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Setiya Budi, Agus
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KAJIAN KUAT LENTUR BALOK BETON BERTULANGAN BAMBU WULUNG TAKIKAN TIPE V DENGAN JARAK 2 CM DAN 3 CM Kultsum, Ummi; Setiya Budi, Agus; Sunarmasto, Sunarmasto
Matriks Teknik Sipil Vol 2, No 2 (2014): Juni 2014
Publisher : Program Studi Teknik Sipil FT UNS

Show Abstract | Download Original | Original Source | Check in Google Scholar | Full PDF (430.688 KB) | DOI: 10.20961/mateksi.v2i2.37456

Abstract

In construction industry, the reinforcement of concrete beam and steel is a construction material which is commonly used in building structures,where the compressive strength of concrete and the tensile strength of steel is a complementary combination. However, the use of steel as reinforcementstill get some problems such as the higher price and its a product of the mining of non-renewable and will run out someday. To overcome theseproblems, bamboo is selected as an alternative of steel reinforcement which is renewable natural product, easily obtained, inexpensive, and have ahigh tensile strength. This research aims to determine the tensile strength of bamboo wulung used to calculation and analysis of the bending capacityof the bamboo to the steel reinforcement, by making the beam specimen as many as 12 pieces with a size of 11 cm x 15 cm x 170 cm. Three of thefirst six beam specimen planted bamboo wulung reinforcement with V-type notch by notch distance of 2 cm and 3 cm, and then The next threebeam specimens planted ø 8 mm reinforcement steel and three unreinforced beam specimens for comparison. Quality concrete is planned f'c = 17.5MPa. The experiments performed in Laboratorium Struktur/Structures Laboratory, FT UNS on the concrete age of 28 days by giving twopoints of concentrated loads at a distance of 1/3 span beam from the pedestal. Based on the analysis and test results can be concluded, the nominalmoment of the test results in beam specimen planted reinforcement bamboo wulung notches type V with distance of 2 cm, 3 cm, steel ø 8 mm andbeam unreinforced are consecutive obtained a mean of 0.436 tonm, 0.441 tonm, 0.516 tonm and 0.111 tonm. Nominal moment analysis basedin beam specimen planted reinforcement bamboo wulung notches type V on yield strength internodia, nodia and steel ø 8 mm are consecutiveobtained a mean of 0.454 tonm, 0.378 tonm and 0.505 tonm. The ratio of flexural capacity on beam specimen planted reinforcement bamboowulung notches type V with distance of 2 cm and 3 cm obtained of 0.962 and 0.971 on the yield strength internodia. While the yield strength onnodia, ratio of flexural capacity beam reinforcement bamboo wulung notches type V with distance of 2 cm and 3 cm obtained of 1.156 and 1.167.In beam reinforcement steel ø 8 mm ratio of flexural capacity obtained 1.022. Average value of the maximum deflection at maximum loadhappens at 1/3 middle span or on the recording dial gauge 2 whose position is at the middle of the beam span. The pattern of cracks that occur asexpected, which of the 12 pieces beam specimen, the average collapse occurred on 1/3 middle span beams and section in concentrated load point.
EVALUASI KINERJA GAYA GEMPA PADA STRUKTUR GEDUNGBERTINGKAT DENGAN ANALISIS PUSHOVER BERDASAR PADA DRIFT DANDISPLACEMENT MENGGUNAKAN SOFTWARE ETABS( STUDI KASUS : HOTEL DI WILAYAH KARANGANYAR) Nurhadi, Muhamad; Setiya Budi, Agus; Supardi, Supardi
Matriks Teknik Sipil Vol 2, No 2 (2014): Juni 2014
Publisher : Program Studi Teknik Sipil FT UNS

Show Abstract | Download Original | Original Source | Check in Google Scholar | Full PDF (724.887 KB) | DOI: 10.20961/mateksi.v2i2.37445

Abstract

Indonesia as an archipelagho the State and state wich are included in the ring of fire lanes because the path of it was meeting the Australian plate ,the Eurasian plate and the plates pasifik.Have high enaugh percentage, resulting in vulnerable regions of Indonesia earthquake shocksBased on this background,Performance Evaluation study conducted seismic forces in buildings with Pushover analysis.This study aimed todetermine the performance of the building based on the mechanism of formation of plastic hinge in the beam and column so the relationship with thebase shear displacement on the pushover curve and seismic demand curve The method used is a nonlinear static pushover analysis using ETABSprogram.Performance evaluation can be done with a nonlinear static pushover analysis which refers to the ATC - 40Based ratio value on the drift x 0,00327 and ratio values on the drift y 0,00341. So it can be safely concluded ultimit limit of performanceevaluation requirements in according with SNI SNI 03-1726 -2002.The review of velue maximum ratio of in- elastic Drift is 0,00318 and themaximum value of in- elastic ratio is 0,00332 Drift y illustrate the behavior of structures ranging from elastic conditions , in- elastic then have acondition on the verge of collapse is indicated by a decrease in the curve of the building , including the level of performance of the ImmediateOccupancy ( IO ) Based on Drift values for x and y directions is less than 0,01 then the performance of the building is included in the ImmediateOccupancy whereas in elastic drift values for x and y directions are smaller or equal with 0,005 then according to ATC - 40 level value ofperformance , including the Immediate occupancy of the results of the analysis graph building structure behaves linear pushover . The concept of strong column weak beam design is not met it is indicated the the beginning of the plastic hinge element column. When it reaches the majority of theperformance point-shaped column plastic hinge elements but the building is safe.
KAPASITAS LENTUR PLAT BETON BERTULANGAN BAMBU PETUNG DENGAN TAKIKAN SEJAJAR Cholid, Abdurrahman; Setiya Budi, Agus; Prayitno, Slamet
Matriks Teknik Sipil Vol 2, No 1 (2014): Maret 2014
Publisher : Program Studi Teknik Sipil FT UNS

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.20961/mateksi.v2i1.37468

Abstract

The main need for the use of reinforced concrete reinforcing steel as a major component in the construction of housing is increasing. Increasedneed for steel reinforcement will lead to increase of the price that it becomes expensive and scarce. To overcome these problems,it is necessary seek a alternative replacement of steel reinforcement in concrete. The results of the investigation reported in reference,stating that bamboo petung can be used as an alternative to replacement of concrete reinforcing steel because it has a high tensilestrength approaching the strength of steel. Bamboo reinforcement model approach is done by making notches on the sides parallel. Thisis expected to increase the strong adhesion between bamboo and concrete as the use of steel deformed bar. This research uses experimentalmethods to test object used is concrete slab measuring 600x400x100 mm. Quality concrete is planned fc '=15MPa. Bendingtest performed at 28 days with the third point loading method. In the analysis, the bending capacity of the slab with the notch parallelbamboo petung reinforcement is larger, is 0,2584 ton.m when compared with the results of the test slab which is an average of0,2356 ton.m. The pattern collapse on bamboo reinforced concrete slab is located between the parallel notches third middle span. Sucha collapse is included in the bending collapse. Collapse that occurs in the concrete slab by using bamboo as reinforcement petung bebrittle.
KAPASITAS LENTUR PLAT BETON BERTULANGAN BAMBU PETUNG DENGAN TAKIKAN TIDAK SEJAJAR (ALTERNATIF PENGGANTI TULANGANBAJA PADA PLAT LANTAI RUMAH) Dariyadi, Eko; Setiya Budi, Agus; Prayitno, Slamet
Matriks Teknik Sipil Vol 2, No 2 (2014): Juni 2014
Publisher : Program Studi Teknik Sipil FT UNS

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.20961/mateksi.v2i2.37452

Abstract

Bamboo is one reinforcement alternative to steel reinforcement for housing construction using reinforced concrete materials . Concrete slab itself is oneof the structural elements are made using steel reinforced concrete . This study was conducted to determine how much capacity plate reinforcedconcrete bending bamboo petung not aligned with the notch . The method used in this study is an experimental method with a concrete slabspecimen measuring 600 mm x 400 mm x 100 mm . Quality concrete is planned fc ' = 17.5 MPa . Bending test performed at 28 days with thethird point loading method . The test results of reinforced steel plate bending capacity by an average of 0.5222 ton.m and results of the analysis ofton.m 0.3051 , while the test results flexural capacity of reinforced concrete plate with a notch bamboo Petung misaligned by an average of 0.1714ton.m and the results of the analysis of 0.1097 ton - m . The test results of reinforced concrete bending stress steel plate by an average of 7.8966MPa and 6804 MPa results of the analysis of the test results while the bending stress Petung bamboo reinforced concrete plate with the notch isnot aligned average of 2.5717 MPa and 1.4204 MPa
Co-Authors A.A. Ketut Agung Cahyawan W Adi Sambowo, Kusno Agung Wahyudi Cholid, Abdurrahman Dariyadi, Eko Dwi Wicaksono, Kunto Edy Purwanto Endah Safitri Fahrul Churniawan, Bedri Kultsum, Ummi Mediyanto, Antonius Nurhadi, Muhamad Prayitno, Slamet Purnawan Purnawan Sunarmasto, Sunarmasto Supardi Supardi Triyana, Budhi