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Markawie Markawie
Lambung Mangkurat University
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STABILISASI TANAH LEMPUNG LUNAK DENGAN KAPUR PADA KONDISI KADAR AIR LAPANGAN Yulian Firmana Arifin; Markawie Markawie
INFO-TEKNIK Vol 14, No 1 (2013): INFOTEKNIK VOL. 14 NO. 1 2013
Publisher : Universitas Lambung Mangkurat

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.20527/infotek.v14i1.308

Abstract

This paper discusses the soft clay soil stabilization with lime on the condition of the water content of the field. The sample used is soft clay of Marabahan, Barito Kuala, South Kalimantan. The water content of the sample is initially 76.2%. Samples were mixed with natural limestone that has been crushed and screened through a sieve No. 20 the percentage of 4, 8, 12, 16, and 20 percent based on the dry weight of the sample. Samples were mixed with lime cured for 7 and 14 days. Some of the tests performed in the laboratory include testing soil plasticity, direct shear tests, unconfined compression test, vane shear test, consolidation, and CBR. The results showed a decrease in the values of soil plasticity (liquid limit and plasticity index) and soil compression parameters (cc and cs) with the increased percentage of lime. While the values of cohesion, friction angle in, qu and qr, and CBR increases with increasing percentage of lime. The results also showed that the curing time effect on soil parameters were mixed lime.
Alternatif Penanganan Longsoran Oprit Jembatan Pihanin, Nagara HSS Markawie Markawie
INFO-TEKNIK 2016: Prosiding Semnas Teknik Sipil 2016
Publisher : Universitas Lambung Mangkurat

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.20527/infotek.v0i0.3126

Abstract

Dampak kelongsoran adalah terganggunya arus barang dan jasa, dan menimbulkan rasa tidak aman (khawatir) jika melewati jembatan tersebut.  Sehingga diperlukan penyelidikan tanah berupa uji lapangan dan uji laboratorium untuk melakukan analisis kelongsoran.
STABILITY ANALYSIS OF OPRIT ON THE SEI TUAK BRIDGE WITH REINFORCEMENT MODULAR SYSTEM DISTRICT PASER, TANAH GROGOT Markawie Markawie
INFO-TEKNIK Vol 12, No 1 (2011): INFOTEKNIK VOL. 12 NO. 1 2011
Publisher : Universitas Lambung Mangkurat

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.20527/infotek.v12i1.1776

Abstract

Height of oprit on  Sei Tuak Bridge reaches 3,5 m. Oprit made by  new system, modular wall. Advantages of modular system are : construcability, has a positive aspect of the schedule, the number of field workers and office project are few, aspect of quality dan productivity, testing. Modular walls is choosed  to increase aesthetics value. Modular wall are used on sand. However, in Sei Tuak Bridge modular wall built on clay. The purpose of analysis are analyzed stability oprit on the Sei Tuak Bridge. The result of analysis shows : soil active pressure at the first segment is 0.193 ton detained by deadmen is 0.235 ton, at the second segment is 0.2895 ton detained by deadmen is 1.873 ton, at the third segment is 0.2895 ton detained by deadmen is 2.474 ton, at the fourth segment is 0.355 ton detained by deadmen  is 3.075 ton, and the fifth segment is 0.732 ton detained by deadmen is 3.675 ton. Deadmen is located at a distance 3.5 m. Its longer than failure area at 2.103 m. Safety factor of  tierod at the first segment is 22.854, at the second segment 15.236, at the third 15.236, at the fourth segment is 12.425, and at the fifth segment is 6.026. Safety factor of bearing capacity is 1.122. And safety factor of this modular wall  stability is 2.724.
Alternatif Fondasi Tiang Pancang Untuk Menara Mesjid Agung Al-Mukarram Markawie Markawie; Syariefuddin Maulana
INFO-TEKNIK Vol 14, No 1 (2013): INFOTEKNIK VOL. 14 NO. 1 2013
Publisher : Universitas Lambung Mangkurat

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.20527/infotek.v14i1.315

Abstract

The existence of the tower at Kuala Kapuas Kapuas Islamic Center Complex. The initial plan design of foundation. using precast reinforced concrete pile foundation with a square cross-section size of 50 cm x 50 cm with a depth of 22 meters. Another alternative is planned foundation due to change of plans superstructure. Preliminary design of foundations (piles and poerplat) subsequent to the rigors of land CPT data which is at a depth of 24 meters, calculation of the bearing capacity of the pile with a review of some of the methods in accordance with the data available land.From the analysis of the structure obtained by the forces transmitted to the stake, the maximum load bekerjauntuk one pole axial 59.6 tons and 1,527 tons for the lateral force. With concrete slab foundations diameter of 40 cm depth of 24 m configuration of 69 fruits and poer 1.3 m thick. Decrease pole group terjadi19,926 mm <smaller than would otherwise require a kind of high-rise buildings of 40 mm based on ASTM D1143-81 so that alternate designs tower foundation al-Mukarram mosque as a whole meets the technical requirements.
DESIGN OF PERKUWEN BRIDGE PART WAY LONG IKIS-LAMBAKAN PASER TANA PASER REGENCY PROVINCE EAST KALIMANTAN Humaira Afrila; Markawie Markawie
CERUCUK Vol 2, No 1 (2018): CERUCUK VOL. 2 NO. 1 JANUARy 2018
Publisher : Universitas Lambung Mangkurat

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.20527/crc.v2i1.914

Abstract

Long Kali is a sub-district of Paser Tana Paser Regency Prov. East Kalimantan. In this sub-district have two village separate by a river, that is Perkuwen river, there is bridge has a broke. Whereas the village very needed a bridge because it is used as a transportation infrastructure for peoples and also passed by vehicles transporting oil palm yields . Therefore, the design of composite bridges made with spans 25 m and 7 m wide bridge.In this plan the analysis of Standard methods of loading refers to the bridge imposition For RSNI T-02-2005 about composite bridge structure design method, refers to RSNI T-03-2005 about Steel Structural Design For Bridge, SNI 03-1729-2002 about Steel Structures Planning Procedures and SNI 03-2847-2002 about Concrete Structures Calculation for Building.The result is used the main girder profile SH 950 x 400 x 16 x 32 and diaphragm WF 400 x 200 x 8 x 13. Vehicle floor plate thickness 20 cm using quality concrete  30 MPa and quality reinforcing steel reinforcement  360 MPa with subject dividers reinforcement D22- 100 and D12-100 mm. In using concrete pavement  30 MPa D22-100 mm staple reinforcement and shear reinforcement rebars quality D12-100 mm  360 MPa. Concrete abutment in the form  25 MPa at 2 m height and length of 8,5 m. Steel pipe pile foundations quality  25 MPa are 16 pieces with a length of 10 meters and a diameter of 0.4 m.Keyword: Bridge, composite, steel pipe pile.
DESIGN OF LANDSLIDES TREATMENT WITH COUNTERFORT WALL ON CITY LIMITS ROADS TANAH GROGOT-LOLO KUARO, PASER REGENCY, TANA PASER, THE PROVINCE OF KALIMANTAN TIMUR Adhitya Prakarsa Aji; Markawie Markawie
CERUCUK Vol 2, No 1 (2018): CERUCUK VOL. 2 NO. 1 JANUARy 2018
Publisher : Universitas Lambung Mangkurat

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.20527/crc.v2i1.916

Abstract

The landslides occurred on city limits roads Tanah Grogot-Lolo Kuaro, Paser regency, Tana Paser, causing depletion of the smooth flow of transport from the city towards Grogot Lolo-Kuaro or vice versa. Landslides 8 meters height and 50 meters length. The landslides occurred in September 2015 caused by high rainfall and bad drainage system. So it needs to be done the landslides treatment using retaining wall with Counterfort.The methodology of this planning, first to calculate the forces acting on the retaining walls of the soil due to traffic load and soil stockpile with method of Rankine. Continued calculation of the forces acting on the stake piles using the method of Meyerhoff and Skempton. Then do the calculations to determine the group efficiency of stake piles using Brooms method analysis. After the stake piles were declared safe against lateral load and bearing capacity, perform the calculation of reinforced concrete of soil retaining walls. After that the retaining walls and stake piles of the foundation soil is modeled and analyzed using the Geo Studio software to get the safety factor of the design. Lastly, the calculated volume of work and unit price of the retaining walls to get a budget plan costs.After the retaining walls design brings about a result that is, the dimensions of the walls with 8 m height is 4.2 m width foot wall, 0.6 m high to the foot of the wall and the lower part of the wall width, 0.3 m width of to the top of the wall, 0.4 m for a width of Counterfort and 3 m for the distance between Counterfort with lateral load 63.756 tons. Stake pile received 25.867 tons of vertical load and 9.099 tons of lateral load. Safety factor of slopes after landslides treatment modelled with software Geo Studio, resulting in a value of safety factor 2.956 (> 1.25) which can be said to be secure. Based on the calculation of volume and unit price work, retaining wall Counterfort cost is Rp. 3,572,350,220.0-Keyword: Landslide, Retaining Wall, Counterfort, Slopes Stability
SLOPE HANDLING DESIGN PIHANIN BRIDGE PANDAN SARI VILLAGE HULU SUNGAI SELATAN REGENCY Markawie Markawie; Achmad Abdurrahman
CERUCUK Vol 2, No 1 (2018): CERUCUK VOL. 2 NO. 1 JANUARy 2018
Publisher : Universitas Lambung Mangkurat

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.20527/crc.v2i1.907

Abstract

The road leading to the village of Pandan Sari, Hulu Sungai Selatan Regency, is one of the important infrastructures for the community's economy in the village of Pandan Sari. The occurrence of landslides causes the transportation line to be cut off so that it needs to be repaired, the construction used to replace the road is a slab pile bridge because the implementation is quite easy and the construction costs are relatively cheap. This bridge has a 86 m span with the bridge class is a special class C with a traffic width of 5.5 m and a sidewalk of 0.25 m. The purpose of this final project is to obtain a construction design that is safe, qualified and economical in its manufacture.This design includes planning the upper structure, lower structure, and bridge foundation. Where the imposition of upper and lower building structures refers to RSNI T-02-2005, Calculation of loading is assisted by using SAP2000 software. Floor plate planning uses the Bittner method and the plate is considered as a 1 m wide beam. So that the biggest styles are used between the two methods. Quality specifications of U-32 main reinforcement steel (fy 320 MPa) quality of U-24 divider and shear reinforcement steel (fy 240 MPa). On the slab used concrete with fc '35 MPa quality. Whereas on the back and lower structure concrete is used with fc '30 MPa quality). Then proceed with analysis of slope stability against safety factors in conditions before and after the reinforcement.From the calculation results obtained 25 cm floor plate design D19-80 main reinforcement and divider reinforcement Ø16-100. In the abutment foundation, used manufacturing poles in the form of PC class B spun pile 30 cm in diameter as many as 12 poles, for 4 slab pile slabs (voute 1), and 6 poles per transverse beam (voute 2) ) Obtained bearing capacity (757.64 kN)> pile style (181.41 kN) and lateral carrying capacity (250.870 kN)> lateral force (95.76 kN). SF (Safety Factor) obtained before the reinforcement is 0.983 and after the strengthening is obtained 2.684.Keywords: Bridge, reinforced concrete, pile slab, abutment, pile.
DESIGN OF COMPOSITE GIRDER STRUCTURE BRIDGE OF SELUANG-1 RIVER PT LIFERE AGRO KAPUAS, KAPUAS DISTRICT A. Rizki Fauzi; Markawie Markawie
CERUCUK Vol 4, No 1 (2020): CERUCUK VOL. 4 NO. 1 JAN 2020
Publisher : Universitas Lambung Mangkurat

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.20527/crc.v4i1.3576

Abstract

The bridge at the Seluang-1 river is located around the palm oil plantation land owned by PT Lifere Agro Kapuas, Kapuas Regency, Central Kalimantan. In this Seluang-1 river, a bridge is planned to be built to facilitate the mobilization of palm oil plantation crops and other matters as well as transportation in the PT Lifere Agro Kapuas area because before there was a bridge the transportation traffic was cut off by the river so it had to circle quite a long way. The bridge is designed as a bridge with composite girder structure type.          The methodology in the design of loading uses the SNI 1725-2016 concerning on the Loading Standards for Bridges and SNI 2833-2016 concerning on the Earthquake Resilience Planning Standards for Bridges. For methodology in designing concrete structures refer to SNI 2847-2013 concerning Structural Concrete Requirements for Buildings and methodology in designing steel structures refers to SNI 1729-2015 concerning Specifications for Structural Steel Buildings. The material used for abutment uses reinforced concrete material. The methodology in calculating the bearing capacity of the foundation uses the method by Mayerhof and also the method by Kazuto Nakazawa, while the methodology in calculating the lateral bearing capacity uses the Broms method, with the efficiency of the pile using a graph by O’Neill.          From the results of topographic measurements taken a bridge design with a span of 30 m with a total bridge width of 7 m. The slab design is 25 cm thick with the compressive strenght of concrete is fc’ 30 MPa (K-350). The steel girder beam used WF Profile 1350.800.100.130 and the diaphragm beam used WF Profile 250.125.6.9 with BJ55 steel quality (fy 410 MPa). Whereas in the lower structure, the abutment designed with a height of 350 cm, a width of 320 cm and a length of 850 cm, was used with compressive strenght of concrete is fc’ 30 MPa (K-350). In the foundation used Spun Pile type piles with a diameter of 60 cm with a depth of 30 m piling as much as 8 piles on one abutment. Obtained Qallow = 116,37 tons > Qload = 114,69 tons so that the foundation is declared safe. The planned budget for the construction of a bridge on the Seluang-1 river is Rp 8.990.566.000,00.-              
SHEET PILE CONSTRUCTION DESIGN AS AN ALTERNATIVE TREATMENT FOR LANDSLIDE ON THE CITY BOUNDARY’S ROADS SECTIONS OF TANAH GROGOT-LOLO KUARO, TANAH GROGOT DISTRICT, PASER REGENCY, TANA PASER Cindy Nitasari; Markawie Markawie
CERUCUK Vol 2, No 1 (2018): CERUCUK VOL. 2 NO. 1 JANUARy 2018
Publisher : Universitas Lambung Mangkurat

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.20527/crc.v2i1.911

Abstract

In Tanah Grogot district, precisely on the KM 6 road which is the city boundary roads of Tanah Grogot City-Lolo Kuaro it has an important role as the only access for road users. Because at the side of the roads does not have a drainage channel, resulting in water overflowing and the seepage flowed on the surface, causing a landslide. The length of the landslides is 50 meters, with a width of 5.5 meters and the highest height is 9.6 meters. The result of this landslide is very disturbing for the road users. The delivery of goods and services can not be accommodated properly. Therefore, it is expected that this path must be handled properly, so the road can be functioning again safely and comfortably. How to handle this problem is by making a design of retaining walls construction which is safe in form of sheet pile.The planning for this anchored sheet pile begins with analyzing the secondary data in form of data sondir, laboratory data, and topographic measurement data. This then followed by the calculation of the forces acting on the sheet pile, the calculation of moments in the sheet pile, the calculation of the carrying capacity of the pile on the anchor, capacity calculations for the mast against a lateral load, and the slope stability analysis using GeoStudio2007 application. After that designing the sheet pile construction, tierod, the pile, planning the budget, and makes the Detail Engineering Design (DED).From the planning, the profile of concrete sheet pile obtained is CCSP W-500-A-1000 with a total length of the sheet pile is 12.2 meters. On tierod using dimensions of 6.32 m long with a diameter of 5 cm. On the pile is using a steel pipe with a diameter of 40 cm which penetrated into 10 m depth. For the stability of the slope with the reinforcement of piles obtained SF = 5.5> 1.25, which can be said as safe.Keywords:  designing sheet pile, anchored sheet pile, steel pipe piles.
KAJIAN DESAIN PENANGANAN OPRIT JEMBATAN (STUDI KASUS: JEMBATAN DESA PIHANIN KABUPATEN HULU SUNGAI SELATAN PROVINSI KALIMANTAN SELATAN) Markawie Markawie
Jurnal Teknologi Berkelanjutan Vol 9 No 01 (2020): Vol 09 No. 01
Publisher : Lambung Mangkurat University Press

Show Abstract | Download Original | Original Source | Check in Google Scholar | Full PDF (902.187 KB)

Abstract

The landslide on the Pihanin Bridge oprit towards Pihanin Village resulted in the interruption of land transportation routes and it was deemed necessary to repair. The landslide on the oprite was caused by the inability of the subgrade, which is relatively soft to support the Laterite embankment load as high as 4.5 m, with a specific gravity of 1.85 ton/m3 . The methodology used in handling the oprit is collecting secondary data in the form of road/bridge geometric data, soil investigation data (CPT/Sondir test and N-SPT test), soil data analysis, landslide analysis using GeoStudio 2012 software to estimate the landslide area with trial parameters. soil, so that sf < 1 is obtained which can be considered as a landslide field and the representative soil parameters are the same as those in the field. The next step is to calculate the load that refers to the SNI 1725:2016. From the results of the analysis, the design for handling landslides on the Pihanin bridge using box culvert type triple reinforcement with dimensions of length p = 8 m; width l = 10.2 m ; height t = 1.75 m, supported by 18 x 18 cm2 square piles, 12 m long. Analysis of the external stability of the slide shows the safety factor SF = 0.999 without reinforcement (existing condition) and SF = 2.622 with reinforcement (final condition). From the calculation of the forces acting on the pile in the form of an axial amount of 141.99 kN, with an allowable axial force capacity of 181.66 kN, while the lateral force that occurs is 4.96 kN with an allowable lateral force capacity of 216 kN.
Co-Authors A. Riski Fauzi A. Rizki Fauzi Achmad Abdurrahman Adhitya Prakarsa Aji Bagas Wahyu Adhi, Bagas Wahyu Cindy Nitasari Eddy nashrullah Fauzi Rahman Humaira Afrila Lestari, Utami Sylvia Lulu Assegaf Puguh Budi Prakoso Rahmah, Meuthia Rezqa Hidayaty Suparno Suparno Syariefuddin Maulana Teguh Prastiyo Ulfa Fitriati Yasruddin Yasruddin Yulian Firmana Arifin