Pub Date : 2018-09-28DOI: 10.30811/portal.v9i1.613
W. Wahyuni, Herri Mahyar
Keude Ranto Peureulak Bridge a bridge connecting Keude Ranto Panjang with Keude Geurobak village and other villages in Ranto Peureulak Sub-district, East Aceh District. Keude Ranto Peureulak Bridge is planned with a span length of 20.8 meters and width of 7 meters. The longitudinal axis planned for the bridge is the posttractive pretreat type concrete girder. The girder plan includes gelagar dimensioning, stress calculation, prestress loss, cross-sectional capacity, deflection control, and drawing. The quality of concrete used is fc = 40 Mpa, the tendon used is seven wire strand diameter ½ inch with 51 mm diameter tendon sheath. Tendon fpu voltage = 1860 Mpa, fy threaded steel reinforcement = 320 Mpa, plain steel reinforcement fy = 240 Mpa, and efficient cross-sectional height is 0.9 meters. From the calculation results obtained the moment that occurred on the girder of 2563,439 kNm on the calculation of the third combination. The number of tendons obtained from the calculation is 3 pieces with 7 pieces of strand on each tendon. Losing the total prestress force is 380,694 Mpa. The principal reference is used D13 mm, the shear reinforcement is used Ø10-100 mm at the support area and Ø10-600 mm in the field area. The ultimate moment capacity of the prestress beam is 5575.60 kNm from the calculation of the third combination. The largest deflection of 0.0247 meters due to a combination of two loads. All the results of the calculations obtained are safe to use.Keywords: girder, prestress, tendon, reinforcement, deflection
{"title":"PERENCANAAN GELAGAR BETON PRATEGANG PADA JEMBATAN KEUDE RANTO PEUREULAK KABUPATEN ACEH TIMUR","authors":"W. Wahyuni, Herri Mahyar","doi":"10.30811/portal.v9i1.613","DOIUrl":"https://doi.org/10.30811/portal.v9i1.613","url":null,"abstract":"Keude Ranto Peureulak Bridge a bridge connecting Keude Ranto Panjang with Keude Geurobak village and other villages in Ranto Peureulak Sub-district, East Aceh District. Keude Ranto Peureulak Bridge is planned with a span length of 20.8 meters and width of 7 meters. The longitudinal axis planned for the bridge is the posttractive pretreat type concrete girder. The girder plan includes gelagar dimensioning, stress calculation, prestress loss, cross-sectional capacity, deflection control, and drawing. The quality of concrete used is fc = 40 Mpa, the tendon used is seven wire strand diameter ½ inch with 51 mm diameter tendon sheath. Tendon fpu voltage = 1860 Mpa, fy threaded steel reinforcement = 320 Mpa, plain steel reinforcement fy = 240 Mpa, and efficient cross-sectional height is 0.9 meters. From the calculation results obtained the moment that occurred on the girder of 2563,439 kNm on the calculation of the third combination. The number of tendons obtained from the calculation is 3 pieces with 7 pieces of strand on each tendon. Losing the total prestress force is 380,694 Mpa. The principal reference is used D13 mm, the shear reinforcement is used Ø10-100 mm at the support area and Ø10-600 mm in the field area. The ultimate moment capacity of the prestress beam is 5575.60 kNm from the calculation of the third combination. The largest deflection of 0.0247 meters due to a combination of two loads. All the results of the calculations obtained are safe to use.Keywords: girder, prestress, tendon, reinforcement, deflection","PeriodicalId":378653,"journal":{"name":"Portal: Jurnal Teknik Sipil","volume":"47 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2018-09-28","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"129522828","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 : 2018-09-28DOI: 10.30811/portal.v9i1.611
Tondi Amirsyah Putera, F. Hidayat
The high-rise building structure is prone to lateral forces, mainly due to the force generated by the earthquake. In calculating the multilevel building structure there are 2 ways, namely with Open Frame and Open Frame combination with shear wall. The shear wall is a wall that acts as a stiffener and is also a core wall for rigging entire buildings designed to withstand shear forces, lateral forces caused by earthquakes. so that the horizontal deformation (deflection) becomes small. The analysis used in this research is spectrum response analysis based on SNI 1726: 2012. This research has 3 model of set back building which will be reviewed, that is the model of set back building with special moment frame system, the model of backyard building with shear wall of each side and model of set back building with shear wall only on one side. All load inputs, stiffness and structural dimensions are the same, which differ only the special moment frame system model and the sliding wall placement used. This building has a height of 39.5 meters (10 floors). Based on this data it shows that the deviation result with the deviation modeling for the model is 0.075 m for the X and 0.064 direction for the Y direction for model 2 0.051 m for the X and 0.050 m directions for the Y direction and for model 3 is 0.074 m for the X and 0.048 for direction Y.Keywords: Set Back, Irregular Building, Drift Story, Shear Shear, Shear Wall, Special Moment Resume Frame.
高层建筑结构容易产生侧向力，主要是由于地震产生的力。在多层建筑结构的计算中，有两种方法，即开放框架和开放框架与剪力墙的组合。剪力墙是一种作为加强筋的墙，也是支撑整个建筑的核心墙，旨在承受地震引起的剪力和侧向力。使水平变形(挠度)变小。本研究使用的分析是基于SNI 1726: 2012的频谱响应分析。本研究有三种后退建筑模型，分别是特殊弯矩框架体系后退建筑模型、两侧各有剪力墙的后院建筑模型和仅一侧有剪力墙的后退建筑模型。所有荷载输入、刚度和结构尺寸都是相同的，不同的只是特殊弯矩框架体系模型和所使用的滑动墙布置。这座建筑高39.5米(10层)。根据该数据可知，模型的偏差建模结果在X方向为0.075 m, Y方向为0.064 m，模型2的X方向为0.051 m, Y方向为0.050 m，模型3的X方向为0.074 m, Y方向为0.048 m。关键词:逆退，不规则建筑，漂移层，剪力墙，特殊力矩恢复框架。
{"title":"ANALISA PERBANDINGAN SIMPANGAN STRUKTUR GEDUNG SET BACK TANPA DINDING GESER DAN PEMODELAN LETAK DINDING GESER DI ZONA GEMPA TINGGI","authors":"Tondi Amirsyah Putera, F. Hidayat","doi":"10.30811/portal.v9i1.611","DOIUrl":"https://doi.org/10.30811/portal.v9i1.611","url":null,"abstract":"The high-rise building structure is prone to lateral forces, mainly due to the force generated by the earthquake. In calculating the multilevel building structure there are 2 ways, namely with Open Frame and Open Frame combination with shear wall. The shear wall is a wall that acts as a stiffener and is also a core wall for rigging entire buildings designed to withstand shear forces, lateral forces caused by earthquakes. so that the horizontal deformation (deflection) becomes small. The analysis used in this research is spectrum response analysis based on SNI 1726: 2012. This research has 3 model of set back building which will be reviewed, that is the model of set back building with special moment frame system, the model of backyard building with shear wall of each side and model of set back building with shear wall only on one side. All load inputs, stiffness and structural dimensions are the same, which differ only the special moment frame system model and the sliding wall placement used. This building has a height of 39.5 meters (10 floors). Based on this data it shows that the deviation result with the deviation modeling for the model is 0.075 m for the X and 0.064 direction for the Y direction for model 2 0.051 m for the X and 0.050 m directions for the Y direction and for model 3 is 0.074 m for the X and 0.048 for direction Y.Keywords: Set Back, Irregular Building, Drift Story, Shear Shear, Shear Wall, Special Moment Resume Frame.","PeriodicalId":378653,"journal":{"name":"Portal: Jurnal Teknik Sipil","volume":"28 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2018-09-28","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"126087036","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 : 2018-09-28DOI: 10.30811/PORTAL.V9I2.617
Cut Yusnar, Syukur Hidayat
The addition of elements such as pozzolan ingredients to concrete mixtures has been proven can increase the value of concrete compressive strength. This study aims to determine the microstructural effect on the replacement of 10% of Portland cement weight with bagasse ash (sugarcane bagasse). Scanning Electromicroscopphy Microscopphy (SEM / EDX) shows the dominant percentage of bagasse ash is Silica element 53% in addition to other elements such as Carbon (C) and Hydrogen (H). The C-S-H unsure bond pattern on concrete mortar shows a Type III bonding pattern at early ages and bonding patterns I and III on mortars that have reached the age of 28 days. Porosity level decreases with increasing age of concrete mortar. With the reduced porosity will increase the density and increase the compressive strength of concrete mortar. This porosity level is lower than that of concrete mortar without the addition of bagasse ash.Key words: Microstructure, silica, concrete mortar, compressive strength, porosity.
在混凝土混合料中掺入火山灰等成分可以提高混凝土的抗压强度值。本研究旨在确定用甘蔗渣灰(甘蔗甘蔗渣)替代10%硅酸盐水泥重量时的微观结构影响。扫描电镜(SEM / EDX)分析表明，甘蔗渣灰分中硅元素占53%，另外还有碳(C)和氢(H)等元素。混凝土砂浆的C- s -H不确定粘结模式在龄期早期表现为III型粘结模式，龄期达到28 d后表现为I型和III型粘结模式。孔隙率随混凝土砂浆龄期的增加而降低。随着孔隙率的降低，将增加混凝土砂浆的密度和抗压强度。该孔隙率水平低于未添加甘蔗渣灰的混凝土砂浆。关键词:微结构，二氧化硅，混凝土砂浆，抗压强度，孔隙率。
{"title":"INVESTIGASI KEKUATAN BETON SILINDER GEOPOLIMER ABU AMPAS TEBU","authors":"Cut Yusnar, Syukur Hidayat","doi":"10.30811/PORTAL.V9I2.617","DOIUrl":"https://doi.org/10.30811/PORTAL.V9I2.617","url":null,"abstract":"The addition of elements such as pozzolan ingredients to concrete mixtures has been proven can increase the value of concrete compressive strength. This study aims to determine the microstructural effect on the replacement of 10% of Portland cement weight with bagasse ash (sugarcane bagasse). Scanning Electromicroscopphy Microscopphy (SEM / EDX) shows the dominant percentage of bagasse ash is Silica element 53% in addition to other elements such as Carbon (C) and Hydrogen (H). The C-S-H unsure bond pattern on concrete mortar shows a Type III bonding pattern at early ages and bonding patterns I and III on mortars that have reached the age of 28 days. Porosity level decreases with increasing age of concrete mortar. With the reduced porosity will increase the density and increase the compressive strength of concrete mortar. This porosity level is lower than that of concrete mortar without the addition of bagasse ash.Key words: Microstructure, silica, concrete mortar, compressive strength, porosity.","PeriodicalId":378653,"journal":{"name":"Portal: Jurnal Teknik Sipil","volume":"51 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2018-09-28","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"115051739","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 : 2018-09-28DOI: 10.30811/PORTAL.V9I1.661
A. Fauzi, S. Syukri, Mulizar Mulizar, M. Reza
Abstract — Industrial waste products can be considered as renewable resources, one of them is a steel manufacturing, which produced dust waste contain sponge iron, scrap metal and other steel wastes that impacted to environment. This waste material was called Electric Arc Furnace Dust (EAFD). This study investigates the feasibility of using EAFD as a cement replacement compared to silica fume (SF) and fly ash (FA) in terms of Chemical composition, workability, setting time, compressive strength and rapid chloride permeability resistance. The results showed that workability of EAFD is almost similar to control even if percentage of EAFD was increased. It is not refer to FA more workable or SF less workable with increase percentage of replacement. Furthermore, the EAFD significantly affect the setting time, which 3% EAFD replacement bring to prolong final setting time to more than 24 hours, while the setting time of SF and FA did not significant affected along with the increase replacement percentage. In addition, the 3% EAFD is optimum replacement for compressive strength and it is equivalent replacement level to 5% SF and 15% FA. Finally, the EAFD enhance the resistance for rapid chloride permeability more than FA but less than SF.
{"title":"FEASIBILITY OF UTILIZATION EAFD AS CEMENT REPLACEMENT IN CONVENTIONAL CONCRETE","authors":"A. Fauzi, S. Syukri, Mulizar Mulizar, M. Reza","doi":"10.30811/PORTAL.V9I1.661","DOIUrl":"https://doi.org/10.30811/PORTAL.V9I1.661","url":null,"abstract":"Abstract — Industrial waste products can be considered as renewable resources, one of them is a steel manufacturing, which produced dust waste contain sponge iron, scrap metal and other steel wastes that impacted to environment. This waste material was called Electric Arc Furnace Dust (EAFD). This study investigates the feasibility of using EAFD as a cement replacement compared to silica fume (SF) and fly ash (FA) in terms of Chemical composition, workability, setting time, compressive strength and rapid chloride permeability resistance. The results showed that workability of EAFD is almost similar to control even if percentage of EAFD was increased. It is not refer to FA more workable or SF less workable with increase percentage of replacement. Furthermore, the EAFD significantly affect the setting time, which 3% EAFD replacement bring to prolong final setting time to more than 24 hours, while the setting time of SF and FA did not significant affected along with the increase replacement percentage. In addition, the 3% EAFD is optimum replacement for compressive strength and it is equivalent replacement level to 5% SF and 15% FA. Finally, the EAFD enhance the resistance for rapid chloride permeability more than FA but less than SF.","PeriodicalId":378653,"journal":{"name":"Portal: Jurnal Teknik Sipil","volume":"21 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2018-09-28","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"131914721","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 : 2018-09-28DOI: 10.30811/PORTAL.V9I2.616
Ade Faisal, Gamal Halim
Earthquake resistant building must be designed with a proper plan configuration. Although the regular and symmetrical building plans have been known to have a good behaviour under earthquake loads, but the facts have demonstrated that many asymmetrical plan buildings are built for the architectural reasons. Irregular plan buildings cause mass distribution, stiffness, and strength asymmetries which in turn produce the eccentricity to the centre of mass. In this research, the asymmetrical buildings are simulated under earthquake ground motion containing pulse. The study aims to evaluate the drift and floor rotations that occur in the asymmetrical buildings. The results indicate that the difference in drift of symmetrical and asymmetrical buildings reach 8% to 20%. The rotation occurred on the rigid side (high stiffness side) is smaller than the flexible side (low stiffness side). The difference in eccentricity affects clearly the inelastic floor rotation.Keywords: Eccentricity Stiffness, Pulse Ground Motion, Floor Rotation
{"title":"STUDI PARAMETRIK DEFORMASI TORSI LANTAI BANGUNAN ASIMETRIS SEBIDANG DIPENGARUHI OLEH GEMPA PULSE DAN TANPA PULSE","authors":"Ade Faisal, Gamal Halim","doi":"10.30811/PORTAL.V9I2.616","DOIUrl":"https://doi.org/10.30811/PORTAL.V9I2.616","url":null,"abstract":"Earthquake resistant building must be designed with a proper plan configuration. Although the regular and symmetrical building plans have been known to have a good behaviour under earthquake loads, but the facts have demonstrated that many asymmetrical plan buildings are built for the architectural reasons. Irregular plan buildings cause mass distribution, stiffness, and strength asymmetries which in turn produce the eccentricity to the centre of mass. In this research, the asymmetrical buildings are simulated under earthquake ground motion containing pulse. The study aims to evaluate the drift and floor rotations that occur in the asymmetrical buildings. The results indicate that the difference in drift of symmetrical and asymmetrical buildings reach 8% to 20%. The rotation occurred on the rigid side (high stiffness side) is smaller than the flexible side (low stiffness side). The difference in eccentricity affects clearly the inelastic floor rotation.Keywords: Eccentricity Stiffness, Pulse Ground Motion, Floor Rotation","PeriodicalId":378653,"journal":{"name":"Portal: Jurnal Teknik Sipil","volume":"7 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2018-09-28","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"131971196","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 : 2018-09-28DOI: 10.30811/portal.v9i1.662
E. Editor
Frontmatter (Front Cover, Editorial Team, and Table of Contents) Volume 9 Nomor 2 Oktober 2017
Frontmatter(封面、编辑团队和目录)第9卷2017年10月2日
{"title":"Frontmatter (Front Cover, Editorial Team, and Table of Contents)","authors":"E. Editor","doi":"10.30811/portal.v9i1.662","DOIUrl":"https://doi.org/10.30811/portal.v9i1.662","url":null,"abstract":"Frontmatter (Front Cover, Editorial Team, and Table of Contents) Volume 9 Nomor 2 Oktober 2017","PeriodicalId":378653,"journal":{"name":"Portal: Jurnal Teknik Sipil","volume":"2 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2018-09-28","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"133614823","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 : 2018-08-06DOI: 10.30811/portal.v8i2.605
M. Ridha, Khairul Miswar
Steel frame bridge Gampong Leubok Pempeng districs Peureulak counties Aceh Timur is a connecting Leubok Pempeng village to Alue Batee village and others village in the peureulak districts with spans of 30 meters and width of 7 meters and including class B. This thesis aims to plan for building a bridge over a steel frame using a standard warren type which includea backrest, sidewalk, the vehicle floor plate, longitudinal girder, cross girder, main frame and bolt connection. To plan the loading bridge using RSNI T-02-2005 and steel structural design using RSNI T-03-2005, the calculation method using LRFD. Results obtained plannin backrest pipe diameter 48,6 mm, sidewalk of 25 cm thick reinfored concrete fc’ 25 Mpa, reinforced cocnrete slab 20 cm and the quality of steel profiles longitudinal girder using steel profiles H 350 x 175 x 7 x 11, cross girder using steel profiles H 488 xx 300 11 x 18. Top wind bracing using steel profiles H 125 x 125 x 6,9 x 9 and profiles L 125 x 125 x 12, while lower wind bracing using steel profiles L 125 x 125 x 12. Frame force calculated with matri method. Rods up, lower and diagonal using steel profiles H 300 x 300 x 10 x 15. Connecting bolts type A-325 diameter 1 inch and ½ inch. Longitudinal girder deflection is 3,130 mm < 8,333 mm, cross girder deflections is 1,002 cm < 2 cm and deflection in the main frame is 3,12 cm smaller than the allowable deflection 12,5 cm.Keyword : steel frame bridge, Matrix method
钢框架桥Gampong Leubok Pempeng districts Peureulak县亚齐Timur是连接Leubok Pempeng村和Peureulak地区的Alue Batee村以及其他村庄的桥梁，跨度30米，宽度7米，包括b级。本文旨在规划使用标准warren类型的钢框架桥，包括靠背，人行道，车辆底板，纵梁，横梁，主框架和螺栓连接。桥梁荷载规划采用RSNI T-02-2005，钢结构设计采用RSNI T-03-2005，计算方法采用LRFD。结果得到规划中靠背管径48、6 mm，人行道钢筋混凝土厚25 cm fc’25 Mpa，钢筋混凝土板厚20 cm，纵梁钢型材采用h350 × 175 × 7 × 11，横梁钢型材采用h488 × 300 × 11 × 18。顶部风支撑采用钢型材H 125 x 125 x 6,9 x 9和型材L 125 x 125 x 12，而下部风支撑采用钢型材L 125 x 125 x 12。用矩阵法计算框架力。杆上，下和对角线使用钢型材h300 x 300 x 10 x 15。连接螺栓类型A-325直径1英寸和1 / 2英寸。纵梁挠度为3130 mm < 8333 mm，横梁挠度为1002 cm < 2 cm，主梁挠度比允许挠度12.5 cm小3.12 cm。关键词:钢架桥梁，矩阵法
{"title":"PERENCANAAN STRUKTUR RANGKA ATAS JEMBATAN RANGKA BAJA PADA GAMPONG LEUBOK PEMPENG KECAMATAN PEUREULAK KABUPATEN ACEH TIMUR","authors":"M. Ridha, Khairul Miswar","doi":"10.30811/portal.v8i2.605","DOIUrl":"https://doi.org/10.30811/portal.v8i2.605","url":null,"abstract":"Steel frame bridge Gampong Leubok Pempeng districs Peureulak counties Aceh Timur is a connecting Leubok Pempeng village to Alue Batee village and others village in the peureulak districts with spans of 30 meters and width of 7 meters and including class B. This thesis aims to plan for building a bridge over a steel frame using a standard warren type which includea backrest, sidewalk, the vehicle floor plate, longitudinal girder, cross girder, main frame and bolt connection. To plan the loading bridge using RSNI T-02-2005 and steel structural design using RSNI T-03-2005, the calculation method using LRFD. Results obtained plannin backrest pipe diameter 48,6 mm, sidewalk of 25 cm thick reinfored concrete fc’ 25 Mpa, reinforced cocnrete slab 20 cm and the quality of steel profiles longitudinal girder using steel profiles H 350 x 175 x 7 x 11, cross girder using steel profiles H 488 xx 300 11 x 18. Top wind bracing using steel profiles H 125 x 125 x 6,9 x 9 and profiles L 125 x 125 x 12, while lower wind bracing using steel profiles L 125 x 125 x 12. Frame force calculated with matri method. Rods up, lower and diagonal using steel profiles H 300 x 300 x 10 x 15. Connecting bolts type A-325 diameter 1 inch and ½ inch. Longitudinal girder deflection is 3,130 mm < 8,333 mm, cross girder deflections is 1,002 cm < 2 cm and deflection in the main frame is 3,12 cm smaller than the allowable deflection 12,5 cm.Keyword : steel frame bridge, Matrix method","PeriodicalId":378653,"journal":{"name":"Portal: Jurnal Teknik Sipil","volume":"18 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2018-08-06","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"127535092","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 : 2018-08-06DOI: 10.30811/portal.v8i2.608
F. Bakrie
Cost Planning is planning a number of calculations necessary costs for material, labor, equipment and expenses related in implementation of the project Construction and Implementation Method road is a basic reference in the implementation of road construction by Standard Highways applied to the road Pameu- Genting Gate starting from the STA 45 + 850 s I d 49 + 500. Calculation of Budget Plan include Job Layers Base Down (LPB) Aggregate B, Works layer Piling Up (LPA) Aggregate A, (Prime Coat), Works Layer Binder AC-BC and Layer Aus AC-WC (Surface). The method used is Estimation Method Index (E.l) Highways, 2010. From the calculation results obtained execution time of 166 working days,fee for Base Aggregate Base Layer B Amounting Rp.4. 032.876,00, -. Costs for Top Layer Aggregate Base A sum Rp.3.376.312,816.50, -. Fees for absorbing binder layer of Rp. 122,801,512.50, - Fees for Layers Between AC-BC (Surface) of Rp. 4. 732.319.951.10, - and the cost for AC-WC Aus layer Rp.2.331.857.250.00 So the sum total budget is of Rp. 14,752,380,906.00, - the value added tax (VAT) of 10% as well as the scheduling of the execution time using the S curve. and the method of implementation applied to the project include Job Layers Base Down Aggregate B, Layer Piling Up Aggregate A, (Prime Coat), Layer Binder AC-BC and and the cost for AC-WC (Surface) with a systematic way, accuracy, effective and efficient based on the plans.Keywords: Budget Plan, S curve, and Methods of Implementation
成本规划是对工程实施过程中有关材料、人工、设备和费用等必要费用进行规划计算的若干项费用。建设实施方法道路是标准公路实施道路建设的基本参考，适用于帕墨—云顶门公路，从sta45 + 850 s I d 49 + 500开始。预算计划的计算包括作业层底层(LPB)骨料B，工程层堆积(LPA)骨料A，(底漆)，工程层粘结剂AC-BC和层Aus AC-WC(表面)。使用的方法是估算方法指数(E.l) Highways, 2010。从计算结果中得出，执行时间为166个工作日，Base Aggregate Base Layer B的费用共计Rp.4。032.876, 00 -。顶层集料基础成本合计Rp.3.376.312,816.50， -。吸收Rp. 122,801,512.50粘结剂层的费用，- Rp. 4的AC-BC(表面)之间的层的费用。732.319.951.10， - AC-WC Aus层费用Rp.2.331.857.250.00，合计预算为Rp. 14,752,380,906.00， - 10%的增值税，以及使用S曲线调度执行时间。本工程采用的实施方法包括作业层基层骨料B、层堆砌骨料A、(底漆)、层粘结剂AC-BC和AC-WC(表面)的成本，以计划为基础，系统、准确、有效、高效。关键词:预算计划，S曲线，实施方法
{"title":"PERENCANAAN BIAYA DAN METODE PELAKSANAAN PADA JALAN PAMEU-GENTING GERBANG KABUPATEN ACEH TENGAH","authors":"F. Bakrie","doi":"10.30811/portal.v8i2.608","DOIUrl":"https://doi.org/10.30811/portal.v8i2.608","url":null,"abstract":"Cost Planning is planning a number of calculations necessary costs for material, labor, equipment and expenses related in implementation of the project Construction and Implementation Method road is a basic reference in the implementation of road construction by Standard Highways applied to the road Pameu- Genting Gate starting from the STA 45 + 850 s I d 49 + 500. Calculation of Budget Plan include Job Layers Base Down (LPB) Aggregate B, Works layer Piling Up (LPA) Aggregate A, (Prime Coat), Works Layer Binder AC-BC and Layer Aus AC-WC (Surface). The method used is Estimation Method Index (E.l) Highways, 2010. From the calculation results obtained execution time of 166 working days,fee for Base Aggregate Base Layer B Amounting Rp.4. 032.876,00, -. Costs for Top Layer Aggregate Base A sum Rp.3.376.312,816.50, -. Fees for absorbing binder layer of Rp. 122,801,512.50, - Fees for Layers Between AC-BC (Surface) of Rp. 4. 732.319.951.10, - and the cost for AC-WC Aus layer Rp.2.331.857.250.00 So the sum total budget is of Rp. 14,752,380,906.00, - the value added tax (VAT) of 10% as well as the scheduling of the execution time using the S curve. and the method of implementation applied to the project include Job Layers Base Down Aggregate B, Layer Piling Up Aggregate A, (Prime Coat), Layer Binder AC-BC and and the cost for AC-WC (Surface) with a systematic way, accuracy, effective and efficient based on the plans.Keywords: Budget Plan, S curve, and Methods of Implementation","PeriodicalId":378653,"journal":{"name":"Portal: Jurnal Teknik Sipil","volume":"155 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2018-08-06","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"133335244","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 : 2018-08-06DOI: 10.30811/portal.v8i2.607
M. Irfan
Lampulo Fishing Port Road Access Project, Banda Aceh City with 1013 m of road length, 10 m road width, base course layer 15 cm thickness, subcase 20 cm layer, 6 cm surface Aspalt Concrete Binder Course (AC BC) and Talud work . This Final Project aims to determine the method of implementation and budget costs on the project. The calculation of the Budget Plan uses the EI Analysis (Estimated Index) to calculate the cost of Sub Base, Base Course, Prime Coat, Surface Aspalt Concrete Binder Course (AC-BC), and Talud work. In this calculation, the cost for Sub Base work is Rp.1.027.631.772,00, -. Work Base Course Rp.970.243.296, 00, -. Prime coat job Rp.121.358.725,00, -. Surface layer work Aspalt Concrete Binder Course (AC-BC) Rp.1.906.855.195,00, Talud Work Rp.2.639.141.122, 00, -. So the total cost of the budget is Rp.6.695.230.109, 00. As well as scheduling the implementation time using the curve S. The preparation of the Implementation method applied to the Project includes Sub Base, Base Course, Prime Coat and Surace Aspalt Cpncrete Binder Course (AC-BC) work in an effective and efficient manner based on the drawing of the plan.Keywords: Budget Costs, S Curve, and Methods of Accounting.
{"title":"RENCANA ANGGARAN BIAYA DAN METODE PELAKSANAAN PADA PROYEK PEMBANGUNAN JALAN AKSES PELABUHAN PERIKANAN LAMPULO STA 0+-000 SID 1+-013 KOTA BANDA ACEH","authors":"M. Irfan","doi":"10.30811/portal.v8i2.607","DOIUrl":"https://doi.org/10.30811/portal.v8i2.607","url":null,"abstract":"Lampulo Fishing Port Road Access Project, Banda Aceh City with 1013 m of road length, 10 m road width, base course layer 15 cm thickness, subcase 20 cm layer, 6 cm surface Aspalt Concrete Binder Course (AC BC) and Talud work . This Final Project aims to determine the method of implementation and budget costs on the project. The calculation of the Budget Plan uses the EI Analysis (Estimated Index) to calculate the cost of Sub Base, Base Course, Prime Coat, Surface Aspalt Concrete Binder Course (AC-BC), and Talud work. In this calculation, the cost for Sub Base work is Rp.1.027.631.772,00, -. Work Base Course Rp.970.243.296, 00, -. Prime coat job Rp.121.358.725,00, -. Surface layer work Aspalt Concrete Binder Course (AC-BC) Rp.1.906.855.195,00, Talud Work Rp.2.639.141.122, 00, -. So the total cost of the budget is Rp.6.695.230.109, 00. As well as scheduling the implementation time using the curve S. The preparation of the Implementation method applied to the Project includes Sub Base, Base Course, Prime Coat and Surace Aspalt Cpncrete Binder Course (AC-BC) work in an effective and efficient manner based on the drawing of the plan.Keywords: Budget Costs, S Curve, and Methods of Accounting.","PeriodicalId":378653,"journal":{"name":"Portal: Jurnal Teknik Sipil","volume":"89 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2018-08-06","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"129545882","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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