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Matriks Teknik Sipil

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Published by Universitas Sebelas Maret

ISSN : 23548630 EISSN : 27234223 DOI : -

Civil Engineering, Building, Construction & Architecture Computer Science & IT Decision Sciences, Operations Research & Management Engineering Materials Science & Nanotechnology

Matrik Teknik Sipil adalah open access journal yang mempublikasikan penelitian di bidang struktur, hidrologi, transportasi, geoteknik dan management proyek. Matriks Teknik Sipil diterbitkan oleh Program Studi Teknik Sipil, Fakultas Teknik, Universitas Sebelas Maret. Jurnal ini menyediakan open access yang pada prinsipnya membuat riset tersedia secara gratis untuk publik dan akan mensupport pertukaran pengetahuan global terbesar.

Arjuna Subject : Teknik (semua kategori) - Bangunan dan Konstruksi

Articles 30 Documents

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Search results for , issue "Vol 2, No 2 (2014): Juni 2014" : 30 Documents clear

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).

KUAT LENTUR, TOUGHNESS, DAN STIFFNESS PADA BETON RINGANTEKNOLOGI FOAM DENGAN BAHAN TAMBAH SERAT ALUMINIUM Purnawan Purnawan; Agus Setiya Budi; Kunto Dwi Wicaksono
Matriks Teknik Sipil Vol 2, No 2 (2014): Juni 2014
Publisher : Program Studi Teknik Sipil FT UNS

Lightweight concrete foam technology obtained by adding foam agent (liquid foam) into the concrete mix. The primacy the use oflightweight concrete is to reduce the burden of the concrete itself is categorized as a dead load on the structure calculations. Lightweightconcrete can be planned to meet the same strength of normal concrete. The purpose of this study to determine the extent of the effect ofadding aluminium to fiber density, flexural strength, tougness and stiffness of lightweight foam concrete fiber aluminium. The methodused is an experimental method in the laboratory of the Sebelas Maret University. Flexural strength values mean the lightweightfoam concrete without fiber at 1.04 MPa, while the lightweight foam concrete fiber fiber percentage of aluminium with 0.25%, 0.5%and 1% respectively of 1.32 MPa; 1.62 MPa dan 1.08 MPa. Value of the average toughness of the lightweight foam concrete withoutfiber at 0.66 kNmm, while the lightweight foam concrete fiber fiber percentage of aluminium with 0.25%, 0.5% and 1% respectivelyof 0.91 kNmm; 1.14 kNmm dan 0.69 kNmm. Stiffness of lightweight concrete median percentage of fiber fibrous aluminium with0%, 0.25%, 0.5%, and 1% respectively - also is 5.04 kN/mm; 5.91 kN/mm; 7.24 kN/mm and 5.89 kN/mm.

ESTIMASI MATRIKS ASAL TUJUAN ( MAT ) KOTA SURAKARTA TAHUN 2025 Sri Sutrisni; Syafi'i Syafi'i; Setiono Setiono
Matriks Teknik Sipil Vol 2, No 2 (2014): Juni 2014
Publisher : Program Studi Teknik Sipil FT UNS

Origin Destination Matrix is a two-dimensional matrix that contains information about the amount of movements among locations (zones) withina certain area. Origin Destination Matrix Estimation is used to determine the distribution of the trip in order to analyze the performance of theroad network in Surakarta. The study aims to determine the distribution of the movements of the traffic flow in the city of Surakarta representedwith OD Matrix 2025.OD Matrix year 2013 Estimation is obtained from process by prior matrix data, calibrated using the generation andthe pull model by regression analysis method to produce the amount of generation and attraction in 2025. The data used to calibrate the data issocio-economic in that year. For generation, the most significant variable is the number of the population, while the amount of land areasignificantly affects the traction effort. After obtaining a number of generation and attraction for 2025, subsequently estimated using a model withconstraints generation Gravity and pull (DCGR). Parameter ? = -0,15127 use values obtained from research Isnaini (2013).The study wasconducted by dividing the study area into 65 zones with zone 51 internal and 14 external zones processed using the program EMME/3 andSPSS 17. Distribution of movement Surakarta years presented in the form of a matrix and simplified into the form of a bar graph. Totalmovement that occurs is equal to 55.074.29 pcu / hour , movement between internal-external zone seen in largest graphs is 28.27%, the nextorder of the internal-external movement of 25.21% and the internal-internal of 23.98%. For external-external zones were relatively smallmovement that is 14.69%. The smallest movement occurs in intrazona is 7.86%..

SIMULASI DEBIT DENGAN HYDROCAD BERDASARKAN HUJAN BULANAN DI DAS ALANG Berklyson Tarigan; Rintis Hadiani; Suyanto Suyanto
Matriks Teknik Sipil Vol 2, No 2 (2014): Juni 2014
Publisher : Program Studi Teknik Sipil FT UNS

Rainfall correlate with the characteristics of the DAS. Streamflow for a rainy directly correlate with the duration and intensity of rain. Theresearch is (1) to know the value of discharge parameters based of mounly rainfall in DAS Alang with HydroCAD application, (2) to knowsthe value of discharge from HydroCAD simulation to observation data, (3) to know the value correlation of discharge from HydroCADsimulation with observation data usingthe character of the DAS Alang.This research is descriptive quantitative research, where data used are secondary data. The secondary data from BTKPDAS instance. The researchphase implemented with collec dayly railfall of DAS Alang. The discharge of DAS Alang from 2002 - 2012. The results rainfall areas usingpolygon thieseen method. The rainfall areas insert to the application and then discharge simulation test. From HydroCAD application willproduce discharge simulation of DAS Alang, the produce of discharge simulation will be correlation with discharge from observation data ifcoefficiend's correlation R 0,8 until 1,0 showed a good correlation, if coefficient's correlation more than 0,4 less than 0,8 indicate the goodcorrelation, the coefficient between 0,2 until 0,4 showed not good correlation, if less than 0,2 can be ignored.The result of research to show that Curve Number CN and Time Concentration TC very influential in discharge simulation with HydroCADAplication . the less accurate of discharge observation data so the correlation value and the result discharge correlation and observation data usingTime Concentration method who different between Ponce method, Rasional method, SCS method. Using TC Ponce method to result the correlationvalue 0,8 until 1,0 in 2004,2006,2009,2011,2012, Using TC Rasional method to result the correlation value 0,8 until 1,0 in2004,2006,2011,2012, Using TC SCS method to result the correlation value 0,8 until 1,0 in 2004,2006,2009,2011,2012, it can beconciuded the TC Ponce method and TC SCS method have gred similarity of correlation coefficient. Can be applicatied in DAS Alang

KAPASITAS AKSIAL-LENTUR KOLOM BERTULANGAN BAMBU WULUNG DENGAN TAKIKAN TIDAK SEJAJAR Budhi Triyana; Agus Setiya Budi; Antonius Mediyanto
Matriks Teknik Sipil Vol 2, No 2 (2014): Juni 2014
Publisher : Program Studi Teknik Sipil FT UNS

Residential development due to the rapid population constantly increases, triggering the prices of building materials, especially steel concretereinforcing growing up and experiencing scarcity, making it very burdensome to lower middle class society. To overcome this, then look for a newalternative materials as a substitute for steel reinforcement is using a reinforcement of bamboo slats. This study aims to determine the axial-flexuralcapacity of concrete columns reinforced wulung bamboo with parallel notches when compared to axial-flexural capacity of concrete columns steelreinforced and axial-flexural capacity of the columns without reinforcement.This study uses an experimental method with a total of 7 samples objects. The experimental thing used in this research is a concrete blockmeasuring 150 x 150 x 1500 mm. The two columns using plain steel reinforcement, two columns not using any reinforcement and three othersusing plain wulung bamboo not parallel notches. The quality of concrete is planned fc'= 15 MPa. Bending test performed at 28 days with thirdpointloading method.Testing is done by testing the axial-flexural capacity of the column using a loading frame, the eccentricity of the axial load of200 mm from the axis of the column.Based on the test results, the average value of the maximum axial load of the column reinforcement wulung bamboo not parallel notches is 22,833N. The Average value of the maximum flexural capacity of the column reinforcement wulung bamboo not parallel notches is 4,921,567 N.mm.The average value of the maximum axial load of the steel reinforcement column is 36,500 N. The Average value of the maximum flexuralcapacity of the steel reinforcement column is 8,132,600 N.mm. The average value of the maximum axial load of unreinforced column is 10,750N. The Average value of the maximum flexural capacity of unreinforced column is 2,157,955 N.mm. Based on the value of the maximumflexural capacity, the concrete columns reinforcement wulung bamboo not parallel notches can increase the flexural capacity of the column about56.153 % when compared with unreinforced concrete columns.

INTEGER PROGRAMMING DENGAN PENDEKATAN METODE BRANCH AND BOUND UNTUK OPTIMASI SISA MATERIAL BESI (WASTE ) PADA PLAT LANTAI (STUDI KASUS : PASAR ELPABES BANJARSARI SURAKARTA) Widi Hartono; Alfichri Dilian Yanuar Agus Putri; Sugiyarto Sugiyarto
Matriks Teknik Sipil Vol 2, No 2 (2014): Juni 2014
Publisher : Program Studi Teknik Sipil FT UNS

Use of materials in the project implementation closely monitored both quality and quantity in accordance with the specifications and requirementsthat have been set. But the problem is, in the work field, material used by the workers can leave big piece of material waste. The aim of thisresearch is to know visible optimum to optimize iron cutting for reducing iron waste and knowing how big the differences of the amount of pieces ofiron in the work field and with Linear interger program. The location of the research is the construction of ELPABES market BanjarsariSurakarta in the year of 2013. The secondary data which is used is iron reinforcement data in the form of Bar Bending Schedule. The processingof the data using Branch and Bound Method and LINDO program. The secondary data which is used is iron reinforcement data in the form ofBar Bending Schedule. The processing of the data using Branch and Bound Method and LINDO.Program.Analysis result from Branch andBound Method can optimization waste in iron cut from floor plate which is iron with diameter 12 mm. total of cut residue 141,35 m with savingpercentage 1,5449% and iron with diameter 10 mm. total of cut residue 1208,3 m with saving percentage 4,0399%.

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

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 Ã¸ 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 Ã¸ 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 Ã¸ 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 Ã¸ 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.

TINJAUAN KUAT TEKAN DAN MODULUS ELASTISITAS BETON DENGAN MENGGUNAKAN LIMBAH BATU CANDI SEBAGAI PENGGANTI AGREGAT KASAR Winda Gusanti; Kusno Adi Sambowo; Wibowo Wibowo
Matriks Teknik Sipil Vol 2, No 2 (2014): Juni 2014
Publisher : Program Studi Teknik Sipil FT UNS

Nowadays the use of concrete is increasing but the concrete raw materials fulfillment is decreasing. In this case, one of alternative is to be replacedthe coarse aggregate with lava stone waste obtained from the production residue of natural stone craftsmen in Sambirejo, Prambanan,Yogyakarta.The purpose of this research was to determine the concrete compressive strength, modulus of elasticity of concrete with lava stone wasteas substitute for coarse aggregate, and determine the maximum ratio of lava stone waste as the coarse aggregate in terms of compressive strength andmodulus of elasticity appropriate quality targeted.The method used in this research is the experimental method. Samples form is made as cylinder with 15 cm of diameter and 30 cm of high.Targeted quality of concrete is 25 MPa with lava stone percentage levels of 0%, 20%, 40%, 60%, 80%, 100% replaces the coarse aggregate.The compressive strength of concrete decreased at comparable levels with the addition of lava stone as the coarse aggregate. Value of the averagecompressive strength of concrete at 28 days was 36,768 MPa (lava stone 0%); 31,300 MPa (lava stone 20%); 28,283 MPa (lava stone 40%);27,152 MPa (lava stone 60%); 25,266 MPa (lava stone 80%); and 24,135 MPa (lava stone 100%). Modulus of elasticity was also decreasedlevels comparable to the addition of the lava stone. Average modulus of elasticity value is 22818,000 MPa (lava stone 0%), 18832,333 MPa(lava stone 20%), 16462,333 MPa (lava stone 40%), 15870,667 MPa (lava stone 60%), 15098,000 MPa (lava stone 80%), and13933,333 MPa (lava stone 100%). Concrete qualified targeted quality is lava stone concrete with the maximum level to 80% with averagecompressive strength is 25,266 MPa.

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.

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Halwan Alfisa Saifullah

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Matriks Teknik Sipil Gedung IV lt. 1 Jurusan Teknik Sipil Jl. Ir. Sutami 36A Surakarta Jawa Tengah - Indonesia 57126

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Home Page

OAI Link

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Contact Name Halwan Alfisa Saifullah

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Editorial Address Matriks Teknik Sipil Gedung IV lt. 1 Jurusan Teknik Sipil Jl. Ir. Sutami 36A Surakarta Jawa Tengah - Indonesia 57126

Location Kota surakarta, Jawa tengah INDONESIA

Abstract

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Abstract

Contact Name
Halwan Alfisa Saifullah

Contact Email
halwan@ft.uns.ac.id

Phone
+6282133085744

Journal Mail Official
halwan@ft.uns.ac.id

Editorial Address
Matriks Teknik Sipil Gedung IV lt. 1 Jurusan Teknik Sipil Jl. Ir. Sutami 36A Surakarta Jawa Tengah - Indonesia 57126

Location
Kota surakarta,

Jawa tengah

INDONESIA