scholarly journals Method to Control the Deformation of Anti-Slide Piles in Zhenzilin Landslide

2020 ◽  
Vol 10 (8) ◽  
pp. 2831 ◽  
Author(s):  
Hao Wang ◽  
Peng Wang ◽  
Hongyu Qin ◽  
Jianwei Yue ◽  
Jianwei Zhang
Keyword(s):  
Shear Force ◽  
Slip Surface ◽  
Bending Moment ◽  
Horizontal Displacement ◽  
Subgrade Reaction ◽  
Pile Head ◽  
Landslide Stability ◽  
Subsequent Decrease ◽  
Maximum Shear Force ◽  
Internal Forces

Anti-slide piles were used in the region of the Zhenzilin landslide in Sichuan, China. The horizontal displacement of these piles exceeds specifications. Deterioration in bedrock properties may cause deformation, thereby causing landslide destabilization. An approach was developed for the analysis of anti-slide pile in two bedrocks with different strengths below the slip surface. A relationship has been established between the modulus of subgrade reaction of the first weak bedrock and reasonable embedded length for landfill slopes with strata of various strengths. Furthermore, the influence of embedding length on deformation has been studied to determine the reasonable embedded length, which helps reduce deformation and ensure landslide stability. The results reveal that (1) at a constant embedded length, horizontal displacement increases with the thickness of the first soft bedrock, meanwhile the maximum shear force remains constant, and the bending moment first increases followed by subsequent decrease; (2) with an increase in the embedded length, horizontal displacement and the maximum shear force of the pile in the embedded bedrock decrease, whereas the bending moment increases; (3) the maximum internal forces and horizontal displacement increase with a decrease in the subgrade reaction modulus of the first weak rock; and (4) the reasonable embedded length of an anti-slide pile increases with a decrease in the subgrade reaction modulus of the first weak bedrock. The proposed approach can be employed to design anti-slide piles in similar landslide regions to control pile-head deformation.

scholarly journals Deformation Control Method of the Antislide Pile under Trapezoidal Load in the Zhangjiawan Landslide

2020 ◽  
Vol 2020 ◽  
pp. 1-14 ◽  
Author(s):  
Hao Wang ◽  
Zhiying Lv ◽  
Hongyu Qin ◽  
Jianwei Yue ◽  
Jianwei Zhang
Keyword(s):  
Driving Force ◽  
Shear Force ◽  
Control Method ◽  
Slip Surface ◽  
Quadratic Function ◽  
Bending Moment ◽  
Site Investigation ◽  
Horizontal Displacement ◽  
Pile Head ◽  
The Relationship

Antislide piles are set in the Zhangjiawan landslide area, where the general features of the bedrock below the slip surface include upper weak and lower hard strata. Based on a site investigation, the horizontal displacement of the antislide pile head is 14.8 cm, which is not conducive to the stability of the landslide. In the study, a displacement calculation method for the pile under trapezoidal load is proposed for a colluvial landslide controlling. Furthermore, factors affecting the deformation and internal forces of the pile were also studied. The results indicated that (1) when the embedded length of an antislide pile increases, the horizontal displacement on the pile and maximum absolute shear force decrease, while the bending moment of the pile exhibits opposite trends; (2) the relationship between maximum shear force and maximum bending moment is linear with increasing driving force of landslide; and (3) increase in the ratio of the driving force between the pile head and slip surface (q0/q1) steadily increases the horizontal displacement of the pile. The relationship between the distribution of the driving force (q0/q1) and the reasonable embedded length of a pile is a quadratic function, which can be used to determine the reasonable embedded length of a pile under the action of rectangular or triangular loads. It is very useful to use the above method to guide the design of antislide piles in similar areas.

Seismic Response Analysis of Unequal Altitude Double-Tower Connecting Structure with the Changes of Connecting Beam Location

2010 ◽  
Vol 163-167 ◽  
pp. 4043-4047
Author(s):  
Jin Song Lei ◽  
Qing Ma ◽  
Bo Xue
Keyword(s):  
Seismic Response ◽  
Shear Force ◽  
Seismic Waves ◽  
Horizontal Displacement ◽  
Structural Vibration ◽  
Response Analysis ◽  
Maximum Displacement ◽  
Vibration Period ◽  
Finite Element Software ◽  
Maximum Shear Force

Dynamic characteristics and seismic response for unequal height double-tower structure models were analyzed by finite element software. The effort of the connecting beam location changes to the structural vibration period, the maximum displacement on top and the maximum shear force at bottom were analyzed and compared. The results indicate that horizontal displacement under the seismic waves in x direction is larger than the displacement under seismic waves in y direction. When the locations of the connecting body vary, the influence to structural vibration period is different as vibration modes change. The effort to the maximum shear force of the structure at bottom under the seismic waves in x direction is larger than the displacement in y direction. The above results provide references for design and further studying.

scholarly journals Analisis dan Desain Struktur Atas Hotel 10 Lantai di Kabupaten Bogor terhadap Beban Gempa

2021 ◽  
Vol 6 (1) ◽  
pp. 1-10
Author(s):  
I Wayan Wirya Aristyana ◽  
Muhammad Fauzan
Keyword(s):  
Axial Force ◽  
Shear Force ◽  
Bending Moment ◽  
Shear Wall ◽  
Floor Plate ◽  
Earthquake Loads ◽  
Internal Forces ◽  
Ultimate Moment ◽  
Reinforcement Design

The type of soil at the location of the hotel building is a type of medium land (D). The applications used in this study are ETABS V16.1 and AutoCAD. Based on the PUSKIM website, the Ss and S1 Bogor City were 0.881 and 0.356, respectively. Based on the results of the analysis of the application ETABS V16.1 obtained fewer reinforcement design results than the existing reinforcement. The maximum nominal moment of the beam is 508.3 kNm while the ultimate moment is 498.4 kNm. The maximum nominal shear force of the beam is 565.9 kN while the ultimate shear force is 538.4 kN. The maximum nominal moment of the column is 1488.5 kNm while the maximum ultimate moment is 1478 kNm. The maximum nominal axial force of the column is 6291 kN while the maximum ultimate axial force is 6287 kN. The maximum nominal bending moment of the floor plate is 41.3 kNm while the maximum ultimate moment is 39.9 kNm. The maximum nominal shear force of the floor plate is 234.7 kN while the maximum ultimate shear force is 228.9 kN. The nominal shear force of shear wall  is 8238.5 kN while the ultimate shear force is 8194.7 kN. Based on the internal forces, the building that has been built is in accordance with the plan so that it is safe to withstand earthquake loads.  

scholarly journals Development of a Manually Operated Hydraulic Press and Pull

2017 ◽  
Vol 2 (2) ◽  
Author(s):  
Bethrand N Nwankwojike ◽  
Chukwunonso N Nwogu ◽  
Godswill Kalu
Keyword(s):  
Shear Force ◽  
Bending Moment ◽  
Hydraulic Press ◽  
Hydraulic Pump ◽  
Maximum Displacement ◽  
Maximum Shear Force ◽  
Local Materials

A hydraulic press and pull machine comprising of a frame, cylinder and piston, two threaded studs, hydraulic pump and hose, pulling clamp and a workpiece support was designed, fabricated and evaluated. The machine is manually operated. The maximum shear force, maximum bending moment and maximum displacement of the machine workpiece support were determined as 74.9491N, 16.6335N-m and 4.367e3mm for a simulated load of 1000N. Maximum axial, bending and torsional stresses were also determined as 0.00359, 701998 and 0.00653N/m2 respectively. performance of the developed machine was determined using seven bearings of bore diameters 24, 30, 40, 50, 65, 80 and 100mm respectively, fitted into seven corresponding shafts with shaft deviation of ±0.001mm and dismantled afterwards using three different methods: traditional hammering, the developed manual hydraulic press and pull machine and already existing electrically powered hydraulic press. The results of the experiments showed that traditional hammering is the most time consuming method of mounting and dismounting force fits, followed by the use of the developed press-pull machine while electrically powered hydraulic presses are the fastest.The machine which was fabricated with local materials will reduce the time and stress associated with installation and removal of bearings, and other forms of force fits in machine assemblies. Hence, leading to an overall improvement in the standard of machines/equipment fabricated in Nigeria

scholarly journals Predicting Response of Constructed Tunnel to Adjacent Excavation with Dewatering

Geofluids ◽  
2021 ◽  
Vol 2021 ◽  
pp. 1-17
Author(s):  
Panpan Guo ◽  
Feifei Liu ◽  
Gang Lei ◽  
Xian Li ◽  
Cheng-wei Zhu ◽  
...  
Keyword(s):  
Water Level ◽  
Shear Force ◽  
Bending Moment ◽  
Vertical Displacement ◽  
Internal Force ◽  
Specific Yield ◽  
Additional Stress ◽  
Initial Water ◽  
Plan View ◽  
Maximum Shear Force

This paper proposes a new method for predicting the displacement and internal force of constructed tunnels induced by adjacent excavation with dewatering. In this method, the total excavation-induced additional stress on the constructed tunnel is derived by superposing the additional stresses induced by excavation unloading and dewatering effects. The additional stress induced by unloading effect is calculated using Mindlin’s solution. The additional stress induced by dewatering effect is calculated using the principle of effective stress and the Dupuit precipitation funnel curve. With the beam on elastic foundation method, the total additional stress is then used for calculating the tunnel displacement and internal force caused by adjacent excavation with dewatering. Based on three well-documented case histories, the performance of the proposed method is verified. Moreover, a parametric analysis is also performed to capture the effects of excavation depth, tunnel-to-excavation distance, initial water level, excavation plan view size, and specific yield on the responses of the constructed tunnels. The results indicate that the effect of excavation depth on the tunnel maximum vertical displacement, maximum bending moment, and maximum shear force is more significant at an excavation depth greater than the cover depth of the constructed tunnel. The tunnel maximum vertical displacement, maximum bending moment, and maximum shear force decrease nonlinearly with an increase in the tunnel-to-excavation distance and the initial water level. Among the investigated parameters, the excavation dimension in the tunnel longitudinal direction affects most the tunnel responses. The effect of specific yield on the tunnel displacement and internal force induced by adjacent excavation with dewatering becomes more obvious as increasing the initial water level and excavation depth.

scholarly journals STUDY OF THE INFLUENCE OF A BORED PILE DIAMETER ON CHANGE OF COEFFICIENT OF SUBGRADE REACTION AT CALCULATION FOR HORIZONTAL LOADS

2019 ◽  
Vol 9 (4) ◽  
pp. 11-15
Author(s):  
Airat Z. GAISIN ◽  
Sergey A. KRUTYAEV ◽  
Anton O. GLAZACHEV
Keyword(s):  
Large Diameter ◽  
Three Dimensional ◽  
Bending Moment ◽  
Soil Conditions ◽  
Subgrade Reaction ◽  
Pile Head ◽  
Bored Pile ◽  
Pile Diameter ◽  
Numerical Studies ◽  
Bored Piles

The problem of designing foundations using long bored piles of large diameter is shown. Such piles are most often used in the construction of buildings and structures, on the foundations of which large loads are transferred, and such buildings are often built on sites with difficult soil conditions. When designing foundations using such piles, it becomes necessary to calculate them for horizontal load and bending moment. The article is devoted to studies of the dependence of the coefficient of subgrade reaction on the diameter of piles when calculating long bored piles of large diameter in clay soils. To determine the patt erns of changes in the coefficient of subgrade reaction from the diameter of the piles, numerical studies in a three-dimensional setting were performed. Based on the results obtained, the graphs «load - displacement» are constructed. The method of calculating the coefficient of subgrade reaction with known movements of the pile head and the applied load is shown. The regularities of changes in the deformability of the soil base with an increase in the diameter of the pile are revealed and a coefficient taking into account this dependence is proposed.

scholarly journals Assessing the effect of governing parameters of bearing capacity determination of small piled rafts on clay soil

2021 ◽  
Vol 14 (22) ◽  
Author(s):  
Shivanand Mali ◽  
Baleshwar Singh
Keyword(s):  
Shear Force ◽  
Bending Moment ◽  
Pile Spacing ◽  
Piled Raft ◽  
Pile Diameter ◽  
Piled Raft Foundation ◽  
Raft Foundation ◽  
Maximum Shear Force ◽  
Settlement Ratio ◽  
Pile Length

Abstract In the present study, a small piled raft foundation has been simulated numerically through PLAXIS 3-D software. The objective of this study was to investigate the effect of governing parameters such as pile length, pile spacing, pile diameter, and number of piles on the settlement and load-bearing behavior of piled raft, so as to achieve the optimum design for small piled raft configurations. An optimized design of a piled raft is defined as a design with allowable center and differential settlements and satisfactory bearing behavior for a given raft geometry and loading. The results indicated that, with increase in pile length, pile spacing, pile diameter, and number of piles, both the center settlement ratio and differential settlement ratio decreased. The load-bearing capacity of piled raft increased with increase in pile length, pile spacing, pile diameter, and number of piles. Furthermore, the percentage load carried by the piles increased as the pile length, pile spacing, pile diameter, and number of piles increased. The bending moment and shear force in corner pile are noted to be more, and they decreased towards the center pile. With increase in pile length, the maximum raft bending moment decreased, whereas the maximum shear force in the raft increased. Further, with increase in pile spacing, pile diameter, and number of piles, the maximum bending moment and maximum shear force in the raft increased. The optimum parameters for the piled raft foundation can be selected efficiently with the consideration of maximum bending moment and maximum shear force while designing the piled raft foundation. Thus, the results of this study can be used as guidelines for achieving optimum design for small piled raft foundation.

scholarly journals Finite Element Analysis for Bearing Capacity of Prefabricated Arch Culverts

2016 ◽  
Vol 10 (1) ◽  
pp. 457-465
Author(s):  
Bin Zhu ◽  
Weifeng Kou ◽  
Haibin Li ◽  
Ge Li
Keyword(s):  
Finite Element ◽  
Shear Force ◽  
Bending Moment ◽  
Economic Benefits ◽  
Element Analysis ◽  
Project Duration ◽  
Highway Engineering ◽  
Filling Height ◽  
New Type ◽  
Internal Forces

A new type of prefabricated arch culvert is consisted of precast arch pieces and cast-in-place concrete bases. The shape of precast arch pieces is confirmed by catenary theory. In the case of simulating placement in layers of embankment, internal forces of arch piece structure are statically analyzed by using finite element method. The results indicate that under the designed filling height, arch pieces mainly suffer from stress and only very little bending moment and shear force acted on them. The prefabricated arch culverts have reasonable structure stress and simple installation process, which can substantially save materials and shorten project duration of culverts with obvious economic benefits, and should be promoted and applied in mine highway engineering.

Resistances of I-Section to Internal Forces Interactions

2016 ◽  
Vol 710 ◽  
pp. 309-314 ◽  
Author(s):  
Ivan Balaz ◽  
Michal Kovac ◽  
Tomáš Živner ◽  
Yvona Kolekova
Keyword(s):  
Parametric Study ◽  
Shear Force ◽  
Bending Moment ◽  
Steel Structures ◽  
Force Interaction ◽  
New Approach ◽  
Internal Forces

Comparison of the formulae taken from 5 Eurocode parts EN 1993-1-1 [1], EN 1993-1-3 [2], EN 1993-1-5 [3], EN 1999-1-1 [4] and EN 1999-1-4 [5] valid for calculation of resistance of I-section under bending moment – shear force interaction. An attempt to create basis for harmonization of different rules used in EN 1993 Design of steel structures and EN 1999 Design of aluminium structures. The rules concerning verification of metal I-section resistance under bending moment – shear force interaction could be simplified and harmonized in the above five parts of metal Eurocodes. Eurocodes interaction formulae are compared with formulae given in Czech [6] and Slovak [7] standards and interaction formulae given in [13 – 18]. Results of large parametric study authors published in papers [8 – 12, 19].The resistance of the I-section to interaction of bending and torsion internal forces [20 – 22] which is missing in the current Eurocodes is analyzed too. New approach is proposed.

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