Soil movement mobilised with retaining wall rotation in loose sand

Very few studies measured the settlement of retaining wall supported piles foundation under a soil movement. This study explores the pile settlement induced from the sudden breakdown of a closely located retaining wall using a small-scale experimental model. Various factors affect the pile settlement, but the influence of the embedment ratio of the pile and collapsed height of the retaining wall is relatively more visible. The induced settlement decreases with pile embedment depth and increases with the collapsed height of the retaining wall. The pile settlement initially increases at a higher rate with an increase in the collapsed height to a certain extent, beyond which, becomes relatively less observable. Pile group settlement reduces with the increase in spacing and the number of piles in longer piles. However, opposite trends have been observed in piles with a smaller embedment ratio. The settlement reduces logarithmically with the increase in the distance between piles and the retaining wall. Pile groups with small embedment ratio are severely more affected by the breakdown of the retaining wall than the piles of a large embedment ratio. Pile groups placed parallel to the retaining wall are more affected than those placed orthogonally.

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Desain Dinding Penahan Tanah sebagai Perkuatan Pada Kelongsoran Villa di Hambalang

Empowerment in the Community ◽

10.31543/ecj.v1i2.417 ◽

2020 ◽

Vol 1 (2) ◽

pp. 54

Author(s):

Abi Maulana Hakim

Keyword(s):

Safety Factor ◽

Rainy Season ◽

Retaining Wall ◽

Preventive Measure ◽

Soil Movement ◽

Bored Pile ◽

Structural Capacity ◽

Safety Precaution ◽

Land Sliding

Landslide is one of major issue that occurred during rainy season. This problem is straightforward and able to be prevented with installing reinforcement into the designated landslide location prior to sliding failure. It is effective due to the reinforcement cutting through failure plane, hence strengthen the soil body. By and large, prior to land sliding, several indications are taken into place, such as soil cracking, structural cracking, vegetation movement, etc. By observing this event, one should be aware that further soil movement are very likely to follow afterwards. Consequently, safety precaution shall be taken. This paper presents one case study in Hambalang, Bogor, West Java, Indonesia. In this case, structural crackings are found in several places, especially at the poolside. These are appeared earlier this year, concurrently with very high intensity rainy season which is predicted to be the cause. Analysis is performed to check the current stability of the slope. The result is showing that the Safety Factor value is 1.181, below the allowable value of 1.5. Then, reinforcement is designed as a preventive measure. It is using retaining wall by employing bored pile coupled with sufficiently thick capping beam. From analysis, the safety factor is increased to 1.553 during critical condition. This value is above the criteria of 1.5 and concluded as a safe design. Structural capacity of bored pile is also designed. Accordingly, the retaining wall is constructed on site in final stage

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Kriteria Desain Dinding Penahan Pada Tanah Campuran

Wahana Teknik Sipil: Jurnal Pengembangan Teknik Sipil ◽

10.32497/wahanats.v24i2.1726 ◽

2019 ◽

Vol 24 (2) ◽

pp. 79

Author(s):

Dyah Wahyu Apriani ◽

Muhammad Hadid

Keyword(s):

Wall Thickness ◽

Retaining Wall ◽

Retaining Walls ◽

Design Criteria ◽

Efficient Design ◽

Soil Movement ◽

A Value ◽

C Value ◽

Institute Of Technology ◽

Minimum Criteria

Retaining wall is one of the reinforcing techniques used to control soil movement. Reinforcement with retaining walls is relatively expensive so an efficient design is needed. Unfortunately, the guidelines for planning a retaining wall are limited. Analysis of design criteria was carried out on silt clay soil taken in the area of the Karang Joang Kalimantan Institute of Technology (ITK) area based on the dimension guide given by Hardiyatmo (2010) and Nakazawa, et al (1980) for safe slope height based on the type of retaining wall. The minimum criteria for cantilever type retaining walls with a slope height of 2-3 meters is the width of the TOE (A) = B / 3 meters, the base width retaining wall (B) = minimum of 0.7 H meters, the width of the upper wall (C) = 0.2 meters and wall thickness (D) = H / 10-H / 12 meters, while for slopes with a height of 4- 5 meters the safe dimension range is TOE (A) width = A / 3, slope width (B) is designed to be a minimum of 0.9 H meters, width of the wall (C) = minimum 0.2 meters and wall thickness (D) = H / 10-H / 12 meters. Gravity retaining wall has design criteria for slopes as high as 2-3 meters of A = D / 2-D meters, B is taken to a minimum of 0.7 H meters, a minimum C value of 0.3 m and D of H / 8 - H / 6 meters for slopes with a height of 2-3 meters, meanwhile for slopes with a height of 4-5 meters, B to a minimum of 0.9 H meters, with a value of A = D / 2-D meters, the C value is designed to be a minimum of 0.3 meters and D = H / 8 - H / 6 meters.

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ENGINEERING AND GEODESIC RESEARCH OF VERTICAL DISPLACEMENTS OF BUILDINGS AND STRUCTURES ON THE TERRITORY OF PIDHORETSKYI MONASTERY

Priority areas for development of scientific research: domestic and foreign experience ◽

10.30525/978-9934-26-049-0-32 ◽

2021 ◽

Author(s):

Olena Kubrak ◽

◽

Andrij Balian ◽

Oksana Serant ◽

◽

...

Keyword(s):

18Th Century ◽

Retaining Wall ◽

Support Network ◽

State Of Emergency ◽

Soil Movement ◽

Heritage Sites ◽

Architectural Monument ◽

Vertical Displacements ◽

The Church ◽

Deformations Of Buildings

The aim of the study is to observe the dynamics of soil movement and deformation of the complex of buildings and structures in the Pidhoretskyi monastery on the basis of geodetic measurements in complex engineering and geological conditions in the protected area, as well as permanent monitoring of vertical displacements for analysis and further recommendations for concerning safe operation of engineering constructions. Due to significant landslides on the slopes of the terrace, the buildings and structures of the Pidhoretskyi monastery are in a state of emergency. To save the architectural monument of the 18th century, which is located on the territory of Plisnetskyi reserve, a reference geodetic planned-height network (proving ground) has been created, which allows to determine the magnitude and direction of soil landslides; to determine the deformation of buildings and structures; to determine the amount of subsidence of structures as well as monitoring these processes. The support network consists of 2 planned-height (source) soil geodetic points for control of six stationary observation stations, 4 of which are located on one top of the mountain slope, and 2 are on the other. The height basis is created by leveling of the II class. Planned-height network consists of eight lines: some are designed and laid parallel to the church buildings, others are directed towards the ravines to determine the dynamics of their movement. A total of 87 reinforcing marks for linear - angular observations are laid. To observe the deformations of buildings and structures, 35 external wall signs (benchmarks) were laid in the foundations of the buildings, 20 were laid in the retaining wall and 22 internal signs (dowels) were laid in the stone floor of the church. The total number of all wall signs are 77. We proposed the manufacture of polymer poles on the ground from the polymer pipes, with which we fixed all points of the planned height network. The convenience of their use is due to the fact that they meet the requirements of the instructions and they can be used in the territories of cultural heritage sites of national importance, without violating the Law of Ukraine. Centers can be made from improvised materials quickly and conveniently; their cost is quite low; ease and forced centering of devices and reflectors above the signs eliminates centering errors. Research methods. Geometric leveling of the second class with Ni-002 level and observation of displacements in the targets was performed at the proving ground. Research results. For the first time on the territory of Pidhoretskyi monastery a stationary geodetic proving ground was created for permanent observations of soil movements, deformations of buildings and structures. The points of the proving ground are laid down by the proposed types of centers. On the basis of geodetic observations, uneven and uniform subsidence of the marks of the studied buildings and structures, displacement of points of alignment were determined; maps of vertical movements of the earth's surface of the territory of the Pidhoretskyi monastery were created.

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Suitability of Tyre Derived Geomaterial Mixed with Gravel to be used in Gabion Type Retaining Wall

International Journal of Recent Technology and Engineering - 2 ◽

10.35940/ijrte.c1016.1183s319 ◽

2019 ◽

Vol 8 (3S3) ◽

pp. 412-416

Keyword(s):

Slope Failure ◽

Retaining Wall ◽

Scale Model ◽

Sieve Analysis ◽

Soil Movement ◽

Material Recycling ◽

Artificial Rainfall ◽

Basic Characteristics ◽

Materials Used ◽

Study Laboratory

The disposal of scrap tyre is a major problem in developing countries. Material recycling is adopted in order to promote safer disposal (beside conventional dump and thermal recycling). Tyre derived geomaterial (TDGM) are proposed to be used in construction of gabion type retaining wall to prevent slope failure that has been a serious geotechnical threat in many countries. The reason of choosing tyre is not only to help in reducing the stockpiling of scrap tyre generated in environmental friendly way but also to reduce the dependency of gravel as the material to filled current gabion wall. In this study, laboratory scale model of gabion wall was developed to protect soil slope. Various proportion mixture of gravel:TDGM were used to construct the gabion wall. The protected slope was subjected to an artificial rainfall of 13mm/hour. Soil movement from commencement of the test until the slope failed was recorded by using transducers. Sieve analysis, specific gravity test and compaction test were conducted beforehand upon all materials used in the study to determine basic characteristics of the materials. From this study, it is found that, due to its lightweight properties, the use of TDGM (tyre chips and tyre buffer) as unique material in gabion wall was insufficient to reduce the displacement of the gabion wall. Larger displacement of gabion wall was recorded in the case of gravel:TDGM mixture was used to fill gabion wall. TDGM need to be mixed with large amount of gravel (at least 80% by volume) to increase the self-weight of the gabion wall and increase its stability.

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ANALISIS PENANGGULANGAN KELONGSORAN TANAH PADA RUAS JALAN GUNUNG TUGEL PATIKRAJA BANYUMAS

Jurnal Teknik Sipil ◽

10.24002/jts.v14i1.1017 ◽

2017 ◽

Vol 14 (1) ◽

pp. 53

Author(s):

Arwan Apriyono ◽

Sumiyanto Sumiyanto ◽

Nanang Gunawan Wariyatno

Keyword(s):

Limit Equilibrium ◽

Retaining Wall ◽

Limit Equilibrium Method ◽

Pile Foundations ◽

Soil Parameters ◽

The Road ◽

Realistic Option ◽

Stable Conditions ◽

Using Data ◽

Wall Slope

Gunung Tugel is an area that located Patikraja Region, Southern Banyumas. Thetopography of the area is mostly mountainous with a slope that varies from flat to steep. Thiscondition makes to many areas of this region potentially landslide. In 2015, a landslideoccurred in Jalan Gunung Tugel. The Landslide occurred along 70 meters on the half of theroad and causing traffic Patikraja-Purwokerto disturbed. To repair the damage of the road andavoid further landslides, necessary to analyze slope stability. This study is to analyze landslidereinforcement that occurred at Gunung Tugel and divides into 3 step. The first step is fieldinvestigation to determine the condition of the location and dimensions of landslides. Thesecond step is to know the soil parameters and analyzes data were obtained from the field. Andthe final step is analyzed of the landslide reinforcement by using data obtained from thepreceding step. In this research, will be applied three variations of reinforcement i.e. retainingwall, pile foundation and combine both of pile foundations and retaining wall. Slope stabilityanalysis was conducted using limit equilibrium method. Based on the analysis conducted onthe three variations reinforcement, combine both of pile foundations and retaining wall morerecommended. Application of and combine both of pile foundations and retaining wall is themost realistic option in consideration of ease of implementation at the field. From thecalculations have been done, in order to achieve stable conditions need retaining wall withdimensions of 2 meters high with 2,5 meters of width. DPT is supported by two piles of eachcross-section with 0.3 meters of diameter along 10 meters with 1-meter in space. Abstrak: Gunung Tugel adalah salah satu daerah yang terletak di Kecamatan PatikrajaKabupaten Banyumas bagian selatan. Kondisi topografi daerah tersebut sebagian besar berupapegunungan dengan kemiringan yang bervariasi dari landai sampai curam. Hal inimenyebabkan banyak daerah di wilayah Gunung Tugel yang berpotensi terjadi bencana tanahlongsor. Pada tahun 2015, peristiwa longsor kembali terjadi di ruas Jalan Gunung Tugel.Kelongsoran yang terjadi sepanjang 70 meter pada separuh badan jalan tersebut menyebabkanarus lalu lintas patikraja-purwokerto menjadi terganggu. Untuk memperbaiki kerusakan jalandan mencegah kelongsoran kembali, diperlukan analisis perkuatan tanah terhadap lerengtersebut. Studi analisis penanggulangan kelongsoran jalan yang terjadi di Gunung Tugel inidilakukan dengan tiga tahapan. Tahapan pertama adalah investigasi lapangan untukmengetahui kondisi lokasi dan dimensi longsor serta mengambil sampel tanah di lapangan.Tahap kedua adalah melakukan pengujian parameter tanah dan analisis data yang diperolehdari lapangan. Tahapan yang terakhir adalah analisis penanggulangan longsor denganmenggunakan data yang diperoleh dari tahapan sebelumnya. Pada penelitan ini, akanditerapkan tiga variasi perkuatan lereng yaitu dinding penahan tanah (DPT), turap dan DPTyang dikombinasikan dengan pondasi tiang. Analisis stabilitas lereng dilakukan dengan metodekeseimbangan batas. Berdasarkan hasil analisis yang dilakukan terhadap ketiga variasiperkuatan, DPT dengan kombinasi tiang pancang lebih direkomendasikan. Penerapan DPTyang dikombinasikan dengan minipile merupakan pilihan yang paling realistis denganpertimbangan tingkat kemudahan pelaksanaan di lapangan. Dari perhitungan yang telahdilakukan, untuk mencapai kondisi stabil diperlukan DPT dengan dimensi tinggi 2 meterdengan lebar bawah 2,5 meter. DPT tersebut ditopang oleh dua tiang tiap penampangmelintang dengan diameter 0,3 meter sepanjang 10 meter dengan jarak antar tiang 1 meter.kata kunci: tanah longsor, perkuatan tanah, metode keseimbangan batas

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DEVELOPING AND SELECTING SLOPE STABILIZATION TECHNIQUES IN MANAGING SLOPE FAILURES

Jurnal Teknik Sipil ◽

10.24002/jts.v12i4.638 ◽

2016 ◽

Vol 12 (4) ◽

Author(s):

Ari Sandyavitri

Keyword(s):

Retaining Wall ◽

Value Engineering ◽

Rating Systems ◽

Slope Stabilization ◽

Rockfall Hazard ◽

Proactive Approach ◽

West Sumatra ◽

Hazard Rating ◽

Hazard Rating Systems ◽

Steep Slopes

This paper objectives are to; (i) identification of risky slopes (within 4 Provinces in Sumatra including Provinces of Riau, West Sumatra, Jambi and South Sumatra encompassing 840 kms of the “Jalan Lintas Sumatra” highway) based on Rockfall Hazard Rating Systems (RHRS) method; (ii) developing alternatives to stabilize slope hazards, and (iii) selecting appropriate slopes stabilization techniques based on both proactive approach and value engineering one. Based on the Rockfall Hazard Rating Systems (RHRS) method, it was identified 109 steep slopes prone to failure within this highway section. Approximately, 15 slopes were identified as potential high-risk slopes (RHRS scores were calculated >200 points). Based on the proactive approach, seven riskiest slopes ware identified. The preferred stabilization alternatives to remedy most of these slopes are suggested as follow; either (i) a combination of retaining wall and drainage, or (ii) gabion structure and drainage. However, different approaches may yield different results, there are at least 2 main consideration in prioritizing slope stabilization; (i) based on the riskiest slopes, and(ii) the least expensive stabilization alternatives.

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