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COMPARISON OF THE STRENGTH OF ASPHALT CONCRETE-WEARING COURSE (AC-WC) REVIEWED TOWARDS THE USE OF PC, FLY ASH AND ZEOLITE AS A FILLER IN MIXTURES Pranoto, Putri Arifin
BANGUNAN Vol 27, No 1.1 (2022): BANGUNAN EDISI MARET SPESIAL
Publisher : Universitas Negeri Malang

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.17977/um071v27i1.12022p%p

Abstract: Asphalt Concrete-Wearing Course (AC-WC) is a pavement layer that is in direct contact with the vehicle's wheels. This layer is the largest in receiving traffic loads that work on the surface of the layer. Therefore, a mixture is needed to achieve high stability. For this reason, PC, fly ash, and zeolite as a filler are used in the hope of increasing the density of the mixture so as to produce high stability values.This research aims to (1) to describe the characteristics of marshall on a mixture of AC-WC with PC, fly ash and zeolite (2) to compare the strength of the AC-WC mixture in terms of the results of the Marshall parameters between PC, fly ash and zeolite. The characteristics and strengths are reviewed by marshall parameters that include stability values, flow, VIM, VMA, and VFA. The plan in this research begins with a laboratory test which include testing of aggregates, asphalt and filler. Then make the test object and continue with the Marshall test. The method of data analysis using descriptive quantitative and inferential statistics One Way Anova and the last is draw conclusions. The results showed: (1) as the asphalt content increases, the stability value tends to increase to 6% asphalt content and then decreases to 7% asphalt content where the highest average stability value is PC filler of 1299.69 kg, then zeolite filler of 1252.53 kg, followed by fly ash filler of 1005.68 kg, the flow value tends to increase with increasing asphalt content where the highest average flow value is fly ash filler of 3.89 mm, then zeolite filler of 3.59 mm, followed by PC filler of 3.06 mm, the VIM value tends to decrease with increasing asphalt content where the highest average VIM value is zeolite filler of 7.07%, then PC filler of 6.21%, followed by fly ash filler of 3.97%, VMA value tends to decrease with increasing asphalt content where the highest average VMA value is zeolite filler of 16.38%, then PC filler of 15.69%, followed by fly ash filler of 14.04%, the VFA value tends to increase with increasing the asphalt content where the highest average VFA value is fly ash filler of 72.30%, then PC filler of 61.77%, followed by zeolite filler of 57.30% (2) there is a significant difference in the average value of stability, flow, VMA between filler PC, fly ash and zeolite. The difference for the stability value is found in the fly ash filler with PC, while for flow is PC with fly ash and PC with zeolite, for VMA is fly ash with zeolite. There is no significant difference in the average VIM and VFA value between PC filler, fly ash and zeolite.Keywords: AC-WC, PC, fly ash, zeolite, marshall parameters

OPTIMASI JARAK ELEMEN MELINTANG PADA JEMBATAN BAJA PELENGKUNG TIPE VIERENDEEL Sulasmono, Raden Ian; Bathista, Moch. Dhoni; Risdanareni, Puput
BANGUNAN Vol 29, No 1 (2024): BANGUNAN EDISI MARET
Publisher : Universitas Negeri Malang

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.17977/um071v29i12024p%p

Abstrak:Indonesia merupakan negara yang tersusun atas ribuan pulau yang saling terpisah. Jumlah jembatan di Indonesia hingga tahun 2021 adalah sebanyak 18.931-unit dan dari jumlah tersebut sebanyak 2.938-unit dalam kondisi kritis dan perlu dilakukan Pembangunan ulang oleh pemerintah. Salah satu jenis jembatan yang banyak digunakan adalah jembatan pelengkung Vierendeel yang memiliki banyakkeunggulan. Walaupun begitu pendesainan jembatan pelengkung harus melalui langkah-langkah yang benar agar keunggulan-keunggulan tersebut dapat maksimal. Salah satu usaha untuk meningkatkan performa jembatan pelengkung ialah dengan melakukan optimasi elemen melintang. Beberapa penelitian telah mencoba melakukan hal tersebut, dengan cara mengurangi jumlah elemen. Metode pengurangan elemen ini dinilai masih kurang optimal, sehingga dalam penelitian ini dilakukan penambahan variabel berupa pengaturan jarak antar batang melintang. Didasari hal itu, penulis ingin menutup riset gap dengan melakukan analisis untuk mencari rasio jumlah dan jarak batang melintang sehing ga didapatkan konfigurasi struktur yang efisien. Dari hasil analisis menggunakan software SAP2000. v22 diperoleh hasil bahwa parameter elemen melintang bawah yang paling efisien adalah 1/8-OB1 dengan rasio struktur 19,644. Kemudian untuk parameter elemen melintang atas yang paling efisienadalah OA1 dengan rasio struktur 20,257. Dengan hasil tersebut maka dapat diketahui bahwa semakin sedikit elemen melintang maka semakin efisien rasio yang didapatkan dimana hal ini juga dipengaruhi oleh beban yang diberikan yang tidak memiliki pengaruh signifikan terhadap elemen melintang. Kata-kata kunci: Elemen Melintang; Rasio; Struktur Jembatan Abstract: Indonesia is a country composed of thousands of islands that are separated from each other. The number of bridges in Indonesia until 2021 is 18,931-units and of this number as many as 2,938-units are in critical condition and need to be rebuilt by the government. One type of bridge that is widely used is the Vierendeel arch bridge which has many advantages. Even so, the design of arch bridges must go through the right steps so that these advantages can be maximized. One of the efforts to improve the performance of arch bridges is to optimize transverse elements. Some studies have tried to do just that, by reducing the number of elements. The method of reducing this element is considered still not optimal, so in this study an additional variable was carried out in the form of setting the distance between transverse rods. Based on this, the author wants to close the gap research by conducting an analysis to find the ratio of the number and distance of transverse bars so that an efficient structural configuration is obtained. From the results of the analysis using SAP2000.v22 software, it was obtained that the most efficient parameter of the lower transverse element was 1/8-OB1 with a structure ratio of 19.644. Then forthe parameter of the upper transverse element the most efficient is OA1 with a structure ratio of 20.257. With these results, it can be seen that the fewer transverse elements, the more efficient the ratio obtained which is also influenced by the load given which does not have a significant effect on transverse elements. Keywords: transverse elements; Ratio; Bridge Structure

STUDI KOMPARATIF ANALISA HARGA SATUAN PEKERJAAN STRUKTUR BETON ANALISA PROYEK, METODE KONDISI AKTUAL, SNI 2016 DAN PERMEN PUPR NO. 1 TAHUN 2022 MENGGUNAKAN SOFTWARE ESTIMATOR.ID Made Wena, Egi Yusriatur Rahmadani
BANGUNAN Vol 26, No 2.1 (2021): BANGUNAN EDISI OKTOBER SPESIAL
Publisher : Universitas Negeri Malang

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.17977/um071v27i2.12022p%p

Abstract: Delays occurred in the Accounting and Commerce Administration Building Construction Project Phase I, Malang State Polytechnic, Malang City on 29 June 2021 to 26 July 2021, originally the cumulative weight on the initial S-curve plan was 17.39%, but in practice it was only achieved 7.73% in the 1st floor of structure work. The delay was due to the need for materials that should have been able to reach the field’s target was not facilitated, due to a discrepancy in the planning analysis with the standardized Work Unit Price Analysis (AHSP) guidelines, so it was necessary to evaluate comparison of AHSP according to project analysis, actual condition method, SNI 2016 and Regulation of Minister of Public Works And People’s Housing Number 1 of 2022 in order to find out the most appropriate type of method as a reference in conducting planning analysis. Calculations on concrete structure work because it has a major influence on the cost of construction projects. The purpose of the research are: (1) Describing the total unit price of concrete structure work project analysis, Actual Condition method, SNI 2016 and Regulation of Minister of Public Works And People’s Housing Number 1 of 2022software Estimator.id, (2) Describing the largest unit price percentage ratio of concrete structure work between project analysis of Actual Condition method, SNI 2016 and Regulation of Minister of Public Works And People’s Housing Number 1 of 2022, (3) Describing the lowest percentage ratio of the total unit price of concrete structure work AHSP method, (4) Knowing the level of distribution of tests together with the unit price of concrete structure work project analysis, Actual Condition method, SNI 2016 and Regulation of Minister of Public Works And People’s Housing Number 1 of 2022and (5) Knowing the level of distribution of paired tests of unit prices of concrete structure work project analysis, Actual Condition method, SNI 2016 and Regulation of Minister of Public Works And People’s Housing Number 1 of 2022. The design of research using descriptive, comparative research, experiments with quantitative approaches. Secondary data collection using research instruments in the form of documentation guidelines. Data analysis was carried out by calculating the AHSP of the three methods and then the ANOVA One Way test for comparison together and Tukey HSD for the comparison test in pairs. The results of the study are: (1) HSP total of concrete structure project analysis of IDR 252,161,551.51, Actual Condition method of IDR 296,562,918.52, SNI 2016 of IDR 300,278,528.99 and Regulation of Minister of Public Works And People’s Housing Number 1 of 2022 of IDR 295,731,973.03, (2) the largest percentage ratio between the Actual Condition method, SNI 2016 and Regulation of Minister of Public Works And People’s Housing Number 1 of 2022 to project analysis is plate foundation work with a consecutive ratio value of 0.301%, 0.283% and 0.268%, (3) the lowest total HSP percentage ratio is the Regulation of Minister of Public Works And People’s Housing Number 1 of 2022 with a ratio value of 0.147%, (4) the results of the comparison test with ANOVA One Way, namely there is a significant difference with a significance value of 0.03 < 0.05, and (5) the results of the comparison test in pairs of Tukey HSD, namely there is a significant difference between the AHSP project analysis and the SNI 2016 method with a significance value of 0.043 < 0.05.Keywords: Job Unit Price Analysis, Coefficient, Unit Price of Work

FLEXURAL STRENGTH OF LIP CHANNELS COLD-FORMED STEEL BEAM IN BACK-TO-BACK ARRANGEMENT WITH A VARIETY OF LENGTHS Husnik Maulidya Tungga Dewi, Nindyawati
BANGUNAN Vol 27, No 1.1 (2022): BANGUNAN EDISI MARET SPESIAL
Publisher : Universitas Negeri Malang

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.17977/um071v27i1.12022p%p

Abstrak: Optimization of cold-formed steel construction materials in the form of merging two individual channel into built up back-to-back channel. The use of cold-formed steel is increasingly applicable with varying lengths used. Therefore, it is necessary to research the effect of variations in beam span length affect the flexural strength of cold-formed steel beams arranged back to back. This study aims to determine the load, deflection, and failure mode of back-to-back C channel beam with variations in beam span length. The research uses quantitative methods through a laboratory experimental approach. The results of the study can be concluded as follows: (1) A load of back-to-back cold-formed steel beams has decreased with an increase in the length of the beam span in each variation code test specimen. The decrease in load compared to the shortest span length of 90 cm for the lengths of 120, 210, 240 cm are 10,90%, 51,12%, and 62,39% respectively. The decrease in actual load is caused by a reduction of flexural rigidity, the presence of stress concentrations at the loading point that prevent the load from being properly distributed to the support, and the instability of the back-to-back or open sections, which increases as the length of the beam span increase. (2) Deflection of the beam due to transverse loads which act on back-to-back cold-formed steel beams increases as the span length increases for each variation code test spesimen. The beam deflection compared to the shortest span length of 90 cm for the lengths of 120, 210, and 240 cm increased by 17,26%, 73,11% dan 103,3% respectively. The decrease in beam stiffness due to increased length of the beam span with a constant spreader beam size, which results in increased distance between the loading point and the support, is what causes the rise in vertical deflection of the beam. The deflection that occurs in each length variation code exceeds the maximum deflection limit, so it is necessary to take into consideration of the load applied to the back to back cold-formed steel beam. (3) The failure modes that occured in the back-to-back cold-formed steel beam in each variation of the span length during the flexural test had the same failure, namely flange local buckling, distortional buckling, and lateral torsional buckling. The difference in failure modes among C channels in the back-to-back beam was observed and there is an interaction of local buckling, distortional, and lateral torsional buckling failure modes in one of C channel, while the other C channel only experiences lateral torsional buckling.Keywords: flexural strength, cold-formed steel, back-to-back c channel beam, variety of length

EFFECT OF POTENTIAL RESOURCES OF OCCUPATIONAL HAZARDS AND RISKS ON THE JLS LOT 6 PROJECT TULUNGAGUNG TRENGGALEK USING JSA METHODS AND HIRARC METHODS Fatimah, Siti
BANGUNAN Vol 26, No 2.1 (2021): BANGUNAN EDISI OKTOBER SPESIAL
Publisher : Universitas Negeri Malang

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.17977/um071v27i2.12022p%p

Abstract: Work hazards and risks in construction work are things that must be considered because construction work is a job that has a higher work risk compared to other jobs. One of the impacts of occupational hazards and risks that often occurs is work accidents, according to BPJS Employment data in the construction sector in 2020 there were 153,044 work accidents. One of the actions to overcome high work accidents is by identifying and assessing the source of the hazard using the Job Safety Analysis (JSA) method and the work risk using the Hazard Identification, Risk Assessment and Risk Control (HIRARC) method. This study aims to identify and take into account the level of hazards and occupational risks and their control in structural work, excavation work, and road pavement work in the JLS Lot 6 project with a quantitative and correlative descriptive research design. The first stage is by conducting a literature study followed by observation and distributing questionnaires. Processing of data from the questionnaire results to determine the rate of assessment of the source of hazards and occupational risks adjusted to the scale of each method used. The results of the study using the JSA method from 39 identified hazard sources, there were 30 in category 1 (acceptable), 8 in category 2 (priority 3), and 1 in category 3 (substantial). The results of the assessment of hazard sources with the highest value of 71.49 related to the transportation of excavated products in earthworks excavation work, and the lowest value of 4.3 on asphalting work, namely smoke and heat on asphalt combustion. The results of the study using the HIRARC method obtained 45 occupational risks with 34 in the low category (low) and 11 in the medium category (medium). The work risk assessment with the highest score of 3.98 was related to the spread of Covid-19 which caused work delays, as well as injuries to the legs and head due to not using PPE, while the lowest score was 1.82 related to falling, slipping, and being hit by heavy equipment on the job. box culvert. The results of the control carried out are improving the technical aspects of heavy equipment, and tightening and maintaining the protocol for using PPE during the Covid-19 period correctly. The results of simple linear regression with hypothesis testing f and t stated that the source of the hazard had a partial and simultaneous effect on work risk with a degradation value of 44.9%.Keywords: Hazard Source, Occupational Risk, JSA, HIRARC, JLS Project Lot 6

EXPERIMENTAL STUDY OF BEAM-COLUMN BENDING JOINTS WITH VARIOUS TYPES OF COLD ROLLED STEEL CONNECTIONS Roro Sulaksitaningrum, Setya Nugraha Pratama
BANGUNAN Vol 27, No 1.1 (2022): BANGUNAN EDISI MARET SPESIAL
Publisher : Universitas Negeri Malang

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.17977/um071v27i1.12022p%p

Abstract: Cold rolled steel (cold formed steel) is very often used in the field of construction in today's era. However, in its use there are several drawbacks in the use of cold-formed steel, including a thin profile and problematic joints. Especially in the cantilever structure, it is necessary to analyze because the maximum deflection that occurs in the cantilever structure has a greater value than the simple supported beam structure. This study aims to study the effect of load on deflection in each type of cold rolled steel beam-column connection. The results of this study were obtained for the average maximum load that can be resisted at the screw connection variation is 1.26 kN, the screw-gusset plate connection is 1.43 kN, the screw-angle cleats connection is 1.92 kN, and at the screw-plate gusset-angle cleats connection is 1.60 kN and for the average value of the deflection that occurs at the maximum load on the screw connection is 28.67 mm, at the screw-plate gusset connection is 58.99 mm, the deflection at the screw-angle cleats connection is 22.44 mm, and the deflection at the screw-plate gusset-angle cleats connection is 49.67 mm. From these data, it was found that the experimental load-deflection value relationship did not reach the analytical load-deflection value. At the screw connection the damage that occurs is a tear in the connection plate (tear out), at the gusset plate connection the damage that occurs is the collapse of the gusset plate, at the screw-angle cleats connection the damage that occurs is 2, where the damage starts with a tear in the connection plate ( tear out) and followed by damage to the screw that was damaged pull out (pull out),Keywords: Flexural strength, deflection, failure pattern, cold rolled steel.

MENINGKATKAN KINERJA ALAT PENGUJIAN KUAT TEKAN BETON DI LABORATORIUM UJI BAHAN DEPARTEMEN TEKNIK SIPIL DAN PERENCANAAN UNIVERSITAS NEGERI MALANG Sasangka, Ardian Purba; Al Ansyorie, Mohammad Musthofa; Muchlis, Muhammad
BANGUNAN Vol 29, No 1 (2024): BANGUNAN EDISI MARET
Publisher : Universitas Negeri Malang

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.17977/um071v29i12024p%p

Abstrak:Direktur Jenderal Penyediaan Perumahan Kementerian PUPR, Khalawi Abdul Hamid mengatakan bahwa data pembangunan rumah yang tercatat dalam program Satu Juta Rumah pada Januari 2019 angkanya mencapai 77.326 unit rumah (Hardum, 2019). Dalam kaitannya dengan pelaksanaan pembangunan tersebut diatas diperlukan kualitas bahan bangunan yang dapat menunjang kondisi bangunan sesuai standart, sehingga akan dihasilkan bangunan yang kokoh dengan kualitas beton yang baik. Pada proses pengujian kualitas beton dalam Laboratorium Uji Bahan Departemen Teknik Sipil dan Perencanaan Universitas Negeri Malang diperlukan kondisi alat uji kuat tekan beton yang standart, yaitu alat uji kualitas beton (kuat tekan) yang menghasilkan nilai ukur secara digital, sehingga didapatkan hasil pengujian dengan tingkat kendali pembebanan yang sangat akurat untuk pengujian berkualitas menghasilkan pembebanan dan pembacaan yang konstan dan akurat. Sebaliknya, kondisi alat uji kualitas beton (kuat tekan) yang ada di Laboratorium Uji Bahan Departemen Teknik Sipil dan Perencanaan Universitas Negeri Malang masih didapati beberapa alat uji kuat tekan beton yang masih menggunakan Mesin Uji Kompresi Model Analog. Kinerja alat bersifat manual, dengan mengandalkan pengamatan secara manual yang kurang teliti dan fungsi kerja alat dan pembacaan data hasil uji masih bersifat manual, sehingga diperlukan peningkatan kinerja alat pengujian kuat tekan beton analog menjadi alat uji digital di Laboratorium Uji Bahan Departemen Teknik Sipil dan Perencanaan Universitas Negeri Malang dengan cara memodifikasi alat uji analog ditambahkanrangkaian sensor elektronik pressure transmitter yang menghubungkan mesin analog dengan perangkat pembaca hasil uji secara elektronik, sehingga akan didapatkan pelaporan data hasil uji secara digital Kata-kata kunci: Compression Testing Machines, kuat tekan, beton standart Abstract:Director General of Housing Provision of the Ministry of PUPR, Khalawi Abdul Hamid said that the data on house construction recorded in the One Million House program in January 2019 reached 77,326 housing units (Hardum, 2019). In relation to the implementation of the construction mentioned above, the quality of building materials is needed that can support building conditions according to standards, so that a sturdy building with good concrete quality will be produced. In the process of testing concrete quality in the Material Test Laboratory of the Department of Civil Engineering and Planning, State University of Malang, a standard concrete compressive strength test equipment is needed, namely a concrete quality test equipment (compressive strength) that produces measuring values digitally, so that test results with a very accurate loading control level are obtained for quality testing resulting in constant and accurate loading and readings. Conversely, the condition of concrete quality testing equipment (compressive strength) in the Material Test Laboratory of the Department of Civil Engineering and Planning, State University of Malang still found several concrete compressive strength test equipment that still use the Analog Model Compression Testing Machine. The performance of the tool is manual, relying on manual observation that is less precise and the working function of the tool and reading the test result data is still manual, so that it is necessary to improve the performance of analog concrete compressive strength testing equipment into digital testing equipment at the Materials Test Laboratory of the Department of Civil Engineering and Planning, State University of Malang by modifying analogtest equipment, adding a series of electronic sensors, pressure transmitters that connect analog machines with electronic test result reading devices, so that digital reporting of test result data will be obtained. Keywords: Compression Testing Machines, compressive strength, standard concrete

STUDI KOMPARATIF RESOURCE LEVELING AKIBAT FLUKTUASI TENAGA KERJA PROYEK KONSTRUKSI MENGGUNAKAN METODE MANUAL MICROSOFT EXCEL, BURGESS, DAN MICROSOFT PROJECT 2019 PADA PROYEK PEMBANGUNAN GEDUNG KULIAH AKUNTANSI DAN ADMINISTRASI NIAGA POLINEMA TAHAP 1 Made Wena, Ismi Tiara Maizza
BANGUNAN Vol 26, No 2.1 (2021): BANGUNAN EDISI OKTOBER SPESIAL
Publisher : Universitas Negeri Malang

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.17977/um071v27i2.12022p%p

Abstrak: Fluktuasi atau ketidakkonsistenan jumlah tenaga kerja proyek konstruksi jika terjadi pada jadwal tenaga kerja akan menyebabkan keterlambatan dan pembengkakan biaya proyek. Maka sangat perlu dilakukan pemerataan pada penjadwalan tenaga kerja proyek konstruksi atau resource leveling (RL). Terdapat beberapa metode RL diantaranya manual Ms. Excel, burgess, dan Ms. Project 2019 yang memiliki kekurangan dan kelebihan masing-masing dalam melakukan pemerataan/mengurangi fluktuasi jumlah tenaga kerja. Tujuan penelitian yaitu : (1) Mendeskripsikan histogram jumlah tenaga kerja mingguan RL metode manual Ms. Excel, (2) Mendeskripsikan histogram jumlah tenaga kerja mingguan RL metode burgess, (3) Mendeskripsikan histogram jumlah tenaga kerja mingguan RL metode Ms. Project 2019, (4) Mengetahui tingkat fluktuasi paling rendah histogram jumlah tenaga kerja dari RL metode manual Ms. Excel, Burgess, dan Ms. Project 2019, (5) Mengetahui tingkat perbedaan uji perbandingan bersama hasil dari RL metode manual Ms. Excel, Burgess, dan Ms. Project 2019, (6) Mengetahui tingkat perbedaan uji perbandingan pasangan hasil dari RL metode manual Ms. Excel, Burgess, dan Ms. Project 2019. Rancangan penelitian ini deskriptif, komparatif, eksperimen dengan pendekatan kuantitatif, menggunakan instrumen penelitian pedoman wawancara dan dokumentasi yang telah valid dan reliabel. Tahapan dalam penelitian ini yaitu mengolah data proyek dengan perhitungan RL metode manual Ms. Excel, burgess, dan Ms. Project 2019, perhitungan tingkat fluktuasi histogram, dan uji ANOVA One Way serta Tukey pada histogram jumlah tenaga kerja hasil tiga metode RL. Hasil penelitian diperoleh yaitu : (1) histogram RL manual Ms. Excel jumlah tenaga kerja tertinggi minggu ke 7-14 sejumlah 235 orang terendah minggu ke 20 sejumlah 120 orang, penurunan fluktuasi 35,42% dan fleksibilitas jadwal terjaga, (2) histogram RL burgess jumlah tenaga kerja tertinggi minggu ke 7-11 sejumlah 235 orang terendah minggu ke-20 sejumlah 140 orang, penurunan fluktuasi 46,89% dan fleksibilitas jadwal terjaga, (3) histogram RL Ms. Project 2019 jumlah tenaga kerja tertinggi minggu ke 7-10 sejumlah 235 orang terendah minggu ke-20 sejumlah 144 orang, penurunan fluktuasi 51,08% dan fleksibilitas jadwal berkurang, (4) tingkat fluktuasi paling rendah adalah histogram jumlah tenaga kerja hasil RL Ms. Project 2019 dengan nilai standar deviasi 21,89 dan metode ini paling sesuai dengan proyek objek penelitian, (5) hasil uji bersama ANOVA one way rata-rata jumlah tenaga kerja tiga metode RL tidak berbeda signifikan, (6) hasil uji tukey jumlah tenaga kerja tiga pasang metode RL tidak berbeda signifikan, kedua hasil uji tidak berbeda signifikan karena parameter kriteria perhitungan yang digunakan sama. Kata kunci: Tenaga Kerja, Resource Leveling, Fluktuasi Jumlah Tenaga Kerja

EXPERIMENTAL STUDY OF FLEXURAL CFS BEAM DOUBLE CHANNEL FACE TO FACE IN LENGTH VARIATIONS M Mirza Abdillah Pratama, Cahyana Alvyonika
BANGUNAN Vol 27, No 1.1 (2022): BANGUNAN EDISI MARET SPESIAL
Publisher : Universitas Negeri Malang

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.17977/um071v27i1.12022p%p

Abstract: The application of cold formed steel material as a structural element of buildings has begun to be considered because the material is strong and light. The capacity of single-section cold formed steel can be increased by combining the sections. There is less research on cold formed steel beams than columns. Research on the failure pattern of cold formed steel with variations in length has not been done before. This study aims to obtain the value of flexural capacity, deflection at maximum load, and collapse pattern of cold formed steel beams. The research was conducted experimentally on a simple supported face to face cold formed steel beam (roll-joint) by applying a four-point bending load to obtain failure due to pure bending. The results of this study indicate, the longer the face to face cold formed steel beam, the smaller the value of the load capacity that can be held and the greater the deflection value that occurs when the maximum transverse load is the Double cold formed steel beam arranged face to face experiencing instability from the beginning of loading so that the pattern failure that occurs in the form of lateral torsional buckling. Beam instability increases with increasing beam span length. A cold formed steel beam with a span length of 700 mm has a load capacity of 6.4 kN and a deflection of 14.5 mm. The failure pattern that occurs is in the form of lateral torsional buckling with a torque value of 0.74° and a lateral deflection of 0.12 mm. Cold formed steel beams with a span length of 1300 mm are capable of withstanding a maximum load of 4, 8 kN and deflection at maximum load of 32.37 mm. The beam experienced a failure pattern in the form of lateral torsional buckling with a rotation of 1.57° and a lateral deflection of 0.74 mm. The cold formed steel beam with a length of 3900 mm has a rated load capacity of 1.7 kN and a deflection of 91.49 mm. The failure pattern that occurs when the maximum load is in the form of torsional buckling of 4.02° and lateral deflection of 2.41 mm. The load capacity of the cold formed steel beam with a span length of 4300 mm is 1.4 kN and the deflection at maximum load is 99.43 mm. The beam experienced a lateral torsional buckling failure pattern with a turning angle of 12.56° and a lateral deflection of 4.84 mm. The cold formed steel beam with a length of 3900 mm has a rated load capacity of 1.7 kN and a deflection of 91.49 mm. The failure pattern that occurs when the maximum load is in the form of torsional buckling of 4.02° and lateral deflection of 2.41 mm. The load capacity of the cold formed steel beam with a span length of 4300 mm is 1.4 kN and the deflection at maximum load is 99.43 mm. The beam experienced a lateral torsional buckling failure pattern with a turning angle of 12.56° and a lateral deflection of 4.84 mm. The cold formed steel beam with a length of 3900 mm has a rated load capacity of 1.7 kN and a deflection of 91.49 mm. The failure pattern that occurs when the maximum load is in the form of torsional buckling of 4.02° and lateral deflection of 2.41 mm. The load capacity of the cold formed steel beam with a span length of 4300 mm is 1.4 kN and the deflection at maximum load is 99.43 mm. The beam experienced a lateral torsional buckling failure pattern with a turning angle of 12.56° and a lateral deflection of 4.84 mm.Keywords: Cold Formed Steel Beam, Bending Capacity, Deflection, Collapse Pattern.

VALUE ENGINEERING ANALYSIS OF BUILDING UPPER STRUCTURE FOR COST EFFICIENCY Nemesius Bambang Revantoro, Ardhian Alamsyah Prasetya Putra
BANGUNAN Vol 26, No 2.1 (2021): BANGUNAN EDISI OKTOBER SPESIAL
Publisher : Universitas Negeri Malang

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.17977/um071v27i2.12022p%p

Abstract: Value engineering is the process of identifying alternatives that can provide the same functionality at the same or better level as the original plan while reducing costs and increasing benefits. The research was conducted at the Phase 3 development project of the Islamic University of Islam Malang) because there was a difference between the initial contract fee of Rp. 28,102,142,530 and the change order contract of Rp 20,875,433,588 in upper structure. The aims of the research are: (1) to describe the Development Project of the Islamic University of Malang Islamic Hospital Phase 3; (2) Identifying work items on the upper structure at the information stage; (3) Proposing alternative work items for the upper structure to be analysed by value engineering at the creative stage; (4) Analysing alternative work on the upper structure at the analysis stage; (5) Recommend alternative top structure work items through simulation at the recommendation stage; (6) Describe the level of differences in the structure budget plan for the project and the structure budget plan for value engineering. The research design uses descriptive research design and comparative methods using primary primers such as working drawings, work plans and requirements, and budget plans. The results of the research are: (1) The Islamic University of Malang Islamic Hospital Development Project Stage has a structured budget plan of Rp. 20,875,433,588.49; (2) Alternative work items are given, namely 40/70 for main beams, 30/50 for joists, and floor slabs; (3) The alternative proposed is main beam 35/70 diameter of 19 reinforcement, main beam 40/70 diameter of 16 reinforcement, joist beam 25/50 diameter of 19 reinforcement, joist beam 30/50 diameter of 16 reinforcement, HCS floor plate, flat floor plate palace; (4) Analysis of work alternatives shows that the cost of a 35/70 beam with 19 reinforcement diameter is IDR 3,580,322,171, while a 40/70 beam with 16 reinforcement diameter is IDR 3,410,727,402. Beam 25/50 diameter of reinforcement 19 is Rp. 3,505,187,178, while beam 30/50 diameter of reinforcement 16 is Rp. 3,403,995,232. The HCS precast plate is Rp. 4,647,951,520, while the non-palace plate is Rp. 5,431,891,666; (5) The selected alternative and recommended to the owner are main beam 40/70 diameter of reinforcement 16 with a saving of 16.4%, joist beams of 30/50 diameter of reinforcement 16 with a saving of 12%, and HCS precast plate with a saving of 3%; (6) There is no significant difference between the project budget plan and the value engineering budget plan.Keywords: Upper structure, Value Engineering, Beams, Slabs

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Contact Name
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Contact Email
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Journal Mail Official
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Location
Kota malang,

Jawa timur

INDONESIA