scholarly journals PEMODELAN DINDING CANTILEVER PENAHAN TANAH MENGGUNAKAN SAP 2000 DENGAN MENGANALISA KUAT TEKAN TERHADAP VARIASI BEBAN (STUDI KASUS DI RUAS JALAN BALEROJO KALEGEN)

2020 ◽  
Vol 14 (1) ◽  
pp. 6
Author(s):  
Jefrizal Sihombing ◽  
Yoga Satria I ◽  
Amelia Rosana Putri ◽  
Widya Utama
Keyword(s):  
Compressive Strength ◽  
Shear Strength ◽  
Retaining Wall ◽  
Retaining Walls ◽  
Front Wall ◽  
The Real ◽  
Load Variations ◽  
Distributed Load ◽  
Heel Width ◽  
Cantilever Retaining Walls

The modeling of retaining wall is adapted to the real conditions on Balerejo Kalegen Street. This wall modeling uses a Cantilever type wall which has a height of 550 cm and a width of 385 cm which is useful for calculating the minimum strength of a cantilever wall for retaining the soil on the Balerejo Kalegen road. In addition, this wall is modeled to have a width of 55 cm, a heel width of 130 cm, a foot width of 130 cm, the width of the next leg is 100 cm, with a wall that enters it is 50 cm and using evenly distributed load variations has been adjusted where the load used is the burden amounting to 11,138, 5.5, 0.3869 tons. When inputting data into SAP 2000 beforehand, calculations must be made related to the force that will affect the wall, then modeling the walls according to the Cantilever shape. After that, Cantilever wall that has been made can be calculated compressive strength and shear strength where the compressive strength of the front wall with an average of 175,154 tons m, the back with an average of 62,666 tons m, the average front heel 866,054 tons m , and the back heel averages 910,463 tons m. Keywords: Cantilever, Retaining Walls, SAP 2000.

scholarly journals ANALISA KUAT TEKAN TERHADAP VARIASI BEBAN PEMODELAN DINDING CANTILEVER MENGGUNAKAN SAP 2000

Jurnal PenSil ◽  
2020 ◽  
Vol 9 (2) ◽  
pp. 125-130
Author(s):  
Amelia Rosana Putri ◽  
Jefrizal Sihombing ◽  
Yoga Satria Iswandaru ◽  
Widya Utama
Keyword(s):  
Compressive Strength ◽  
Shear Strength ◽  
Retaining Wall ◽  
Front Wall ◽  
Load Variations ◽  
Road Section ◽  
Distributed Load ◽  
Modelling Method ◽  
Heel Width ◽  
Average Compressive Strength

The construction of a retaining wall that is classified as simple is necessary to consider the model, analysis of the material, and the calculation of the avalanche that will fall on the retaining wall. This study used the modelling method of retaining wall with the calculation method of SAP 2000. This wall modelling used a Cantilever type wall with a height of 550 cm and a width of 385 cm. This modelling is useful to calculate the minimum strength of the cantilever wall for retaining the soil at the Balerejo Kalegen road. Further, this wall was modelled to have a width of 55 cm, a heel width of 130 cm, a foot width of 130 cm, the following foot width of 100 cm, with a wall that was embedded with a depth of 50 cm and used evenly distributed load variations, which has been adjusted where the load used were 11.138, 5.5, 0.3869 tons. When inputting data into SAP 2000 beforehand, calculations must be made related to the force that will affect the wall, followed by wall modelling according to the Cantilever shape. Subsequently, the compressive and shear strength of the Cantilever wall that has been made can be calculated where the compressive strength produced of the front wall has an average of 175.154 tons m; that of the back has an average of 62.666 tons m; that of the front heel has an average of 866.054 tons m, and that of the back heel has an average of 910.463 tons m. Based on the data and analysis of the design of the soil retaining wall in the Balarejo road section, the average compressive strength for the front wall is 175.154 tons m. It shows that the soil retainer is very good compared to the pressure from the soil that will be received.

scholarly journals Review on “Assessment of the effect of lateral dynamic forces on rcc cantilever l-shaped and t-shaped retaining wall with height variations”

2021 ◽  
Vol 1197 (1) ◽  
pp. 012030
Author(s):  
Jayesh Harode ◽  
Kuldeep Dabhekar ◽  
P.Y. Pawade ◽  
Isha Khedikar
Keyword(s):  
Retaining Wall ◽  
Earth Pressure ◽  
Bending Moment ◽  
Retaining Walls ◽  
Wall Material ◽  
Dynamic Forces ◽  
Present Design ◽  
Cantilever Retaining Walls ◽  
The Stability ◽  
Manual Calculation

Abstract It is now becoming very essential to analyse the behaviour of retaining structures due to their wide infrastructural applications. The important factors which are affecting the stability of the retaining wall are the distribution of earth pressure on the wall, material of backfill & its reaction against earth pressure. There are several types of retaining walls, out of them the cantilever retaining wall is adopted for present design and study. In this paper, the study of literature based on the design of the cantilever retaining walls under seismic or dynamic conditions is studied. From the studied literature, many authors performed their calculations in Excel sheets by a manual method. Then the Results obtained from the manual calculation are then validated in STAAD pro. Several authors show the calculated quantity of steel and concrete required for various heights of walls. It is also concluded from the study that the design of cantilever retaining wall is suitable, safe, and economical up to a height of 6m, after that banding moment at toe increases. Some authors have also shown the calculated factor of safety for different height conditions. From the study of mentioned literature, we can recommended to also show the graph of bending moment with height variation. Both the designs are done for various heights ranging from 3 m to 6 m.

scholarly journals Kajian Stabilitas Lereng dengan Perkuatan Geotekstil dan Dinding Penahan Tanah Kantilever di Ruas Jalan Padang-Lb. Selasih Sumatera Barat

CANTILEVER ◽  
2020 ◽  
Vol 9 (1) ◽  
pp. 15-24
Author(s):  
Syahril Alzahri ◽  
Adiguna ◽  
Bimo Brata Adhitya ◽  
Yulindasari Sutejo ◽  
Reffanda Kurniawan Rustam
Keyword(s):  
Bearing Capacity ◽  
Safety Factor ◽  
Retaining Wall ◽  
Base Plate ◽  
Retaining Walls ◽  
Landslide Hazards ◽  
Before And After ◽  
Sliding Stability ◽  
Cantilever Retaining Walls ◽  
Plate Width

A typical relatively steep slope makes the Lb. Selasih – Bts. Kota Padang KM.29+650 experienced a landslide in 2017. So, it is necessary to strengthen the slope to overcome the landslide. Alternative slope reinforcement used is reinforcement using cantilever retaining walls or geotextiles. Slope stability analysis before and after were analyzed using the Slope/W program. The output produced by Slope/W program is the value of the safety factor. The safety factor value for the state of the original slope is 1.100. It shows that the slope in the original condition is unstable and vulnerable to landslide hazards. The retaining wall has a height of 11 m and a base plate width of 8 m. The results of the analysis showed that the cantilever retaining wall securely with stands shear, rolling, and bearing capacity of the subgrade with a safety factor value of 1.620; 1.550; 2.160, while geotextile reinforcement has a height of 16 m and an ultimate tensile strength of 200 kN / m. The results of the analysis showed that the reinforcement of the geotextile safely sliding, stability, and bearing capacity of the subgrade with a safety factor value of 1.600; 2.330; 2.860. Both of these reinforcements are safe to stabilize the slope by increasing the value of the slope safety factor by 2.235 for strengthening the cantilevered retaining wall and 2.279 for strengthening the geotextile.

scholarly journals Performance-based Optimal Design of Cantilever Retaining Walls

2019 ◽  
Author(s):  
Mohsen Kalateh-Ahani ◽  
Arman Sarani
Keyword(s):  
Retaining Wall ◽  
Retaining Walls ◽  
Construction Cost ◽  
Performance Based Design ◽  
Permanent Displacement ◽  
Extreme Loads ◽  
Wall Structures ◽  
And Performance ◽  
Cantilever Retaining Walls ◽  
Structural Engineers

Modern buildings should provide some degree of safety against severe earthquakes. However, it is not economically feasible to construct buildings that withstand extreme loads without avoiding damage. In performance-based design, structural engineers and owners work together to achieve the best possible balance between construction cost and seismic performance. In this study, by employing a metaheuristic optimization, we have tried to extend the concept of performance-based design to retaining wall structures. According to the AASHTO LRFD Bridge Design Specifications, permanent displacement of retaining structures are tolerable, as long as the movement does not lead to unacceptable damage to the structure or facilities located in or near the moving earth. The decision on performance expectations needs to be made by owners with structural engineers providing a realistic assessment of the cost of designing to avoid the movement. To make this assessment possible, we developed a multi-objective optimization framework for simultaneous minimization of the construction cost and the permanent displacement of cantilever retaining walls. The effectiveness of the proposed framework was evaluated in the design of a typical cantilever retaining wall of 8 meters in height, once with both a toe and heel slab and once with either of them. The results indicated that obtaining the Pareto front of optimal solutions for these objectives, provides useful information that helps owners to select a solution that is the most economical in a trade-off between the construction cost and performance expectation.

scholarly journals Investigation of optimal designs for concrete cantilever retaining walls in different soils

2020 ◽  
Vol 11 (2) ◽  
pp. 39 ◽  
Author(s):  
Esra Uray ◽  
Serdar Çarbaş ◽  
İbrahim Hakkı Erkan ◽  
Murat Olgun
Keyword(s):  
Objective Function ◽  
Artificial Bee Colony Algorithm ◽  
Artificial Bee Colony ◽  
Retaining Wall ◽  
Carbon Dioxide Emission ◽  
Retaining Walls ◽  
Optimization Method ◽  
Stability Conditions ◽  
Bee Colony ◽  
Cantilever Retaining Walls

In this paper, the investigation of the optimum designs for two types of concrete cantilever retaining walls was performed utilizing the artificial bee colony algorithm. Stability conditions like safety factors sliding, overturning and bearing capacity and some geometric instances due to inherent of the wall were considered as the design constraints. The effect of the existence of the key in wall design on the objective function was probed for changeable properties of foundation and backfill soils. In optimization analysis, wall concrete weight which directly affect parameters such as carbon dioxide emission and the cost was considered as the objective function and analyzes were performed according to different discrete design variables. The optimum concrete cantilever retaining wall designs satisfying constraints of stability conditions and geometric instances were obtained for different soil cases. Optimum designs of concrete cantilever retaining wall with the key were attained in some soil cases which were not found the feasible optimum solution of the concrete cantilever retaining wall. Results illustrate that the artificial bee colony algorithm was a favorable metaheuristic optimization method to gain optimum designs of concrete cantilever retaining wall.

scholarly journals Effects of Geofoam Panels on Static Behavior of Cantilever Retaining Wall

2018 ◽  
Vol 2018 ◽  
pp. 1-16 ◽  
Author(s):  
Navid Hasanpouri Notash ◽  
Rouzbeh Dabiri
Keyword(s):  
Numerical Study ◽  
Retaining Wall ◽  
Retaining Walls ◽  
Expanded Polystyrene ◽  
Buffer System ◽  
Static Behavior ◽  
Static Loads ◽  
Static Performance ◽  
Cantilever Retaining Walls ◽  
Better Than

Geofoam is one of the geosynthetic products that can be used in geotechnical applications. According to researches, expanded polystyrene (EPS) geofoam placed directly against a rigid retaining wall has been proposed as a strategy to reduce static loads on the wall. This study employed a finite difference analysis using a 2-D FLAC computer program by considering yielding and nonyielding states for retaining walls to explore the effectiveness of geofoam panels in improving the static performance of cantilever retaining walls. Retaining walls at heights of 3, 6, and 9 meters and geofoam panels with densities of 15, 20, and 25 (kg/m3) at three relative thicknesses of t/H = 0.05, 0.2, and 0.4 were modelled in this numerical study. In addition, the performance of the double EPS buffer system, which involves two vertical geofoam panels, in retaining walls’ stability with four panel spacing (50, 100, 150, and 200 cm) was also evaluated in this research. The results showed that use of EPS15 with density equal to 15 (kg/m3) which has the lowest density among other geofoam panels has a significant role in reduction of lateral stresses, although the performance of geofoam in nonyielding retaining walls is better than yielding retaining walls.

scholarly journals Optimal Design of Reinforced Concrete Cantilever Retaining Walls Utilizing Eleven Meta-Heuristic Algorithms: A Comparative Study

2020 ◽  
Author(s):  
Ali Kaveh ◽  
Kiarash Biabani Hamedani ◽  
Taha Bakhshpoori
Keyword(s):  
Reinforced Concrete ◽  
Dynamic Loading ◽  
Optimization Algorithm ◽  
Loading Condition ◽  
Heuristic Algorithms ◽  
Search Algorithm ◽  
Retaining Wall ◽  
Retaining Walls ◽  
Water Evaporation ◽  
Cantilever Retaining Walls

In this paper, optimum design of reinforced concrete cantilever retaining walls is performed under static and dynamic loading conditions utilizing eleven population-based meta-heuristic algorithms. These algorithms consist of Artificial Bee Colony algorithm, Big Bang-Big Crunch algorithm, Teaching-Learning-Based Optimization algorithm, Imperialist Competitive Algorithm, Cuckoo Search algorithm, Charged System Search algorithm, Ray Optimization algorithm, Tug of War Optimization algorithm, Water Evaporation Optimization algorithm, Vibrating Particles System algorithm, and Cyclical Parthenogenesis Algorithm. Two well-known methods consisting of the Rankine and Coulomb methods are used to determine lateral earth pressures acting on cantilever retaining wall under static loading condition. In addition, Mononobe-Okabe method is employed for dynamic loading condition. The design is based on ACI 318-05 and the goal of optimization is to minimize the cost function of the cantilever retaining wall. The performance of the utilized algorithms is investigated through an optimization example of cantilever retaining wall. In addition, convergence histories of the algorithms are provided for better understanding of their performance.

Perencanaan dinding penahan tanah untuk menanggulangi kelongsoran pada kompleks peternakan ayam di Kecamatan Kandangan, Kediri, Jawa Timur

2018 ◽  
Vol 2 (2) ◽  
pp. 86
Author(s):  
Mila K. Wardani ◽  
Felicia T. Nuciferani ◽  
Mohamad F.N. Aulady
Keyword(s):  
Natural Disasters ◽  
Retaining Wall ◽  
Retaining Walls ◽  
Total Height ◽  
Safe Limit ◽  
Soil Retaining Walls

Landslide one of the natural disasters that caused many victims. Therefore, the landslide need a construction that can withstand landslide force. This study aims to plan retaining walls to prevent landslides in the farm area in Kandangan Subdistrict, Kediri Regency. The method used is to use slide analysis which is used to plan the retaining wall. In addition the planning of soil containment walls u ses several methods as a comparison. The results of this study indicate that the planning of ordinary soil retaining walls is still not enough to overcome slides. The minimum SF value that meets the safe limit of landslide prevention is 1.541 in the combination of 1/3 H terracing and the number of gabions as many as 7 with a total height of 2- 3 m .

Finite Element Modeling of a Mechanically Stabilized Earth Trial Wall

2021 ◽  
pp. 036119812110164
Author(s):  
Andrew Lees ◽  
Michael Dobie
Keyword(s):  
Finite Element ◽  
Shear Strength ◽  
Retaining Wall ◽  
Back Analysis ◽  
Soil Parameters ◽  
Failure Behavior ◽  
Valuable Insight ◽  
Deformation And Failure ◽  
First Case ◽  
Soil Shear Strength

Polymer geogrid reinforced soil retaining walls have become commonplace, with routine design generally carried out by limiting equilibrium methods. Finite element analysis (FEA) is becoming more widely used to assess the likely deformation behavior of these structures, although in many cases such analyses over-predict deformation compared with monitored structures. Back-analysis of unit tests and instrumented walls improves the techniques and models used in FEA to represent the soil fill, reinforcement and composite behavior caused by the stabilization effect of the geogrid apertures on the soil particles. This composite behavior is most representatively modeled as enhanced soil shear strength. The back-analysis of two test cases provides valuable insight into the benefits of this approach. In the first case, a unit cell was set up such that one side could yield thereby reaching the active earth pressure state. Using FEA a test without geogrid was modeled to help establish appropriate soil parameters. These parameters were then used to back-analyze a test with geogrid present. Simply using the tensile properties of the geogrid over-predicted the yield pressure but using an enhanced soil shear strength gave a satisfactory comparison with the measured result. In the second case a trial retaining wall was back-analyzed to investigate both deformation and failure, the failure induced by cutting the geogrid after construction using heated wires. The closest fit to the actual deformation and failure behavior was provided by using enhanced fill shear strength.

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