BALOK-KOLOM PRACETAK SISI DALAM BERDASARKAN METODE EKSPERIMENTAL DAN ANALISIS BEBAN DORONG

Creep or soil movement as the interesting part of landslide, already happened since 1980's at south side of Talang Bawong Kalibawang Irrigation Channel km 15.9. Various researches have been conducted by using elasto-plastic model which can not accommodate the time dependent behaviour. The objective of this research is to study the creep behaviour using numerical model.Soil constitutive model that used are Mohr-Coulomb and soft soil creep that already available in Plaxis. Some engineering judgements are used to give good correspond to field strain data recorded. The behaviour of creeping slope is studied by concerning groundwater level, static loads, seismic and collapse condition of slope.The study result showed that creep depends on groundwater level and its fluctuation which the ground movement can reach about 0.192 mm/year at side of street. Due to the load increment, maximum creep at inspection road reach 0.08 mm/year. For one second period seismic force the slope able to creep until 37.28 mm/year although reduction form 0.395 mm/year up to 0.547 mm/year in three years after. In assumption failure will be happened after 1.05 m up to 1.56 m displacement, the slope failure can occurred about 6 month untill 12 month later. Towards failure in progress the creep increased up to 564.6 mm/year up to 2549.8 mm/year

EVALUASI KEANDALAN STRUKTUR GEDUNG KANTOR BUPATI SUMBAWA

The infrastructure development, especially the building construction, increases every year as each life sector also develops in national and regional level. Because of the importance of the building construction function in this case the building construction of Sumbawa Regent Office as the community service center and the control center of Sumbawa Regency government, it needs to have evaluation on the construction reliability to maintain its structural performance during the age plan. The evaluation focused on the 3-floor main building and kept analyzing the influence of wing deformation on the main building. The evaluation started by collecting the secondary and primary data. The primary data was obtained by testing on the structural elements of column, beam, and floor plate using the method of non-destructive test to get the data on material quality, structural component dimension, and condition of building damage. After that, there was the calculation of loading that referred to the Imposition Planning Procedure for House and Building (SNI 03-1727-1989) for static load and the Standard of Earthquake Reliability Planning for Building Construction Structure (RSNI 03- 1726-201x) for dynamic load (earthquake load of response spectrum). The evaluation on the ultimit limit performance of building structure was analyzed and modeled using the SAP 2000 program. The modeling of building structure was infill walls model. The strength of structural element was analyzed using the Response 2000 program for elements of column and beam and the Shell 2000 program for element of floor plate. The evaluation results are the natural vibration period of building structure with Model Using Roof (MDA) is 0.291 second and frequency (f) 3.438 Hz while Model Without Roof (MTA) is 0.308 second and frequency (f) 3.244 Hz. The ultimit limit performance of building structure results in the value of deviation between floors (story drift) at the safe limits, the level stability of building (stabilty ratio) θ < 0.1, then there is no influence of P-Delta. The maximum deflection as building separation between the main and wing buildings is about 0.90 cm on the Model MDA and 3.10 cm on the Model MTA, while existing separation is 1.5 cm. Accordingly, that building was categorized unsafe against impact when earthquake occurs on the Model MTA (RSNI 03-1726-201x). The structure element strength of column, beam, and floor plate is in the safe condition because the load working on the structure is not exceeded

PERKUATAN GESER PADA KOLOM BETON BERTULANG BERPENAMPANG PERSEGI DENGAN KAWAT KASA METODE MORTAR JACKETING BERPENAMPANG PERSEGI

Colum reinforcement is esential in a structure. When a column is weak, it will cause total failure to the structure. This study examined the behavior of column reinforced with mortar jacketing method and wire netting. The objective of this study was to identify the contribution of the reinforcement to the shear strength and column ductility. Four column specimens were made. They consistd of one original column (as comparison) in square shape of 150 x 150 mm, and 700 mm height and foundation plate in 1200 x 700 mm with 250 mm thickness and three specimens in same dimension and strengthened by mortar jacketing to become column with square shape of 190 x 190 and 730 mm height. Longitudinal reinforcement and wire nett in 1.7 mm diameter and consistend of small squares of 25 mm x 25 mm with 1 layer strengthening (KP-1). Two layers (KP-2), and 3 layers, (KP-3) were used as the mortar jacketing. Sika Grout 215 New was used as the filler. Loading type used was constant axial and cyclic lateral load to simulate earthquake by using the displacement control method. Results of this study show that in KP-1, KP-2 and KP-3 reinforced column, their latral load capacities increase by 192,740%, 204,718%, 228,856%, respectively, than the average original column (KA-1). Addition of wire nett for KP- 1, KP-2, and KP-3 show general increase of displacement at a maximum lateral load in comparison to the original column (KA-1). Drift ratio at maximum load at KA-1 was 2.096%. As for KP-1 and KP-3, the maximum load were 2.104 %, 2,026 and 2,124%, respectively. The stiffness values obtained from the test for KA-1, KP-1, KP-2 and KP-3 were 3.92 KN/mm, 10,0854 KN/mm,11,6649% and 11,8738 KN/mm, respectively. Ductility factor (μ ) of KA-1, KP-1, KP-2 and KP-3 were 2,988, 1,458, 1,259, and 1,391, respectively. Thus, more wire nett show lower ductility. Based on the results and the regulation of ACI 374.1-05.200, the reinforced column could be used for structures with maximum R (response modification factor) of 6

TINJAUAN LENTUR DINDING BATA MERAH DENGAN PERKUATAN STRAPPING BAND ARAH RETAK HORIZONTAL (Studi kasus: dinding plesteran 1 cm dengan beban siklik quasistatik)

Geologically, Indonesia is located in a very unstable area known as �the ring of fire�, a zone that tectonic earthquakes happens frequently. When earthquake happens, masonry wall will be vital to human safety. Reinforcement will be needed to provide a better seismic resistance of structure. Reinforcement can be done in two ways, by strenghtening, and increasing ductility. Increasing ductility will be the focus of this final project, by adding a polypropelene strapping band mesh to masonry wall. The aim of this research is to understand the behaviour of pp-band reinforced masonry wall under seismic load, especially on the increasement of damping ratio, and masonry wall ductility. In this research, 4 specimen were developed. One specimen treated as an unreinforced masonry wall, and the other 3 are reinforced with pp band mesh which have 10cm, 15cm, and 20cm of pitches variation. Each specimen have a same dimension of 120cm x 72cm x 10,3cm. Cyclic quasistatic load was used to simulate the seismic load. There are 12 cycle with a maximum deflection of 64mm. The cyclic test shows that pp band didn�t work as a composite structure with masonry wall, because of pp band have less MOE than masonry wall. Before the first crack, seismic load were accumulated on the masonry wall, but after the first crack, strapping band started to have significant contribution. There are an increase in damping ratio, and ductility as the pitches narrowed. A reinforced wall with 15cm strap distance have the highest moment capacity of 1,44kNm/m, therefore masonry wall with 20cm and 10cm pitches have 1,137 kNm/m and 0,769 kN/m of moment capacity. After the masonry wall crack, pp band can provide a large load and deformation until the ultimate load

KAJIAN EKSPERIMENTAL GESER BALOK SEMI PRACETAK BENTUK-U YANG DIBEBANI MOMEN DI KEDUA UJUNGNYA

This thesis studying the behavior of semi precast beam�s shear that is formed from U-shape bataton and cast in place concrete. This topic is a part of researches about �Solusi Rumah� while have been doing at UGM Structural Laboratory. The U-shape bataton has dimension 140x140x290mm and will be the one to be beam after the batatons�s core is placed by the reinforced steel configuration and casted by the concrete. Bataton has f�c 5 MPa, while cast in place concrete is 15 to 20 MPa. The experimental tests were done to 6 semi precast beams, consist of 2 beams with one layer bataton, 2 beams with two layer bataton, 1 control beam for beam with one layer bataton, and 1 control beam for beam with one layer bataton. All of specimens are designed to behave shear failure. The shear failure happen if the ratio of shear span to effective depth (a/d) less than 6 (a/d6), and the longitudinal reinforcing steel ratio () is made a bit higher than usual, so that the moment strength is higher than a shear strength. The specimens have letter �S� form, which has an advantage, can get two shear samples in the same time, at positive and negative moment area. Testing doing with giving beam a static load in the one tip of letter S, while the other one is handled by hinge support. The experiments results will be compare with theoritical formula that given by SNI 03-2847-2002. The results evaluation show that experiments�s Vc are higher than SNI 03-2847-2002�s formula, but for the ultimate shear strength, the experiments�s Vmaks are lower than that theoritical formula. So, it can be concluded that the Vc SNI 03-2847-2002�s formula can be use for calculating the concrete shear strength of the beams Vc, but for Vn SNI 03-2847-2002�s formula must be multiplied with a reduction factor before it be used for calculating nominal shear strength of the beams Vn