HSE in the construction world is very important but is still often ignored as evidenced by the high number of work accidents such as what happened in the hospital project. The purpose of this study is to evaluate the SMK3 under Government Regulation Number 50 of 2012, which is divided into several points: 1) work safety, 2) monitoring standard, 3) material management and displacement and 4) commitment maintenance. The method used is by distributing questionnaires with a likert scale assessment. The distribution of the questionnaires took place at the office of the director of the hospital project by complying with the Health protocol. The results of the questionnaire were processed through data tabulation and then tested for validity and reliability using SPSS 24 which resulted in all variables and statement items being valid and reliable. After that, to determine the percentage of the level of application of SMK3, it is processed using the scoring method. The results of this study are the percentage of SMK3 implementation levels as follows: a) work safety – 77.7%, b) monitoring standards – 81.3%, c) material management – 70.7% and d) commitment maintenance – 82.4 % with a mean of 78%. Thus, the level of implementation of SMK3 in the hospital project is running quite well and effectively.
{"title":"EVALUASI PENERAPAN SMK3L PADA PROYEK RUMAH SAKIT DI KOTA MALANG","authors":"Realin Asmuning Kumala Wati, Dyah Lidyaningtias, Utami Retno Pudjowati","doi":"10.55404/jos-mrk.2021.02.03.210-215","DOIUrl":"https://doi.org/10.55404/jos-mrk.2021.02.03.210-215","url":null,"abstract":"HSE in the construction world is very important but is still often ignored as evidenced by the high number of work accidents such as what happened in the hospital project. The purpose of this study is to evaluate the SMK3 under Government Regulation Number 50 of 2012, which is divided into several points: 1) work safety, 2) monitoring standard, 3) material management and displacement and 4) commitment maintenance. The method used is by distributing questionnaires with a likert scale assessment. The distribution of the questionnaires took place at the office of the director of the hospital project by complying with the Health protocol. The results of the questionnaire were processed through data tabulation and then tested for validity and reliability using SPSS 24 which resulted in all variables and statement items being valid and reliable. After that, to determine the percentage of the level of application of SMK3, it is processed using the scoring method. The results of this study are the percentage of SMK3 implementation levels as follows: a) work safety – 77.7%, b) monitoring standards – 81.3%, c) material management – 70.7% and d) commitment maintenance – 82.4 % with a mean of 78%. Thus, the level of implementation of SMK3 in the hospital project is running quite well and effectively.","PeriodicalId":337938,"journal":{"name":"Jurnal JOS-MRK","volume":"163 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2021-09-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"123198364","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Apartment Suncity Residence Sidoarjo is an apartment that was set up right behind Mall Suncity Sidoarjo. The number of basement floors in the Suncity Residence Sidoarjo Apartment development project only consists of 1 floor. On the retaining wall, the type of foundation used is a borepile foundation with Ø 60 cm and a length of 38 m. So the purpose of writing this thesis is to provide an alternative foundation structure planning using a concrete pile foundation with a length of 35 m, 38 m, and 40 m with Ø 30, 40 and 50 cm. The method of implementation erection is by using a Hydraulic Static Pile Driver. The data needed are work drawings, soil data, and Surabaya City HSPK 2019. For the calculation of the carrying capacity of the foundation using the N-SPT method and structural calculations assisted by the RSAP program. From the analysis results obtained (1) load for type A = 17,966.79 kg and for type B = 21,962.32 kg. (2) the supporting capacity of the pile obtained alternative 2 with Qtiang Ø 50 = 27,918 kg (3) the number of piles type A is 2 piles and type B is 3 piles type B = 13.36 cm (5) this foundation work uses a fee of Rp. 2,591,177,369, - with a price ratio of 17.99% smaller than the existing foundation.
{"title":"PERENCANAAN TIANG PANCANG DINDING PENAHAN TANAH (RETAINING WALL) BASEMENT PADA PROYEK APARTEMEN SUN CITY RESIDENCE SIDOARJO","authors":"Nada Shelawati, Dandung Novianto, Dyah Lidyaningtias","doi":"10.55404/jos-mrk.2021.02.03.61-66","DOIUrl":"https://doi.org/10.55404/jos-mrk.2021.02.03.61-66","url":null,"abstract":"Apartment Suncity Residence Sidoarjo is an apartment that was set up right behind Mall Suncity Sidoarjo. The number of basement floors in the Suncity Residence Sidoarjo Apartment development project only consists of 1 floor. On the retaining wall, the type of foundation used is a borepile foundation with Ø 60 cm and a length of 38 m. So the purpose of writing this thesis is to provide an alternative foundation structure planning using a concrete pile foundation with a length of 35 m, 38 m, and 40 m with Ø 30, 40 and 50 cm. The method of implementation erection is by using a Hydraulic Static Pile Driver. The data needed are work drawings, soil data, and Surabaya City HSPK 2019. For the calculation of the carrying capacity of the foundation using the N-SPT method and structural calculations assisted by the RSAP program. From the analysis results obtained (1) load for type A = 17,966.79 kg and for type B = 21,962.32 kg. (2) the supporting capacity of the pile obtained alternative 2 with Qtiang Ø 50 = 27,918 kg (3) the number of piles type A is 2 piles and type B is 3 piles type B = 13.36 cm (5) this foundation work uses a fee of Rp. 2,591,177,369, - with a price ratio of 17.99% smaller than the existing foundation.","PeriodicalId":337938,"journal":{"name":"Jurnal JOS-MRK","volume":"36 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2021-09-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"129280827","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Soil is a factor that can affect the structure of road construction. The CBR value is one of the parameters to determine the bearing capacity of the soil, if the CBR value is high then the soil bearing capacity is good, while if the CBR value is low then the soil needs to be stabilized. The purpose of this thesis is to determine the characteristics of the soil, determine the CBR value of the soil before and after stabilization, develop an implementation method and budget plan for the stabilized earthwork. This research includes water content test, density test, specific gravity test, grain analysis with hydrometer, limit Atterberg test, compaction test (modified), and CBR test (modified, soaked-unsoaked). In this test, variations of the addition of sand and cement were 5%, 10%, 15%, 20%, and 25% of the dry weight of the soil, respectively. From the test results, showing soil classification according to AASHTO A-7-6 with a value of soaked CBR 2.98%. Variations addition of sand and cement by 5% is used as a soil stabilization with the value of soaked CBR 26.31%. Stabilization work using Soil Stabilizer/Pulvi Mixer, Watertank Truck, Motor Grader, Vibro Roller, Sheepfoot Roller, Dump Truck, etc. with a Budget Plan of IDR. 6,505,291,980 (Six Billions Five Hundred Five Millions Two Hundred Ninety One Thousands Nine Hundred Eighty Indonesian Rupiahs) .
土壤是影响道路施工结构的重要因素。CBR值是决定土壤承载力的参数之一，CBR值高说明土壤承载力好，CBR值低说明土壤需要稳定。本文的目的是确定土的特性，确定稳定前后土的CBR值，制定稳定土方工程的实施方法和预算方案。本研究包括含水量试验、密度试验、比重试验、颗粒比重计分析、极限阿特伯格试验、压实试验(改良)和CBR试验(改良、浸泡-未浸泡)。在本试验中，砂和水泥添加量的变化分别为土干重的5%、10%、15%、20%和25%。从试验结果来看，土壤分类按照AASHTO a -7-6，浸渍CBR值为2.98%。砂和水泥掺入量变化5%作为稳定土，浸渍CBR值为26.31%。使用土壤稳定机/混合机、水罐车、平地机、振动压路机、羊脚压路机、自卸车等进行稳定工作，预算计划为IDR。6,505,291,980(六十亿五亿五千万九千九百八十印尼盾)。
{"title":"ANALISIS PENAMBAHAN PASIR DAN SEMEN TERHADAP NILAI CBR TANAH DASAR DESA SUKODADI KABUPATEN LAMONGAN","authors":"Amalia Varyezqa Dyas, Gerard Aponno, Armin Naibaho","doi":"10.55404/jos-mrk.2021.02.03.261-266","DOIUrl":"https://doi.org/10.55404/jos-mrk.2021.02.03.261-266","url":null,"abstract":"Soil is a factor that can affect the structure of road construction. The CBR value is one of the parameters to determine the bearing capacity of the soil, if the CBR value is high then the soil bearing capacity is good, while if the CBR value is low then the soil needs to be stabilized. The purpose of this thesis is to determine the characteristics of the soil, determine the CBR value of the soil before and after stabilization, develop an implementation method and budget plan for the stabilized earthwork. This research includes water content test, density test, specific gravity test, grain analysis with hydrometer, limit Atterberg test, compaction test (modified), and CBR test (modified, soaked-unsoaked). In this test, variations of the addition of sand and cement were 5%, 10%, 15%, 20%, and 25% of the dry weight of the soil, respectively. From the test results, showing soil classification according to AASHTO A-7-6 with a value of soaked CBR 2.98%. Variations addition of sand and cement by 5% is used as a soil stabilization with the value of soaked CBR 26.31%. Stabilization work using Soil Stabilizer/Pulvi Mixer, Watertank Truck, Motor Grader, Vibro Roller, Sheepfoot Roller, Dump Truck, etc. with a Budget Plan of IDR. 6,505,291,980 (Six Billions Five Hundred Five Millions Two Hundred Ninety One Thousands Nine Hundred Eighty Indonesian Rupiahs) .","PeriodicalId":337938,"journal":{"name":"Jurnal JOS-MRK","volume":"18 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2021-09-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"116543007","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
The Package I Semantok Dam Contruction Project is a project belonging to the Balai Besar Wilayah Sungai (BBWS) Brantas. In a dam to prevent seepage of water on the dam foundation, it is necessary to repair the foundation. The Semantok Dam uses the Secant Pile as a foundation repair. On the other side, there is another foundation dam repair, namely Diaphragm Wall which also has the same function as the Secant Pile. This Comparative Analysis of Secant Pile with Diaphragm Wall aims to compare the most efficient method with the required HSE, Time and Cost parameters. The data needed in the preparation of the Comparative Analysis are drawings of the Secant Pile and Diaphragm Wall work plans, technical specifications for foundation repair, and the unit price of the Nganjuk Regency work in 2021. The preparation of risk analysis in HSE uses HIRARC, the work schedule using Microsoft Project 2016 program and cost plan using Microsoft Excel 2019 program. The result of this comparative analysis is that Diaphragm Wall is more efficient in terms of implementation method, HSE, time, and also cost than Secant Pile. In the Secant Pile there are 43 accident risks, with a total processing time of 301 days, and the required cost is Rp. 198,009,706,092.05,. On the Diaphragm Wall there are 41 accident risks, with a total processing time of 74 days, and the required cost is Rp. 149,974,022,220.27,.
Semantok第一期大坝建设项目是Balai Besar Wilayah Sungai (BBWS) Brantas的一个项目。在大坝中要防止坝基渗水，就必须对坝基进行修补。Semantok大坝使用Secant桩作为基础修复。另一侧是另一种基坝修复，即连续墙，它也具有与割线桩相同的功能。本次割桩与连续墙对比分析旨在比较最有效的方法与所需的HSE、时间和成本参数。编制对比分析时需要的资料是割线桩和连续墙施工图、基础修复技术规范、2021年汉江公社工程单价等。HSE风险分析的编制使用HIRARC，工作计划使用Microsoft Project 2016程序，成本计划使用Microsoft Excel 2019程序。对比分析的结果表明，连续墙在实施方式、HSE、时间和成本上均优于割线桩。Secant桩共43个事故风险，总处理时间301天，所需费用为Rp. 198,009,706,092.05，。连续墙有41个事故风险，总处理时间为74天，所需费用为Rp. 149,974,022,220.27，。
{"title":"ANALISA PERBANDINGAN PELAKSANAAN SECANT PILE DENGAN DIAPHRAGM WALL SEBAGAI PERBAIKAN PONDASI BENDUNGAN SEMANTOK","authors":"Adhelia Diah Pitaloka, Moch. Khamim, Dyah Lidyaningtias","doi":"10.55404/jos-mrk.2021.02.03.298-303","DOIUrl":"https://doi.org/10.55404/jos-mrk.2021.02.03.298-303","url":null,"abstract":"The Package I Semantok Dam Contruction Project is a project belonging to the Balai Besar Wilayah Sungai (BBWS) Brantas. In a dam to prevent seepage of water on the dam foundation, it is necessary to repair the foundation. The Semantok Dam uses the Secant Pile as a foundation repair. On the other side, there is another foundation dam repair, namely Diaphragm Wall which also has the same function as the Secant Pile. This Comparative Analysis of Secant Pile with Diaphragm Wall aims to compare the most efficient method with the required HSE, Time and Cost parameters. The data needed in the preparation of the Comparative Analysis are drawings of the Secant Pile and Diaphragm Wall work plans, technical specifications for foundation repair, and the unit price of the Nganjuk Regency work in 2021. The preparation of risk analysis in HSE uses HIRARC, the work schedule using Microsoft Project 2016 program and cost plan using Microsoft Excel 2019 program. The result of this comparative analysis is that Diaphragm Wall is more efficient in terms of implementation method, HSE, time, and also cost than Secant Pile. In the Secant Pile there are 43 accident risks, with a total processing time of 301 days, and the required cost is Rp. 198,009,706,092.05,. On the Diaphragm Wall there are 41 accident risks, with a total processing time of 74 days, and the required cost is Rp. 149,974,022,220.27,.","PeriodicalId":337938,"journal":{"name":"Jurnal JOS-MRK","volume":"4 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2021-09-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"127628882","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2021-09-20DOI: 10.55404/jos-mrk.2021.02.03.267-272
Ziza Ayu Pertiwi, Akhmad Suryadi, Agus Sugiarto
As a result of the abundance of mountain rock on Madura Island, which is geographically based on Madura Island, it is composed of mountainous rocky mountains, causing many Madurese people to use Madura mountain rock aggregate as coarse aggregate rather than having to supply it from outside Madura Island. For this reason, this study aimed to determine the effect of using Madura mountain coral aggregate as an alternative material to substitute coarse aggregate on the compressive strength and split tensile strength with variations of 0%, 50%, 75% and 100%. The method used is experimental with reference to SNI 03-2834-2000 for the plan of making concrete with a design compressive strength of 25 MPa, cylindrical specimens with a size of 15 x 30 cm and a design age of 7, 21 and 28 days for compressive strength and 28 days. for the split tensile strength of concrete with all activities carried out at the Materials Test Laboratory of Civil Engineering, State Polytechnic of Malang. From the results of this experiment the compressive strength and tensile strength values have no effect on original concrete because the compressive strength value does not reach the planned target of 25 MPa. The optimum average compressive strength value at 28 days is 18,825 MPa at a variation of 75%. Meanwhile, the optimum split tensile strength at 28 days is 2.795 MPa at variation of 0%.
{"title":"ANALISIS KARAKTERISTIK BETON NORMAL DENGAN BATU KARANG GUNUNG MADURA SEBAGAI SUBSTITUSI KERIKIL","authors":"Ziza Ayu Pertiwi, Akhmad Suryadi, Agus Sugiarto","doi":"10.55404/jos-mrk.2021.02.03.267-272","DOIUrl":"https://doi.org/10.55404/jos-mrk.2021.02.03.267-272","url":null,"abstract":"As a result of the abundance of mountain rock on Madura Island, which is geographically based on Madura Island, it is composed of mountainous rocky mountains, causing many Madurese people to use Madura mountain rock aggregate as coarse aggregate rather than having to supply it from outside Madura Island. For this reason, this study aimed to determine the effect of using Madura mountain coral aggregate as an alternative material to substitute coarse aggregate on the compressive strength and split tensile strength with variations of 0%, 50%, 75% and 100%. The method used is experimental with reference to SNI 03-2834-2000 for the plan of making concrete with a design compressive strength of 25 MPa, cylindrical specimens with a size of 15 x 30 cm and a design age of 7, 21 and 28 days for compressive strength and 28 days. for the split tensile strength of concrete with all activities carried out at the Materials Test Laboratory of Civil Engineering, State Polytechnic of Malang. From the results of this experiment the compressive strength and tensile strength values have no effect on original concrete because the compressive strength value does not reach the planned target of 25 MPa. The optimum average compressive strength value at 28 days is 18,825 MPa at a variation of 75%. Meanwhile, the optimum split tensile strength at 28 days is 2.795 MPa at variation of 0%.","PeriodicalId":337938,"journal":{"name":"Jurnal JOS-MRK","volume":"61 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2021-09-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"121399168","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2021-09-20DOI: 10.55404/jos-mrk.2021.02.03.244-248
Dimas Aditya Putra, Udi Subagyo, R. Sasongko
The Tulungagung / Blitar / Molang Beach – Bululawang Regency Boundary Road was built on the Boundary of Tulungagung Regency and Kab. Blitar. This road construction project is expected to increase tourism and the local economy. The road was previously planned by a planning consultant with a 5.1 km long, 7 m wide, and 2 m shoulder road where the road network system and secondary collector road function with a total financing of Rp. 99.135.045.000,-. Re-planning is done to make alternative plans and improve the comfort of road users. This thesis discusses pavement planning. The data needed are average daily traffic, CBR land data. The calculation and planning of the road refers to SNI Pt T – 01 – 2002 – B Refers to AASHTO'93. 15.30 cm sub-base layer, 15.30 cm top foundation layer, 10 cm surface layer.
{"title":"PERENCANAAN ULANG PERKERASAN LENTUR JALAN PANTAI MOLANG – BULULAWANG STA 0+000 S/D 5+100","authors":"Dimas Aditya Putra, Udi Subagyo, R. Sasongko","doi":"10.55404/jos-mrk.2021.02.03.244-248","DOIUrl":"https://doi.org/10.55404/jos-mrk.2021.02.03.244-248","url":null,"abstract":"The Tulungagung / Blitar / Molang Beach – Bululawang Regency Boundary Road was built on the Boundary of Tulungagung Regency and Kab. Blitar. This road construction project is expected to increase tourism and the local economy. The road was previously planned by a planning consultant with a 5.1 km long, 7 m wide, and 2 m shoulder road where the road network system and secondary collector road function with a total financing of Rp. 99.135.045.000,-. Re-planning is done to make alternative plans and improve the comfort of road users. This thesis discusses pavement planning. The data needed are average daily traffic, CBR land data. The calculation and planning of the road refers to SNI Pt T – 01 – 2002 – B Refers to AASHTO'93. 15.30 cm sub-base layer, 15.30 cm top foundation layer, 10 cm surface layer.","PeriodicalId":337938,"journal":{"name":"Jurnal JOS-MRK","volume":"383 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2021-09-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"115975409","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2021-09-20DOI: 10.55404/jos-mrk.2021.02.03.20-24
Arif Ramadhan Candrasa, Armin Naibaho, Suhariyanto Suhariyanto
The AKR One Signature Gallery building consists of 27 floors. However, what is reviewed is the top 5 floors with a focus on the function of the building as a residence. The purpose of the Redesign of the Upper Structure of the AKR One Signature Gallery Surabaya Building is to redesign the upper structure that is safe, efficient and calculates the costs used to build the upper structure of the building. The data required include building plans and AHSP for the City of Surabaya 2019. Planning is designed using the AutoCAD application. The loading of the building refers to SNI 1727: 2013, and the calculation of reinforced concrete structures uses SNI 2847: 2013. Modeling and computation of forces using the SAP 2000 v14 application. The results of the planning obtained a roof structure using a roof with no Ø10 - 200 reinforcement. Floor plates and stairs using reinforcement Ø10 - 150. For the column structure using a size of 50 x 50 cm and a beam structure measuring 25 x 40 cm. Calculation of the Budget Plan for the structure of the cost obtained a value of Rp 11,155,892,375, -.
{"title":"PERENCANAAN ULANG STRUKTUR ATAS GEDUNG AKR ONE SIGNATURE GALLERY SURABAYA","authors":"Arif Ramadhan Candrasa, Armin Naibaho, Suhariyanto Suhariyanto","doi":"10.55404/jos-mrk.2021.02.03.20-24","DOIUrl":"https://doi.org/10.55404/jos-mrk.2021.02.03.20-24","url":null,"abstract":"The AKR One Signature Gallery building consists of 27 floors. However, what is reviewed is the top 5 floors with a focus on the function of the building as a residence. The purpose of the Redesign of the Upper Structure of the AKR One Signature Gallery Surabaya Building is to redesign the upper structure that is safe, efficient and calculates the costs used to build the upper structure of the building. The data required include building plans and AHSP for the City of Surabaya 2019. Planning is designed using the AutoCAD application. The loading of the building refers to SNI 1727: 2013, and the calculation of reinforced concrete structures uses SNI 2847: 2013. Modeling and computation of forces using the SAP 2000 v14 application. The results of the planning obtained a roof structure using a roof with no Ø10 - 200 reinforcement. Floor plates and stairs using reinforcement Ø10 - 150. For the column structure using a size of 50 x 50 cm and a beam structure measuring 25 x 40 cm. Calculation of the Budget Plan for the structure of the cost obtained a value of Rp 11,155,892,375, -.","PeriodicalId":337938,"journal":{"name":"Jurnal JOS-MRK","volume":"1 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2021-09-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"129850596","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2021-09-20DOI: 10.55404/jos-mrk.2021.02.03.249-255
chmad Hafiz Al Fath Hafiz, Agus Suhardono, M. Efendi
Road drainage is needed to prevent inudation as on Sempalwadak – Krebet Senggrong road Malang Regency. The inundation occurs as a result of uneven drainage construction so that the road becomes damaged and can distrupt people’s activities. The existing purpose of this thesis is to design an environmentally drainage and drainage canal, evaluate the hydraulic aspects of the drainage and drainage buildings, calculate construction costs, and plan scheduling. The data needed are topographic maps, rainfall data from the 3 closest stations: Blambangan, Bululawang, and Tangkilsari in 2010 until 2019, and the price of the Malang Regency work principal in 2020. The data is processed using the Gumbel I method, suitability test with Chi-Square method, and Smirnov-Kolmogorov by a period of 10 years, rain intensity with the Mononobe method and design flood discharge with the Rationel method. The calculation result the design rainfall is 109.63 mm/day; design flood discharge of 3.0807 m/second; environmentaly drainage using infiltration wells with dimensions of 0.7 meters with a depth of 1.8 meters; channel dimensions of 1 m x 1.2 m; construction costs of Rp. 7,797,328,046.09; construction duration 90 days.
{"title":"PERENCANAAN ULANG SALURAN DRAINASE BERWAWASAN LINGKUNGAN JALAN SEMPALWADAK – KREBET SENGGRONG KABUPATEN MALANG","authors":"chmad Hafiz Al Fath Hafiz, Agus Suhardono, M. Efendi","doi":"10.55404/jos-mrk.2021.02.03.249-255","DOIUrl":"https://doi.org/10.55404/jos-mrk.2021.02.03.249-255","url":null,"abstract":"Road drainage is needed to prevent inudation as on Sempalwadak – Krebet Senggrong road Malang Regency. The inundation occurs as a result of uneven drainage construction so that the road becomes damaged and can distrupt people’s activities. The existing purpose of this thesis is to design an environmentally drainage and drainage canal, evaluate the hydraulic aspects of the drainage and drainage buildings, calculate construction costs, and plan scheduling. The data needed are topographic maps, rainfall data from the 3 closest stations: Blambangan, Bululawang, and Tangkilsari in 2010 until 2019, and the price of the Malang Regency work principal in 2020. The data is processed using the Gumbel I method, suitability test with Chi-Square method, and Smirnov-Kolmogorov by a period of 10 years, rain intensity with the Mononobe method and design flood discharge with the Rationel method. The calculation result the design rainfall is 109.63 mm/day; design flood discharge of 3.0807 m/second; environmentaly drainage using infiltration wells with dimensions of 0.7 meters with a depth of 1.8 meters; channel dimensions of 1 m x 1.2 m; construction costs of Rp. 7,797,328,046.09; construction duration 90 days.","PeriodicalId":337938,"journal":{"name":"Jurnal JOS-MRK","volume":"71 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2021-09-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"123383231","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2021-09-20DOI: 10.55404/jos-mrk.2021.02.03.44-49
Arfilian Permana Putra Arfilian, Dandung Novianto, Gerard Aponno
Attic Showroom Building Surabaya is a 12-story building that stands in a densely populated area, with soil conditions at a clay-typed location. The purpose of this thesis is to plan the bored pile foundation on condition at the location by considering the carrying capacity of the pile and the consolidation reduction, which will later become a reference in planning the work implementation, calculating construction costs, and making scheduling. Calculation of loading refers to PPIUG 1983, while calculating and designing the foundation using Standard Penetration Test (SPT) data, as well as calculating cost estimates using the Surabaya City Base Unit Price 2020. From the calculation results obtained load loading of building structures amounting to 817,432 tons using LRFD combination . While from the results of calculation and foundation planning, the dimensions of the foundation pile foundation 1 m and foundation depth 20m with the carrying capacity of the press mast are 263,101 tons, and pile cap planning with dimensions of 5 x 5 x 1m with the number of piles in one pile cap is 4 pieces. The calculation of the budget plan for the cost of the foundations of the compressed pile is Rp 6.080.326.766,84. The method of implementation itself uses a bentonite. The duration obtained for this work is 35 days by scheduling using the MS Project application.
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Banyaknya persimpangan di Kota Malang dengan jarak antar simpang yang pendek menimbulkan permasalahan tersendiri, seperti pada Jalan Ranugrati – Jalan Mayjen M. Wiyono. Permasalahan yang terjadi adalah kendaraan terkadang selalu berhenti pada tiap simpang karena selalu mendapat sinyal merah. Selain itu panjang antrian akibat dari sinyal merah dapat menyebabkan kemacetan. Penelitian ini bertujuan menganalisa simpang di Jalan Ranugrati – Jalan Mayjen M. Wiyono dengan mengkoordinasikan ketiga simpang untuk mengurangi antrian dan tundaan. Data yang digunakan dalam penelitian ini adalah data primer berupa volume kendaraan, waktu sinyal dan geometrik simpang. Survei volume lalu lintas dilaksanakan pada pagi dan sore di hari Selasa, 05 Mei 2020 dengan menggunakan CCTV real time yang diakses menggunakan aplikasi KER!. Metode evaluasi data lalu lintas menggunakan pedoman MKJI 1997 dan Peraturan Menteri Perhubungan 96 Tahun 2015. Data dengan kondisi eksisting terjenuh akan menjadi acuan dalam merencanakan waktu siklus baru dengan memperhatikan teori koordinasi. Kinerja terbaik pada setiap simpang kemudian dikoordinasikan menggunakan waktu offset antar simpang. Dari hasil analisa, didapatkan waktu siklus baru sebesar 130 detik dan waktu offset 77 detik untuk kedua arah. Sedangkan dari diagram koordinasi didapatkan bandwidth sebesar 43 detik ke arah Timur dan 56 detik ke arah Barat. Berdasarkan hasil penelitian, rerata kinerja simpang dalam kondisi eksisting pada arus utama yang akan dikoordinasikan adalah Derajat Kejenuhan (DS) sebesar 0,80; Panjang Antrian (QL) sebesar 244,45 m dan Tundaan (Delay) sebesar 75,10 detik, serta tingkat pelayanan F. Sedangkan rerata kinerja simpang setelah dilakukan koordinasi adalah DS sebesar 0,64; QL sebesar 229,02 m dan Delay sebesar 23,08 detik dalam kategori tingkat pelayanan C.
马郎市的十字路口很短，十字路口很短，出现了各种各样的问题，比如“Ranugrati街”(Mayjen M. Wiyono street)。问题是，车辆有时会因为收到红色信号而在任何十字路口停车。此外，由于红色信号而导致的长队列可能会导致堵塞。这项研究的目的是分析兰努格拉蒂街(Ranugrati street)——Mayjen M. Wiyono街(M. Wiyono street)的混乱，方法是协调三个可能的侧线，以减少队列和支持。本研究采用的数据主要是车辆体积、信号时间和交错几何数据。2020年5月5日(星期二)上午和下午，通过KER应用程序访问实时闭路电视进行交通体积调查。交通数据评估方法采用1997年MKJI指南和2015年交通部长级法规。在最饱和度条件下存在的数据将通过考虑协调理论而成为规划新周期时间的参考。在每个侧边的最佳表现，然后使用交叉偏移时间进行协调。分析发现，一个新的周期周期为130秒，另一个方向偏移时间为77秒。而协调图得到的带宽是东43秒，西56秒。根据研究结果，主流流中存在存在的性能偏差为0.80度;队列长度(QL)为244.45米，延迟为75.10秒，服务水平为F.而协调后的持续绩效平均为DS 0.64;QL在服务级别C中为229.02和延迟为23.08秒。
{"title":"ANALISIS KOORDINASI SINYAL ANTAR SIMPANG JALAN RANUGRATI DAN SIMPANG JALAN MAYJEN M. WIYONO KOTA MALANG","authors":"Sadana Devita Hapsari, Dwi Ratnaningsih, Udi Subagyo","doi":"10.55404/jos-mrk.2021.02.02.41-46","DOIUrl":"https://doi.org/10.55404/jos-mrk.2021.02.02.41-46","url":null,"abstract":"Banyaknya persimpangan di Kota Malang dengan jarak antar simpang yang pendek menimbulkan permasalahan tersendiri, seperti pada Jalan Ranugrati – Jalan Mayjen M. Wiyono. Permasalahan yang terjadi adalah kendaraan terkadang selalu berhenti pada tiap simpang karena selalu mendapat sinyal merah. Selain itu panjang antrian akibat dari sinyal merah dapat menyebabkan kemacetan. Penelitian ini bertujuan menganalisa simpang di Jalan Ranugrati – Jalan Mayjen M. Wiyono dengan mengkoordinasikan ketiga simpang untuk mengurangi antrian dan tundaan. Data yang digunakan dalam penelitian ini adalah data primer berupa volume kendaraan, waktu sinyal dan geometrik simpang. Survei volume lalu lintas dilaksanakan pada pagi dan sore di hari Selasa, 05 Mei 2020 dengan menggunakan CCTV real time yang diakses menggunakan aplikasi KER!. Metode evaluasi data lalu lintas menggunakan pedoman MKJI 1997 dan Peraturan Menteri Perhubungan 96 Tahun 2015. Data dengan kondisi eksisting terjenuh akan menjadi acuan dalam merencanakan waktu siklus baru dengan memperhatikan teori koordinasi. Kinerja terbaik pada setiap simpang kemudian dikoordinasikan menggunakan waktu offset antar simpang. Dari hasil analisa, didapatkan waktu siklus baru sebesar 130 detik dan waktu offset 77 detik untuk kedua arah. Sedangkan dari diagram koordinasi didapatkan bandwidth sebesar 43 detik ke arah Timur dan 56 detik ke arah Barat. Berdasarkan hasil penelitian, rerata kinerja simpang dalam kondisi eksisting pada arus utama yang akan dikoordinasikan adalah Derajat Kejenuhan (DS) sebesar 0,80; Panjang Antrian (QL) sebesar 244,45 m dan Tundaan (Delay) sebesar 75,10 detik, serta tingkat pelayanan F. Sedangkan rerata kinerja simpang setelah dilakukan koordinasi adalah DS sebesar 0,64; QL sebesar 229,02 m dan Delay sebesar 23,08 detik dalam kategori tingkat pelayanan C.","PeriodicalId":337938,"journal":{"name":"Jurnal JOS-MRK","volume":"42 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2021-06-25","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"129954372","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
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