Perkuatan Lereng pada Sempadan Sungai Jl. Sultan Agung Kabupaten Jember dengan Dinding Penahan Tanah Kantilever

The land collapsed on Jl. Sultan Agung, Jompo, Jember Regency was reported. A team from the Regional Disaster Management Agency (BPBD) found cracks in the ground under a shop since February 2019. This incident resulted in a landslide of a road with approximately 45 meters long and 10 meters wide that it blocked the river flow, and nine shophouses, which are the assets of the Jember Regency government, collapsed as deep as approximately 4 meters. The cantilever type retaining wall is designed in the landslide area as an effort to revitalize the banks of Jompo river on Jalan Sultan Agung. Cantilever wall design stability refers to SNI 8460: 2017 and was assisted by using the GEO 5 program. The stability of cantilever walls against overturning shows a safety factor value of 3.72 that greater than 2 (safe condition), whereas the stability of cantilever walls against sliding was 1.61 that greater than 1.5 (safe condition), and the stability of the bearing capacity was 8.18 that greater than 3 (safe condition). Cantilever wall structure using concrete quality (Fc ') 40 MPa, and reinforcement quality (Fy) 420 Mpa, with a diameter and a distance of 25 mm and 125 mm respectively. Additional reinforcement was given to the Cantilever Wall, i.e. a bore-pile with a diameter of 60 cm which was fixed to a depth of 6 meters.

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Reliability Analysis on Stability of Retaining Wall

Advanced Materials Research ◽

10.4028/www.scientific.net/amr.368-373.1213 ◽

2011 ◽

Vol 368-373 ◽

pp. 1213-1216

Author(s):

Qing Guo Li

Keyword(s):

Reliability Analysis ◽

Reliability Index ◽

Retaining Wall ◽

Reference Value ◽

Calculation Model ◽

Wall Structure ◽

Structure Reliability ◽

Reliability Calculation ◽

Geotechnical Mechanics ◽

The Stability

The retaining wall structure reliability calculation model was established by identifying the stability reliability analysis function of retaining wall according to the geotechnical mechanics parameters’ interval characteristic. The method in this paper has been applied to the engineering examples, the results shows it is reasonable and practicable. The influence of geotechnical mechanics parameters on the retaining wall stability reliability index that was discussed in this paper has a certain reference value for engineering.

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Optimization of High Concrete Retaining Wall Structure

Applied Mechanics and Materials ◽

10.4028/www.scientific.net/amm.357-360.597 ◽

2013 ◽

Vol 357-360 ◽

pp. 597-603

Author(s):

Su Yang Gao ◽

Yan Chen ◽

Yao Feng Xie ◽

Wen Dong Lei ◽

Kai Yin

Keyword(s):

Cross Section ◽

Optimization Design ◽

Retaining Wall ◽

Cross Sectional Area ◽

Wall Structure ◽

Sectional Area ◽

Cross Sectional ◽

Structure Selection ◽

Great Height ◽

The Stability

The height of vertical pier retaining wall is relatively larger in regions with great height of water. As the retaining wall becomes higher, the cross-sectional area of ordinary gravity pier structure becomes larger and foundation strength needs to be larger, thus there are some restrictions for traditional structure form. This research focuses on new structure forms of high concrete retaining wall and its optimization design for piers in regions with great height of water. This study establishes a nonlinear constrained mathematical model of pier high retaining wall structures. The objective function is cross-sectional area of the pier retaining wall which is restricted by the stability, bearing capacity of foundation and strength of cross-section of retaining wall. This model is solved by fmincon function from Matlab and the results present an economically reasonable cross-section form. This new selection is greatly significant to improve the stability of high concrete retaining wall and reduce the project cost. The new structure is successfully used in a port of Huaihe River and it can be a solution to pier structure selection problem in regions with great height of water in the future.

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STRUKTUR DINDING PELINDUNG LERENG DENGAN METODE KAKI BELALANG TIRUAN

Teras Jurnal ◽

10.29103/tj.v9i1.182 ◽

2019 ◽

Vol 9 (1) ◽

pp. 11

Author(s):

Sulardi Sulardi

Keyword(s):

Research Method ◽

Flood Control ◽

Retaining Wall ◽

Point Contact ◽

Wall Structure ◽

Success Story ◽

Ground Anchors ◽

Drainage Channels ◽

The Stability ◽

Protective Structures

Tujuan penelitian adalah untuik memberikan gambaran tentang spesifikasi, bentuk, dimensi dan konfigurasi struktur dinding pelindung tanah dengan metode kaki belalang serta metode pelaksanaannya di lapangan. Metode penelitian ini menggunakan metode penelitian terpakai dan penelitian ini sekaligus sebagai technical notes success story aplikasi struktur pelindung lereng dengan metode kaki belalang tiruan pada pembangunan reservoir pengendali banjir di kota Balikpapan. Hasil penelitian menunjukan, metode kerja pemasangan struktur dinding pelindung lereng dengan metode kaki belalang tiruan dapat diaplikasikan dengan baik dan aman tanpa terjadi incident. Stabilitas dinding penahan lereng ini terletak pada penggunaan pondasi jenis paku dibagian bawah, pasangan tapak-tapak penumpu dinding pelindung lereng, ground anchor dan pasangan saluran drainase. Kata kunci: dinding pelindung lereng, kaki belalang, three point contact. Abstract The research objective is to provide an overview of the specifications, shape, dimensions and configuration of the structure of the protective walls of the land with the method of grasshopper and its method of implementation in the field. This research method used the used research method and this study as well as a technical notes success story application of slope protective structures with artificial grasshopper foot method in the construction of flood control reservoirs in the city of Balikpapan. The results showed that the working method of the installation of a slope protective wall structure with artificial grasshopper foot method can be applied properly and safely without incident. The stability of the slope retaining wall lies in the use of nail type foundations at the bottom, pairs of tread supporting walls, ground anchors and pair of drainage channels. Keywords: protective slope walls, grasshopper feet, three point contact.

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Monitoring Technique Using a Vision-based Single-Camera System for Reinforced Soil Retaining Wall

Korean Society of Hazard Mitigation ◽

10.9798/kosham.2020.20.6.209 ◽

2020 ◽

Vol 20 (6) ◽

pp. 209-219

Author(s):

Yongsoo Ha ◽

Gichul Kweon ◽

Yuntae Kim

Keyword(s):

Feature Matching ◽

Retaining Wall ◽

Reinforced Soil ◽

Structural Safety ◽

Wall Structure ◽

Single Camera ◽

Optimal Method ◽

Camera System ◽

Perspective Image ◽

The Stability

Reinforced soil retaining walls are widely applied, and their frequency of collapse increases along with their use. Safety inspections are regularly conducted to ensure the structural safety of such walls. However, unexpected collapses occur for different reasons, such as design and construction problems, maintenance issues, and natural disasters including intensive rainfall. In this study, a single-camera system is proposed to evaluate the behavior of a retaining wall based on a single-perspective image. Various feature matching methods were compared to determine the optimal method for monitoring the retaining wall structure. The behaviors of the retaining wall structure were analyzed using the optimal method. The results indicate that the KAZE method provides the best results for monitoring the behaviors of a retaining wall, with errors ranging from 0.03% to 7.37%. The proposed single-camera system is widely used to evaluate the stability of a structure with high accuracy.

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ANALISIS STABILITAS BACK-TO-BACK MECHANICALLY STABILIZED EARTH WALLS (STUDI KASUS JALAN LAYANG DI SULAWESI SELATAN)

JMTS: Jurnal Mitra Teknik Sipil ◽

10.24912/jmts.v0i0.12582 ◽

2021 ◽

Vol 4 (3) ◽

pp. 657

Author(s):

Yordan Salim ◽

Andryan Suhendra

Keyword(s):

Safety Factor ◽

Urban Areas ◽

Retaining Wall ◽

Tensile Force ◽

Wall Structure ◽

Mechanically Stabilized Earth ◽

Mechanically Stabilized Earth Walls ◽

Mechanically Stabilized ◽

The Stability ◽

Earth Walls

In urban areas, the requirement for roads is always increasing. This has resulted in various problems such as limited land so that it needs to construct a proper retaining wall. The type of retaining wall that will be discussed is back-to-back mechanically stabilized earth walls. The author analyzes the minimum reinforcement length required for the stability of the retaining wall structure. The author also analyzes the use of backfill material from back-to-back mechanically stabilized earth walls. In this study, two types of backfill materials were used, sand and laterite. The author analyzes the stability of the structure using manual calculations and with software based on finite element methods with several differences in the reinforcement length of the geogrid. In manual analysis obtained the tensile force that occurs in the geogrid and the safety factor for the external stability. In the analysis using the software obtained the safety factor and deformation that occurs in the structure. The results of this study are the minimum ratio of reinforcement length to height, that is L = 0.66H for sand and L = 0.6H for laterite. The requirement of geogrid tensile capacity for laterite is smaller than for sand.Keywords: reinforcement length, mechanically stabilized earth walls, geogrid, safety factorPada daerah perkotaan, kebutuhan akan jalan selalu meningkat. Hal ini mengakibatkan berbagai masalah seperti keterbatasan lahan sehingga perlu konstruksi dinding penahan tanah yang tepat. Jenis dinding penahan tanah yang akan dibahas adalah back-to-back mechanically stabilized earth walls. Penulis menganalisis panjang penjangkaran minimum yang diperlukan untuk statbilitas struktur dinding penahan tanah. Penulis juga menganalisis penggunaan material timbunan dari back-to-back mechanically stabilized earth walls. Pada penelitian ini digunakan dua jenis material timbunan yaitu pasir dan tanah merah. Penulis menganalis kestabilan dari struktur menggunakan perhitungan manual dan dengan software berbasis metode elemen hingga dengan beberapa variasi panjang penjangkaran dari geogrid. Pada analisis manual, diperoleh gaya tarik yang terjadi pada geogrid dan faktor keamanan dari stabilitas eksternal struktur. Pada analisis menggunakan program diperoleh faktor keamanan dan deformasi yang terjadi pada struktur. Adapun hasil dari penelitian ini yaitu rasio panjang penjangkaran terhadap tinggi minimum yaitu L = 0,66H pada pasir dan L = 0,6H untuk tanah merah. Kebutuhan kapasitas tarik geogrid untuk tanah merah lebih kecil daripada pasir.Kata kunci: panjang penjangkaran, mechanically stabilized earh walls, geogrid, faktor keamanan

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THE EVALUATION OF THE CAUSES OF RETAINING WALL STRUCTURE FAILURE AT A RIVER BASED ON SNI 2847:2013

Majalah ilmiah Pengkajian Industri ◽

10.29122/mipi.v14i3.4383 ◽

2021 ◽

Vol 14 (3) ◽

Author(s):

Tri Handayani ◽

Sudarmadi Sudarmadi

Keyword(s):

Visual Inspection ◽

Water Pressure ◽

Retaining Wall ◽

Site Investigation ◽

Wall Structure ◽

Sheet Pile ◽

Design Strength ◽

Depth Measurement ◽

Concrete Quality ◽

Minimum Depth

In this paper, the application of SNI 2847:2013 in the evaluation of the caseof a retaining wall failure is presented. The method is the analyticalretaining wall evaluation, which consisted of visual inspection in the field,depth measurement of pile and sheet pile, and the quality test of concretematerial. The data were used as input in structure modeling using FiniteElement Method (FEM) software to calculate each structural member'srequired strength (Ru). The calculation was done to obtain the designstrength (ØRn) of the structural member. The retaining wall is consideredsafe if its design strength is greater than or equal to the required strengthor ØRn ? Ru. If this condition cannot be fulfilled, the retaining wall isconsidered failed, and then the causes of failure would be performed. Theresult showed that the depth of the pile and sheet pile is less than therequired minimum depth, and concrete quality is below the specificationmentioned in the as-built drawing data. According to structural analysis andcalculation of site investigation data, it could be known that the causes ofretaining wall failure are the design strength is smaller than the requiredstrength and the vertical moment due to its self-weight is much smaller thanthe horizontal moment due to soil and water pressure, so it causes thestructural sliding.

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Sliding Stability of Dry Masonry Block Retaining Wall Structure with a Resistance Plate

International Journal of Geomate ◽

10.21660/2012.6.283 ◽

2012 ◽

Author(s):

Akihiro Hashimoto

Keyword(s):

Retaining Wall ◽

Wall Structure ◽

Sliding Stability

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Structural Behavior of Prefabricated Ecological Grid Retaining Walls and Application in a Highway in China

Symmetry ◽

10.3390/sym13050746 ◽

2021 ◽

Vol 13 (5) ◽

pp. 746

Author(s):

Xinquan Wang ◽

Cong Zhu ◽

Hongguo Diao ◽

Yingjie Ning

Keyword(s):

Retaining Wall ◽

Contact Point ◽

Retaining Walls ◽

Wall Structure ◽

Soil Arching ◽

Finite Element Software ◽

Study Results ◽

Stress And Deformation ◽

Asymmetrical Condition ◽

Construction Efficiency

The retaining wall is a common slope protection structure. To tackle the current lack of sustainable and highly prefabricated retaining walls, an environmentally friendly prefabricated ecological grid retaining wall with high construction efficiency has been developed. Due to the asymmetrical condition of the project considered in this paper, the designed prefabricated ecological grid retaining wall was divided into the excavation section and the filling section. By utilizing the ABAQUS finite element software, the stress and deformation characteristics of the retaining wall columns, soil, anchor rods, and inclined shelves in an excavation section, and the force and deformation relationships of the columns, rivets, and inclined shelves in three working conditions in a filling section were studied. The study results imply that the anchor rods may affect the columns in the excavation section and the stress at the column back changes in an M-shape with height. Moreover, the peak appears at the contact point between the column and the anchor rod. The displacement of the column increases slowly along with the height, and the column rotates at its bottom. In the excavation section, the stress of the anchor rod undergoes a change at the junction of the structure. The inclined shelf is an open structure and is very different from the retaining plate structure of traditional pile-slab retaining walls. Its stress distribution follows a repeated U-shaped curve, which is inconsistent with the trend of the traditional soil arching effect between piles, which increases first and then decreases. For the retaining wall structure in the filling section, the numerical simulated vehicle load gives essentially consistent results with the effects of the equivalent filling on the concrete column.

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PSEUDOSTATIC DESIGN FACTORS FOR STABILITY OF WATERFRONT-RETAINING WALL DURING EARTHQUAKE

Journal of Earthquake and Tsunami ◽

10.1142/s1793431110000819 ◽

2010 ◽

Vol 04 (04) ◽

pp. 387-400 ◽

Cited By ~ 2

Author(s):

DEEPANKAR CHOUDHURY ◽

SYED MOHD AHMAD

Keyword(s):

Retaining Wall ◽

Pressure Ratio ◽

Free Water ◽

Hydrodynamic Pressure ◽

Wall Friction ◽

Sliding Stability ◽

The Stability ◽

Seismic Forces ◽

Design Factors ◽

Similar Kind

The paper presents a methodology for seismic design of rigid watferfront-retaining wall and proposes simple design factors for the sliding stability under seismic condition. Conventional pseudostatic approach has been used for the calculation of the seismic forces, while for the calculation of the hydrodynamic pressure, Westergaard's approach has been used. In addition, the hydrodynamic force has been considered from both the upstream and downstream sides of the waterfront-retaining wall under free water condition of the backfill. Simplified expression for the calculation of the equivalent weight of the wall which would be needed to maintain sliding stability is presented. It has been observed that the presence of water both on the upstream and downstream sides of the wall has serious destabilizing effect on the stability of the wall. It is noticed that as the height of the water inside the backfill increased from 0.00 to a height equal to the height of the wall itself, i.e., the backfill is fully submerged, the weight of the wall needed for the later case is around 3 times more than what would be needed for the former case. Similar observations were also made by varying other parameters like the horizontal and vertical seismic acceleration coefficients, height of the water on the upstream side of the wall, and soil and wall friction angles. The pore pressure ratio and the inclination of the ground, however, did not have significant effect on the results. Due to nonavailability of the results of similar kind in literature, an exact comparison for the present results could not be made. Only partial comparison of the present results is made with an already existing methodology for the dry backfill case only, in which no presence of water has been considered on the other side of the wall. This comparison shows a good agreement with the present results. The proposed pseudostatic design factors for the case of wet backfill with the presence of water on both sides of the wall are claimed to be unique.

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The Adaptability of The Society in Dealing with The Vulnerability of Earthquake Threats in Bantul

Policy & Governance Review ◽

10.30589/pgr.v1i2.51 ◽

2017 ◽

Vol 1 (2) ◽

pp. 153

Author(s):

Delfi Delfi

Keyword(s):

Natural Disasters ◽

Disaster Management ◽

River Flow ◽

Literature Study ◽

Adaptation Capacity ◽

Depth Interview ◽

Information And Communication ◽

Qualitative Descriptive ◽

Collecting Techniques ◽

Societal Adaptation

Earthquake in Bantul on May 27, 2006 brought catastrophic impacts for society as the victims. There were the most serious damages and highest number of victims in Bawuran Village. On the other hand, Srigading Village had the lowest damages and there was no victim. Bawuran Village is located on graben which causes its vulnerability towards earthquake threat. Meanwhile, Srigading Village is situated on 3-10 meters above the sea level, which makes it vulnerable to tsunami. The adaptation capacity is very important to minimize the costs of natural disasters. Based on the reviews of those backgrounds, the researcher will examine the societal adaptation capacity in Bawuran and Srigading Village regarding to its vulnerability towards tsunami and earthquake. Societal adaptation capacity can be seen as society’s readiness in facing natural disasters. This research uses qualitative-descriptive method. Data collecting techniques are done by using literature study, field observation through interview and documentation. The researcher also has conducted an in-depth interview with the local government i.e. the oﬃcers of Regional Disaster Management Agency (BPBD) in Bantul Regency. The result of this research is to find out the society’s adaptation capacity towards earthquake, drought, landslide, flood, fallen tree, tornado and river flow closing in Bawuran Village. Meanwhile in Srigading Village, the risk of tsunami, flood and puddle have been found. The society’s adaptation capacity in Bawuran and Srigading Village can be assessed by using economic growth, social capital, information and communication, and social competence. Based on those assessments, societies do not have readiness in facing disasters yet. It is caused by poor economic condition, inadequate economic resources with low incomes in Bawuran Village, and the uneven population of Srigading Village. The networks within the community have not been fully developed. The community also cannot access information through the internet network. This is due to the unavailability of internet facilities in the two villages. It also lacks of disaster management competency. This condition is indicated by the absence of disaster programs in the two villages. Awareness from the society, especially the victims in responding disasters is also needed. The result of research shows that societies do not have readiness in facing any upcoming disasters yet.

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