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KAJIAN KUAT LEKAT TULANGAN BAMBU WULUNG TAKIKAN BENTUK VDENGAN JARAK ANTAR TAKIKAN 2 CM DAN 3 CM PADA BETON NORMAL Sigit Fajar Nugroho; Agus Setiya Budi; 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 | DOI: 10.20961/mateksi.v2i2.37447

Reinforcement steel is a building material that cannot be renewed. Steel making raw material (iron ore) as well as the more limited and may not beincreased its production. Bamboo is one of the suitable replacements of reinforcing in concrete because low cost natural resources, easy to plant,growing rapidly, reducing global warming effect and mostimportantly strong in tension. One of the things that are most important in reinforcedconcrete is a bond between the reinforcement is used with concrete so that concrete wasn't experiencing slippage. Notched bamboo reinforcement canreduce the influence of depreciation or development because of water content with the existence of the latch between the reinforcement surface andconcrete. Methods used in this research is experimental laboratory methods in laboratories material and structure faculty of engineering sebelasmaret university surakarta. Objects test used in this research are concrete cylindrical in diameter 150 mm and height of 300 mm. Bambooreinforcement used is bamboo notched wulung with dimensions width 20 mm thick and 5.2 mm. As a comparison of plain steel reinforcement witha diameter of 8 mm. Reinforcement concrete cylinders at the Centre were planted as deep as 150 mm. The test results obtained average value ofbonding strength concrete with reinforcement bamboo wulung without notched distance 3 cm is 0,007867 MPa and bamboo wulung withoutnotched 2 cm is 0,018223 MPa. The average value of bonding strength concrete with reinforcement notched bamboo wulung distance 3 cm is0,030172 MPa and notched bamboo wulung 2 cm distance is 0,101773 MPa. The value of bonding strength steel reinforcement a plain 8 mmdiameter is 0,277665 MPa. From the data above it can be deduced the average value of the bonding strength of concrete with bamboo wulungreinforcement 0.142 times the value of the bonding strength of plain steel rebars 8 mm diameter.Keywords: Bamboo wulung, steel, concrete, notched, bond strengthAbstrakTulangan baja adalah bahan bangunan yang tidak dapat diperbaharui. Bahan dasar pembuatan baja (biji besi) juga semakinterbatas dan tidak mungkin ditingkatkan produksinya. Bambu dipilih sebagai alternatif pengganti karena merupakan hasilalam yang murah, mudah ditanam, pertumbuhan cepat, dapat mereduksi efek global warming serta memiliki kuat tariksangat tinggi yang dapat dipersaingkan dengan baja. Salah satu hal yang terpenting dalam beton bertulang adalah adanyakelekatan antara tulangan yang digunakan dengan beton sehingga beton tidak mengalami selip. Tulangan bambu bertakikandapat mengurangi pengaruh penyusutan atau pengembangan karena kandungan air dengan adanya bagian saling mengunciantara permukaan tulangan dan beton. Metode yang digunakan dalam penelitian ini adalah metode eksperimen laboratoriumyang dilakukan di Laboratorium Bahan dan Struktur Fakultas Teknik Universitas Sebelas Maret Surakarta. Benda uji yangdigunakan dalam penelitian ini beton silinder dengan diameter 150 mm dan tinggi 300 mm. Tulangan bambu yang digunakanadalah bambu wulung takikan dengan dimensi lebar 20 mm dan tebal 5,2 mm. Sebagai pembanding tulangan baja polosdengan diameter 8 mm. Tulangan ditaman pada pusat beton silinder sedalam 150 mm. Dari hasil pengujian diperoleh nilaikuat lekat rerata beton dengan tulangan bambu wulung tanpa nodia jarak 3 cm adalah 0,007867 MPa dan bambu wulungtanpa nodia jarak 2 cm adalah 0,018223 MPa. Nilai kuat lekat rerata beton dengan tulangan bambu wulung bernodia jarak 3cm adalah 0,030172 MPa dan bambu wulung bernodia jarak 2 cm adalah 0,101773 MPa. Nilai kuat lekat tulangan baja polosdiameter 8 mm adalah 0,277665 MPa. Dari data diatas dapat ditarik kesimpulan nilai kuat lekat rerata beton dengan tulanganbambu wulung 0,142 kali dari nilai kuat lekat tulangan baja polos diameter 8 mm.Kata Kunci: bambu wulung, baja, beton, takikan, kuat lekat.PENDAHULUANBeton sangat banyak digunakan secara luas sebagai bahan bangunan. Banyaknya penggunaan beton dalam suatukonstruksi menuntut upaya penciptaan mutu yang baik.Tulangan baja adalah bahan bangunan tidak dapat diperbaharui. Bahan dasar pembuatan baja (biji besi) jugasemakin terbatas dan tidak mungkin dapat ditingkatkan produksinya. Dengan kata lain, hal tersebut akan memicukenaikan harga baja. Ahli struktur berupaya mencari bahan lain yang bisa digunakan sebagai pengganti bajatulangan, seperti yang dilakukan Morisco (1996) yaitu dengan memanfaatkan bambu sebagai tulangan beton.Hilangnya lekatan antara beton dan baja tulangan pada struktur mengakibatkan keruntuhan total pada balok.Untuk menghindari hal tersebut perlu ditinjau nilai kuat lekat beton dan tulangan agar diperoleh keseimbangan

EVALUASI KINERJA STRUKTUR GEDUNG BERTINGKAT DENGAN ANALISIS RIWAYAT WAKTU TERHADAP DRIFT DAN DISPLACEMENT MENGGUNAKAN SOFTWARE ETABS (STUDI KASUS : HOTEL DI DAERAH KARANGANYAR) Firman Andriyanto; Agus Setiya Budi; Wibowo Wibowo
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.v2i1.37476

Indonesia lies between severally tektonik's plate universalizes, which is Australian Eurasian plate one moves to aim northern, moving Pacific plateto aim Eurasia's northwest and plate, so often experiences earthquake. Sighted by geological, Indonesian archipelago lies on appointment 2 mainearthquake bands, which is earthquake Sirkum Pacific and Alpide Transasiatic's earthquake band, in consequence Indonesia includes in ringband damp down Pacific (ring of fire). Ring damps down Pacific constitute world active mountain series causative Indonesian experience earthquakefrequency that adequately frequent. It bears out the importance for review strategical earthquake charges be in contemplation structure designin anticipation if happening earthquake. In common structure analysis to earthquake is divided as 2 kinds, which is static analysis and dynamicanalysis (respon spectrum analysis and time history analysis). This research has a purpose to know building structure performance bases drift anddisplacement. Observational method that is utilized is analisis dynamic time history by use of software ETABS. Buildings structure evaluationby give earthquake record note El Centro, Chi Chi Taiwan, Kobe Japan and Indonesian Sumatera. If building was given by charges El Centro'searthquake, Chi Chi Taiwan, Kobe Japan and Indonesian Sumatera is gotten safe to inspire angles nominal basic. Helper bounds performanceand ultimit's bounds performance that ineligible appropriate SNI 1726 2002 sections 8.1 and sections 8.2 is El Centro's earthquake record andIndonesia Sumatera. According to ATC-40, if building was given by charges El Centro's earthquake, Chi Chi Taiwan, Kobe Japan and IndonesianSumatera therefore building performance comes in category IO (Immediate Occupancy).

KAPASITAS LENTUR PLAT BETON BERTULANGAN BAMBU WULUNG DENGAN TAKIKAN TIDAK SEJAJAR Ferry Tri Pranoto; Agus Setiya Budi; Achmad Basuki
Matriks Teknik Sipil Vol 2, No 1 (2014): Maret 2014
Publisher : Program Studi Teknik Sipil FT UNS

Bamboo was chosen as an alternative to concrete reinforcement because besides the price is cheaper ,bamboo also has a relatively high tensile strengthwhich is equal to the tensile strength of mild steel. the purpose of the study was to determine Flexural Capacity of slabs concrete with Wulungbamboo non parallel notches reinforcement. The method used in this study is an experimental method with a concrete slab specimen measuring 60cm x 40 cm x 10 cm with a load that is placed amid landscape and evenly distributed as a two point load on the specimen length L / 3. Flexuralcapacity of concrete slab testing done at the time the specimen was 28 days. Value of the reduction factor for the determination of tensile force on theyield of bamboo with a regression method that is equal to 0.525. Yield strength for bamboo wulung plan calculated at 0,525 times the yieldstrength of bamboo tensile test results. The test results of reinforced steel plate bending capacity by an average of 0.5236 ton.m and results of theanalysis of 0.4018 ton.m while bending capacity test results bertulangan bamboo plate wulung average of 0.1759 ton.m and the results of theanalysis of 0,1126 ton-m.

EVALUASI KINERJA GAYA GEMPA PADA GEDUNG BERTINGKAT DENGAN ANALISIS RESPON SPEKTRUM BERDASARKAN BASE SHARE, DISPALACEMENT, DAN DRIFT MENGGUNAKAN SOFTWARE ETABS ( STUDI KASUS : HOTEL DI DAERAH KARANGANYAR) Donny Baiquny Febbrian; Agus Setiya Budi; Kusno Adi Sambowo
Matriks Teknik Sipil Vol 2, No 2 (2014): Juni 2014
Publisher : Program Studi Teknik Sipil FT UNS

Indonesia as an archipelago State and State which are included in the ring of fire because the path of it was onmeet the Australian plate, the Eurasian plate and the Pacific plate. Have a high enough percentage shift resultingin Indonesian territory vulnerable to earthquake shaking.This study aims to determine the performance evaluationmeasures earthquake forces in buildings by using the response spectrum dynamic analysis based on sharebase, displacement and drift in the Immediate Occupancy level category.Analysis of dynamic response spectrumin the X direction and in the Y direction generate Vdinamik greater than 0.85 Vstatik, so the final value of thedynamic response of building structures against earthquake loading due to the influence of the earthquake nominalplan meets the requirements of SNI 03-1726-2012. Based on the value of displacement in the X direction andthe Y direction, the drift rate due to the effect of earthquakes smaller plan than [(0.03/R)H] so it can be safelyconcluded the serviceability limit the performance evaluation requirements in accordance with SNI 03-1726-2002, and the maximum drift level of the building structure due to the influence of earthquakes in the condition ofthe building plans on the verge of collapse less than [0.02H] so it can be safely concluded the ultimate limits ofperformance evaluation requirements in accordance with SNI 03-1726-2002. The maximum total drift and inelasticdrift in the X direction and the Y direction, so that when it is viewed according to ATC - 40, it is includedin the level immediate occupancy category.

KAJIAN KUAT LEKAT TULANGAN BAMBU PETUNG TAKIKAN TIPE V SEJAJAR DAN TIDAK SEJAJAR DENGAN JARAK TAKIKAN 4 CM DAN 5 CM PADA BETON NORMAL Bedri Fahrul Churniawan; Agus Setiya Budi; Endah Safitri
Matriks Teknik Sipil Vol 2, No 2 (2014): Juni 2014
Publisher : Program Studi Teknik Sipil FT UNS

The use of steel as a material, combined with the concrete has been done for a long time, this is because each material can becomplementary concrete as a material that is weak against tensile force can be overcome by the presence of a strong reinforcementagainst tensile force and vice versa, so that Reinforced concrete is widely used as a building material until now . But the problem is thereinforcing steel is mined material and unrenewable, so that the longer it will be increasingly depleted. As an alternative try usingreinforcement that cheap, easily available and can be renewed and that the reinforcement of high quality is from bamboo material.This research uses experimental methods to test object used was a concrete cylinder with a diameter of 15 cm and 30 cm high. Thisstudy uses four kinds of variations for the reinforcement of bamboo, bamboo reinforcement petung notch aligned with a distance of 4cm and 5 cm, and bamboo reinforcement petung notch is not aligned with the notch distance of 4 cm and 5 cm. Each specimen 3pieces with type V notch, the notch width 0.8 cm and 0.5 cm depth of the notch. Bamboo reinforcement dimensions length 70 cm,width 2 cm and 0.52 cm thick. As a comparison using steel reinforcement with a diameter of 0.8 cm and a length of 70 cm specimen3 pieces. Quality concrete with f'c = 17.5 planned MPa. Adhesion test performed on a concrete age of 28 days by using a UniversalTesting Machine (UTM).

EVALUASI KINERJA STRUKTUR PADA GEDUNG BERTINGKAT DENGAN ANALISIS DINAMIK RESPON SPEKTRUM MENGGUNAKAN SOFTWARE ETABS ( STUDI KASUS : HOTEL DI WILAYAH KARANGANYAR ) Muhammad Luthfi Rifai; Agus Setiya Budi; Wibowo Wibowo
Matriks Teknik Sipil Vol 2, No 1 (2014): Maret 2014
Publisher : Program Studi Teknik Sipil FT UNS

Indonesia is located at the junction of the earth's tectonic plates, namely the Eurasian tectonic plates, the Pacific, the Philippines, andIndo - Australian. Besides, Indonesia also has many volcanoes which are still active, so that Indonesia is a country that is prone toearthquakes. The earthquake effects on damage to the building structure. Even it effects in fatalities because of the falling debris.When an earthquake occurs, it is expected that the building can withstand earthquake forces at a certain level without damage to thebuilding so it avoids earthquake victims. There are two analytical approaches that can be used to calculate the lateral loads on theearthquake. Those analysis are a static analysis and dynamic analysis. Dynamic analysis is used for the high buildings which has alot of levels. This analysis consists of dynamic response spectrum analysis and time history dynamic analysis. This study aims to investigatethe building structure performance based on displacement and drift. The method that is used in this study is the dynamic responsespectrum analysis by using ETABS. The maximum displacement of the building in the X direction is 0.0465 m and in theY direction is 0.0634 m, so that if it is viewed from the limit performance and the limit ultimate performance, it is categorized as aeligible building (safely) in accordance with SNI 3-1726-2002. The maximum total drift in the X direction is 0.00090 and the Ydirection is 0.00123. The maximum total inelastic drift in the X direction is 0.00077 and the Y direction is 0.00103, so thatwhen it is viewed according to ATC - 40, it is included in the level immediate occupancy category.

EVALUASI KINERJA STRUKTUR PADA GEDUNG BERTINGKAT DENGAN ANALISIS PUSHOVER MENGGUNAKAN SOFTWARE ETABS ( STUDI KASUS : HOTEL DI WILAYAH KARANGANYAR ) Ibnu Khaldun Riantoby; Agus Setiya Budi; Edy Purwanto
Matriks Teknik Sipil Vol 2, No 1 (2014): Maret 2014
Publisher : Program Studi Teknik Sipil FT UNS

Indonesian islands lies on the encounter between 3 large plates in the world: Australian, Eurasian, and Pacific. Eurasian and Australian platesare overlapping in the off-shore western part of Sumatra Island, off-shore southern part of Javanese Island, and off-shore part of Nusa TenggaraIslands and turning to the north to southern part of Maluku waters. There is an encounter between Australian and Pacific plates around PapuaIsland. Meanwhile, the encounter between those three plates occurs around Sulawesi. That is why the islands around the encounter of 3 plates experienceearthquake frequently. Earthquake disaster results in building structure damage. During the earthquake, the structure is expected to haveability of receiving earthquake force at certain level without significant damage or when the structure of building should collapse, it can provide nonlinearbehavior to post-elastic condition so that the security of building against the earthquake and the residents' life safety will be more guaranteed.Seismic is an important to building structure as the part of concrete performance reevaluation procedure in dealing with the effect of earthquake disaster.The performance evaluation can be done using pushover nonlinear static analysis referring to ATC-40 & FEMA.Considering the backgroundabove, An Evaluation was conducted on the multistoried building structure performance with Pushover Analysis. This research aimed tofind out the performance of building by the mechanism of plastic joint establishment in column beam and the relationship between base shear andthe displacement in pushover curve and seismic demand curve. The method employed was a nonlinear pushover statistic analysis using ETABSprogram.The conclusion of research showed that the friction force of pushover evaluation was 3325.592 tons to x direction and 3832.873 to y direction,while the displacement value was 0.175 to x and 0.261 m to y. The displacement of building did not exceed the maximum displacement,so that the building was safe to disaster earthquake. The maximum total drift was 0.00340 to y and 0.00507 to y < 0.01. Thus, the buildingbelonged to Immediate Occupancy (IO) performance level.

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

In the construction industry, concrete reinforced steel is a construction material that is commonly used in building structures, where the compressivestrength of concrete and the tensile strength of steel is a combination that complement each other. However, using steel as reinforcement still get someconstraints amongst the price more higher and that is a product of the mining which unrenewable and someday will runs out. To resolve theseconstraint, as an alternative solution to replace steel reinforcement, then utilized bamboo, where bamboo is a natural product which renewable,easily to get, inexpensive, and have a high tensile strength. from that idea, This research was conducted to determine the yield strength of bamboopetung used for analysis and the flexural capacity of the beam Reinforced bamboo petung, by making beam specimen a total of 12 pieces withdimention of 11 cm x 15 cm x 170 cm. Three of the first beam specimen planted reinforcement bamboo petung notches type V with distance 2 cmand 3 cm for the next beam specimen, The next three beam specimens planted reinforcement steel ø 8 mm and three beam specimen unreinforcedfor comparison. Testing was conducted in Structures laboratory, FT UNS, at the age of concrete 28 days with giving two concentrated loads pointsat a distance of 1/3 span beam from toehold. Based on the analysis and test results can be concluded, yield strength of bamboo petung obtained at223.893 N/mm2 or a tensile strength on nodia, because the tensile strength on nodia at least half of the tensile strength in internodia. For theflexural capacity of test results, flexural capacity of beam reinforced bamboo petung notches with distance 2 cm greater 4,04% than beam reinforcedsteel ø 8 mm, while for beam reinforced bamboo petung notches 3 cm obtained 2.424% larger than the beam reinforced steel ø 8 mm. From the12 pieces specimen beams, average collapse occurs in the area 1/3 middle span beams and can said to be as the collapse of flexible. With thisexperimental test results of the beams reinforcement bamboo petung notches type V with distance 2 cm and 3 cm sufficient potential as areplacement for steel reinforcement on a simple building.

KAJIAN KAPASITAS LENTUR PLAT BETON BERTULANGAN BAMBU WULUNG POLOS (ALTERNATIF PENGGANTI TULANGAN BAJA PADA PLAT LANTAI) Juwanto Juwanto; Agus Setiya Budi; Kusno Adi Sambowo
Matriks Teknik Sipil Vol 2, No 2 (2014): Juni 2014
Publisher : Program Studi Teknik Sipil FT UNS

The increasing of population will lead to increased need for housing. Market demand for steel reinforcement as a basic material in the constructionof residential houses will go up automatically . In fact, as we know that the iron ore as the raw material of steel is limited in nature and can not beupdated . Hence, there is need for the study of materials that allow to substitute steel reinforcement , one of which is bamboo . This research examinedhow the ratio of flexural capacity of steel reinforced concrete plate and bamboo Wulung . This study uses an experimental laboratory and implementedin Materials Laboratory and Structures Laboratory , Faculty of Engineering , Sebelas Maret University. Reinforcement bamboo usedplain ( without notch ) and dimensions of 5.2 mm x 10 mm with an area equivalent diameter of 8 mm steel reinforcement to be used as a comparison. Specimens used in the form of 3 concrete plate with steel reinforcement and 3 concrete plate with bamboo reinforcement. Same specimen size ,which is 600 mm x 400 mm x 100 mm and tested with third-point loading method . Bending capacity test will be done when the specimen was28 days . From the test results obtained the mean value of flexural capacity of steel reinforced concrete plate is 0.5262 ton.m and from bambooWulung is 0.1678 ton.m.

KUAT LEKAT TULANGAN BAMBU PETUNG TAKIKAN TIPE V DENGAN JARAK TAKIKAN 2 CM DAN 3 CM Mustamir Saifuddin; Agus Setiya Budi; 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 | DOI: 10.20961/mateksi.v2i2.37441

Study of bond stength petung bamboo reinforcement type V notch with distance of 2 cm and 3 cm in normal concrete. This study used an experimental method with a total of 15 pieces of the test specimen . Specimens used are concrete cylinders with a diameter of 15 cm and 30 cm high . As reinforcement using bamboo reinforcement petung without nodia with the notch distance of 2 cm and 3 cm . Bamboo petung bernodia with the notch distance of 2 cm and 3 cm . Each specimen 3 pieces with type V notch , the notch width 0.8 cm and 0.5 cm depth of the notch . Bamboo reinforcement dimensions length 70 cm, width 2 cm and 0.52 cm thick . As a comparison using steel reinforcement with a diameter of 0.8 cm and a length of 70 cm specimen 3 pieces . Quality concrete with f'c = 17.5 planned MPa . Adhesion test was conducted at 28 days by using a Universal Testing Machine ( UTM ) .

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