Simulation Method of Soil Resistance on the Pushover Model of Group Pile Foundations

2012 ◽  
Vol 204-208 ◽  
pp. 981-985
Author(s):  
Yong Liang Zhang ◽  
Tian Bao Li
Keyword(s):  
Pile Foundation ◽  
Pushover Analysis ◽  
Simulation Method ◽  
Small Displacement ◽  
Advantages And Disadvantages ◽  
Elasto Plasticity ◽  
Nonlinear Force ◽  
Relationship Of ◽  
Force Displacement ◽  
Group Pile

Soil is a strong non-linear media and show obvious nonlinear under the small displacement of the foundation. Under the strong earthquake, the seismic performance of group pile foundation is closely related to the nonlinear force-displacement relationship of soil around the pile foundation and the elasto-plasticity o fpile. This paper introduces the nonlinear static pushover analysis of group pile foundation , summarizes the commonly used simulation method of soil around the pile foundation and compares the advantages and disadvantages of various simulation method.

Simplified expressions for modelling rigid rocking structures on two-spring foundations

2012 ◽  
Vol 45 (1) ◽  
pp. 31-39 ◽  
Author(s):  
Quincy T. Ma ◽  
John W. Butterworth
Keyword(s):  
Pushover Analysis ◽  
Restoring Force ◽  
Single Degree Of Freedom ◽  
System A ◽  
Prototype Structure ◽  
Time Histories ◽  
Nonlinear Force ◽  
A New Technique ◽  
Force Displacement ◽  
System Geometry

This paper presents a new technique for modelling the dynamic response of uplifting rigid structures subjected to base excitation. The proposed technique exploits the use of a two spring foundation, and subsequently an equivalent single-degree-of-freedom procedure is established to model the dynamics of the system. A set of simplified closed-form expressions have been developed to estimate the system’s restoring force-displacement characteristics. The simplified expressions only require details of the system geometry and are shown to predict the nonlinear force-displacement characteristics of a rocking structure as closely as those determined from a complicated pushover analysis. This paper presents two additional numerical examples to demonstrate the use of the proposed technique to simulate the displacement time-histories of a prototype structure under free-vibration-decay or when subjected to earthquake excitations.

Capability Test and Vibration Analysis of Squeeze-Type Magnetorheologic Grease Damper

2012 ◽  
Vol 479-481 ◽  
pp. 1268-1272
Author(s):  
Xiao Chun Jian ◽  
Qian Li ◽  
Xiao Wang ◽  
Peng Cheng Sheng
Keyword(s):  
Vibration Analysis ◽  
Magnetorheological Fluid ◽  
Data Fitting ◽  
Small Displacement ◽  
Vibration Characteristic ◽  
Damping Force ◽  
Load Current ◽  
Relationship Of ◽  
Force Displacement ◽  
Characteristic Relationship

Magnetorheological grease is a new smart magnetorheological material with non-sedimentation problem after magnetorheological fluid and elastomer. Squeeze-type damper is designed with small displacement; vibration characteristic tests of magnetorheological grease damper are presented, and the test-data is processed with matlab software. Under different current and frequency, the characteristic relationship of damping force-displacement and changes of the indicator diagram are studied experimentally. It comes to the maximum effective load current and the maximum effective vibration frequency of magnetorheologic grease damper, and damping characteristic by data fitting. Though analyzing the vibration reaction, vibration characteristics are obtained, it can also provide important support for MRG damper in development and vibration applications.

scholarly journals Geometric Effect on the Nonlinear Force-Displacement Relationship of Awl-Shaped Serpentine Microsprings for In-Plane Deformation

Materials ◽  
2020 ◽  
Vol 13 (12) ◽  
pp. 2864
Author(s):  
Meng-Ju Lin ◽  
Hui-Min Chou ◽  
Rongshun Chen
Keyword(s):  
Plane Deformation ◽  
Ductile Material ◽  
Obvious Effect ◽  
Taper Angle ◽  
Geometric Effect ◽  
Nonlinear Force ◽  
Displacement Force ◽  
Relationship Of ◽  
Force Displacement ◽  
Force Relationship

Even when made by brittle materials, awl-shaped serpentine microsprings (ASSMs) were found to have a nonlinear displacement–force relationship similar to springs made by ductile material. It is found that the nonlinear displacement–force relationship is due to the geometry and dimensions of the ASSMs. The geometric effect of the nonlinear force–displacement relationship of ASSMs for in-plane motion was investigated. A theoretical solution was derived to analyze this nonlinearity. By successfully fabricating and measuring an ASSM, the theoretical results agreed well with the experimental results. The results indicated that ASSMs have a nonlinear force–displacement relationship, which is similar to that of hardening springs. The taper angle has a significant effect on the nonlinear displacement of ASSMs. When the taper angle was small, no obvious effect appeared on the nonlinearity of the microsprings with different numbers of turns. When the beam length increased, the critical force for nonlinear deflection decreased.

scholarly journals ANALISIS PERFORMANCE LEVEL SENDI PLASTIS LOKAL PADA FONDASI TIANG TUNGGAL DAN TIANG KELOMPOK

2020 ◽  
Vol 3 (3) ◽  
pp. 695
Author(s):  
Willy Ericson ◽  
Hendy Wijaya ◽  
Amelia Yuwono
Keyword(s):  
Pile Foundation ◽  
Pushover Analysis ◽  
Single Pile ◽  
Maximum Deflection ◽  
Lateral Loads ◽  
Axial Loads ◽  
Lower Structure ◽  
Bored Piles ◽  
Materials Used ◽  
Group Pile

Foundation is part of the structure that was build first and the most important part to guarantee the establishment of a building. The foundation function in general are to carry and distribute building loads into the ground. The loads channeled into the ground in the form of axial loads and lateral loads. Generally for high buildings used in the form of foundation piles or bored piles. To find out the design capabilities of a building in maintaining its robustness, naturally some analysis of the lower and upper structures needed. Especially in the lower structure, which is the foundation of a single pile or a group of piles, one of which can be done is a pushover analysis of the pile. By conducting pushover analysis on a pile foundation, the level of performance of the single pile foundation and group pile can be determined. From the results of pole pushover analysis will be obtain including the maximum deflection value and the melting value of pole. From the two data, it can be seen the value of the ductility of various types of pile foundation materials used. In this case, this journal will calculate the ductility and overstrength of a single pile foundation and group pile with variation dimensions.

scholarly journals Seismic performance of group pile foundation with ground improvement during liquefaction

2021 ◽  
Author(s):  
Yasuo Sawamura ◽  
Keita Inagami ◽  
Tomohiko Nishihara ◽  
Takashi Kosaka ◽  
Masahiro Hattori ◽  
...  
Keyword(s):  
Seismic Performance ◽  
Pile Foundation ◽  
Ground Improvement ◽  
Group Pile

Semi-inverse method for predicting stress–strain relationship from cone indentations

2003 ◽  
Vol 18 (9) ◽  
pp. 2068-2078 ◽  
Author(s):  
A. DiCarlo ◽  
H. T. Y. Yang ◽  
S. Chandrasekar
Keyword(s):  
A Priori ◽  
Model Material ◽  
Material Behavior ◽  
The Finite Element Method ◽  
Stress Strain ◽  
Indentation Tests ◽  
Strain Relationship ◽  
Initial Force ◽  
Relationship Of ◽  
Force Displacement

A method for determining the stress–strain relationship of a material from hardness values H obtained from cone indentation tests with various apical angles is presented. The materials studied were assumed to exhibit power-law hardening. As a result, the properties of importance are the Young's modulus E, yield strength Y, and the work-hardening exponent n. Previous work [W.C. Oliver and G.M. Pharr, J. Mater. Res. 7, 1564 (1992)] showed that E can be determined from initial force–displacement data collected while unloading the indenter from the material. Consequently, the properties that need to be determined are Y and n. Dimensional analysis was used to generalize H/E so that it was a function of Y/E and n [Y-T. Cheng and C-M. Cheng, J. Appl. Phys. 84, 1284 (1999); Philos. Mag. Lett. 77, 39 (1998)]. A parametric study of Y/E and n was conducted using the finite element method to model material behavior. Regression analysis was used to correlate the H/E findings from the simulations to Y/E and n. With the a priori knowledge of E, this correlation was used to estimate Y and n.

scholarly journals The Bearing Capacity of a Group-Pile Foundation with Inclined Piles under Lateral Loading.

2002 ◽  
pp. 97-107 ◽  
Author(s):  
Makoto KIMURA ◽  
Hiroshi MAKING ◽  
Katsunori OKAWA ◽  
Hiroyuki KAMEI ◽  
Feng ZHANG
Keyword(s):  
Bearing Capacity ◽  
Pile Foundation ◽  
Lateral Loading ◽  
Group Pile

scholarly journals REVIEW OF BEARING CAPACITY AND SETTLEMENT OF PILE FOUNDATION IN PORT INFRASTRUCTURE

Pondasi ◽  
2020 ◽  
Vol 23 (2) ◽  
pp. 1
Author(s):  
Adi Sunarno ◽  
Rinda Karlinasari ◽  
Abdul Rochim
Keyword(s):  
Bearing Capacity ◽  
Pile Foundation ◽  
Pile Group ◽  
Standard Penetration Test ◽  
Infrastructure Development ◽  
Lateral Deflection ◽  
Economic Progress ◽  
Port Infrastructure ◽  
Pile Length ◽  
Group Pile

ABSTRACTThe rapid infrastructure development is one of the indicators on the country economic progress. Indonesia as one of the largest archipelagic countries in the world, should be prioritized the port infrastructure to support the maritime. One of the government’s solutions is infrastructure development of Kuala Tanjung port. This research analyzed bearing capacity and settlement of single and group pile foundation on port infrastructure of Kuala Tanjung so it is known that the port is safe to use. The data used are Standard Penetration Test data with soil stratigraphy that is clay and sand. The type of foundation used is Concrete Spun Pile 1000 mm and 600 mm with a pile length of 36 meters. The data are then analyzed by manual calculation and Allpile 6.5E program based on Reese method and methods such as Vesic and Converse-Labarre. The results showed that single pile foundations of 1000 mm and 600 mm each had allowable capacity (Qall) 492.78-538.81 ton and 110.65-128.31 ton, with vertical load (Q) of 330.90 ton, settlement 0.56-1.17 cm and 3.32-3.64 cm, lateral deflection 27.50 cm and 94.90 cm. While the 1000 mm and 600 mm pile group foundations respectively have Qall 8717.31-10796.29 tons and 2059.25-2566.32 tons, with Q of 6618 tons, settlement 0.56-1.68 cm and 3.32-3.64 cm, lateral deflection of 2.49 cm and 19.49 cm. The conclusion of the research indicates that the safe pile foundation used is 1000 mm group pile foundation. Keywords: Bearing Capacity; Foundations; Pile Foundation; Port Infrastructure; Settlement

Sign in / Sign up

Export Citation Format

Share Document