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

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

KAJIAN EKSPERIMENTAL DINDING HOLCIM TERHADAP BEBAN LATERAL SIKLIK

Recent earthquakes in various parts of Indonesia have caused many structural failures. The largest percentage of the damage is in clay brick and concrete brick simple masonry houses. Common Indonesia houses use either clay brick or concrete brick as the main material for walls. In the implementation, the use of such materials for structures shows inadequate performance in resisting earthquake load. This motivates PT Holcim Tbk to make innovation known as house solution product. The objective of this research is to identify the comparison between characteristics of various type of walls. To identify characteristics of Holcim wall damage models, such as crossloads, stiffness, cracking pattern and ductility, this research used walls in 3000x3000x140 mm dimension that consisted of Wall Without Opening (WTO) and Wall With Opening (WWO) made from Holcim concrete-brick material. Loading method used alternating load for modeling the earthquake and based on ACI 374.1-05 (American Concrete Institute) standards. Results of this research showed that Ppeak for WTO specimen was 71.08 kN or 34.93 % more Ppeak for WWO (46.25 kN). Displacement at Ppeak for WTO specimen was 3.93 mm or 30.69 % smaller than WWO specimen which had displacement of 5.67 mm. Holcim concrete-brick material showed better quality than clay brick and concrete block. Damages occurred were more of shear and sliding types

TINJAUAN DAKTILITAS LENTUR DINDING BATA MERAH DENGAN STRAPPING BAND ARAH RETAK VERTIKAL (Studi Kasus: Dinding Plesteran 1 cm dengan Beban Siklik Quasistatik)

Brick masonry wall is usually used as chamber partition in Indonesia. As Indonesia is in earthquake-prone area, those brick masonry walls need to be strengthened so that it wouldn�t harm livings. One of the applicable, easy to be found and cheap wall strengthening method is by using strapping-band meshes. This research is expected to support previous strapping band researches, with a better approach to earthquake load by applying cyclic quasistatic flexural load in out-of plane direction of walls. Wall specimens were made in 4 variations: without strapping, with strapping interval of 20 cm, 15 cm and 10 cm. Every wall was given strapping band mesh and 1 cm plastering at both sides, with cement-sand ratio of 1 : 6. Reversed cyclic load was applied to all of the walls in 12 cycles to reach mid-span deflection of: 0,13 m

EVALUASI PENYEBAB KEGAGALAN DAN PERBAIKAN STRUKTUR JEMBATAN RANGKA BAJA DENGAN BENTANG 54 M Studi Kasus Jembatan Perusahaan Daerah Air Minum (PDAM) di Sungai Cisadane Kabupaten Bogor

One of the failure indicator of a bridge is a large deflection. As the truss bridge was owned by Regional Water Company (PDAM) Bogor Regency with span 54 m has deflection 42,5 cm. It was occurred when the buffer removed before the bridge load test, where the deflection has exceed the maximum requirement, according to SNI 03 1729 2002 is L/360 or 15 cm. The aims of this research to evaluate the structure performance and determine strengthening method, so that the bridge can be used again. The evaluation of bridge structure include collection secondary data in the form of a preliminary bridges design, steel material test results and primary data consisted of visual inspection in the field, dimensions measurement of the bridge and quality test of steel material. The data were used as input in structure modeling using SAP 2000 in order to calculate a required strength (Ru) of each structural members. Calculations were done to obtain the design strength (�Rn) of structural members and connections. The bridge components are categorized as safe condition if its design strength is greater or equal than required strength or �Rn � Ru, if not, the bridge is categorized as failure and then the repair method and strengthening would be performed. The result showed that all of structural members and connections are safe. Bridge failure is caused by factors of less precise execution in the field, combination of a large bolt holes and tightening bolts that have not reached the minimum tensile strength. The proposed bridge repair method is provide two pieces plates. The plates are welded on the end of the rod and perforated in accordance with the position of the existing bolt holes in order to avoid shifting the bolt