Evaluation of pile load tests in the Edmonton area

1981 ◽  
Vol 18 (2) ◽  
pp. 313-316 ◽  
Author(s):  
S. Thomson
Keyword(s):  
Test Data ◽  
Carrying Capacity ◽  
Vertical Movement ◽  
Load Carrying Capacity ◽  
Design Procedures ◽  
Concrete Piles ◽  
Load Carrying ◽  
Load Tests ◽  
Pile Load Tests

The design of cast-in-place concrete piles is essentially empirical; hence, an examination of commercial pile load tests is of value. The test data of four pile load tests consisted of the vertical movement of the top of the pile and the load on top of the pile. It was therefore necessary to calculate the shaft and base loads assuming that the till was homogeneous with regard to strength over the length of the pile.The results of the back analyses suggest that the design procedures are valid within practical limits for the prediction of load carrying capacity and for immediate settlement.

Verification of the Feasibility and Load Carrying Capacity of Models of Bored Concrete Piles

2014 ◽  
Vol 1082 ◽  
pp. 230-235
Author(s):  
Kamil Burkovič ◽  
Roman Fojtik ◽  
Jana Vaskova ◽  
Vojtech Buchta
Keyword(s):  
Carrying Capacity ◽  
Surface Friction ◽  
Testing Equipment ◽  
Pile Foundations ◽  
Load Carrying Capacity ◽  
Base Resistance ◽  
Concrete Piles ◽  
Concrete Pile ◽  
Load Carrying ◽  
Load Tests

This paper explains load tests of models of bored concrete piles. In 2014 an experiment was carried out using testing equipment. The testing equipment was constructed at the Faculty of Civil Engineering, VSB – Technical University of Ostrava. The purpose of the experiment was to test the feasibility and load carrying capacity of bored concrete pile models. During the experiment two models of floating bored concrete piles were loaded. The heel of the first pilot was adjusted, in order to verify only surface friction. The second pile was used to verify side and base resistance. The results of these load tests will be further used for the preparation of calculations and experiments on mixed pile foundations.

Load-Carrying Capacity of Second-Growth Douglas-Fir Stump Anchors

1987 ◽  
Vol 2 (3) ◽  
pp. 77-80 ◽  
Author(s):  
Marvin R. Pyles ◽  
Joan Stoupa
Keyword(s):  
Carrying Capacity ◽  
Deformation Behavior ◽  
Ultimate Load ◽  
Douglas Fir ◽  
Load Carrying Capacity ◽  
Test Results ◽  
Tree Diameter ◽  
Second Growth ◽  
Load Carrying ◽  
Load Tests

Abstract In order to quantify the stump anchor capacity of small second-growth Douglas-fir (Pseudotsuga menziesii [Mirb]. Franco) trees, load tests to failure were conducted on 18 stumps from trees 7 to 16.5 in dbh. The tests produced ultimate loads that varied as the square of the tree diameter. However, the ultimate load typically occurred at stump system deformations that were far in excess of that which would be considered failure of a stump anchor. A hyperbolic equation was used to describe the load-deformation behavior of each stump tested and was generalized to describe all the test results. West. J. Appl. For. 2(3):72-80, July 1987.

AN IMPROVED ANALYTICAL METHOD FOR RESTRAINED RC STRUCTURES SUBJECTED TO STATIC AND DYNAMIC LOADS

2013 ◽  
Vol 14 (01) ◽  
pp. 1350052 ◽  
Author(s):  
LI CHEN ◽  
QIN FANG ◽  
ZHIKUN GUO ◽  
JINCHUN LIU
Keyword(s):  
Test Data ◽  
Carrying Capacity ◽  
Analytical Method ◽  
Action Theory ◽  
Reinforcement Ratio ◽  
Dynamic Resistance ◽  
Load Carrying Capacity ◽  
Membrane Action ◽  
Rc Structures ◽  
Load Carrying

Once a RC structure is laterally restrained, both the static and dynamic load resistances will be enhanced due to the membrane action. Despite this known advantage, the apparent lack of systemic and efficient methods of analysis poses a drawback in the design and assessment of blast-resistant RC structures. First, a simplified membrane action theory was presented by modifying the maximum membrane force design method (MMFM) for predicting the total static resistance-deflection curves of restrained beam-slab RC structures. Second, a series of constrained beams were tested to validate the new theory, for which better agreement was observed between the test data, the results predicted by the proposed theory and those by MMFM. The results show that the static load carrying capacity and membrane force increase with increasing restraint stiffness, and the smaller the reinforcement ratio is, the larger the load carrying capacity increases. Third, based on the improved compressive static membrane action theory, a new analytical method was developed to investigate the dynamic responses of restrained RC structures subjected to blast loads, using an equivalent single degree of freedom system that combines the three-parameter elasto-viscoplastic rate-sensitive material model with the proposed static theory. Good agreement is observed between the test data and the analytical results. Finally, it is demonstrated that the dynamic resistance capacity increases with increasing load rate and restraint stiffness and with decreasing tensile reinforcement ratio, but the larger the dynamic resistance is, the larger the plastic deformation of the structure.

Numerical Prediction of Maximum Load-Carrying Capacity of Cracked Alloy 690TT Steam Generator Tubes

2016 ◽  
Vol 138 (4) ◽  
Author(s):  
Jun-Young Jeon ◽  
Yun-Jae Kim ◽  
Jin-Weon Kim ◽  
Kuk-Hee Lee ◽  
Jong-Sung Kim
Keyword(s):  
Steam Generator ◽  
Test Data ◽  
Carrying Capacity ◽  
Damage Model ◽  
Maximum Load ◽  
Simulation Method ◽  
Load Carrying Capacity ◽  
Load Carrying ◽  
Steam Generator Tubes ◽  
Strain Model

This paper presents a finite element (FE) simulation technique to predict maximum load-carrying capacity of cracked steam generator tubes and its application to Alloy 690TT tubes. The simulation method is based on a simplified version of the stress modified fracture strain model. The damage model is determined from tensile test and one cracked tube test data. Predicted maximum pressures are compared with 23 test data of axial through-wall and surface cracked Alloy 690TT steam generator tubes. Comparison with experimental data shows good agreement.

scholarly journals About problems with cast iron columns of the revitalized post-industrial buildings

2019 ◽  
Vol 284 ◽  
pp. 05010
Author(s):  
Tadeusz Urban ◽  
Michał Gołdyn
Keyword(s):  
Cast Iron ◽  
Carrying Capacity ◽  
Experimental Investigations ◽  
Load Carrying Capacity ◽  
Design Procedures ◽  
Industrial Buildings ◽  
Load Carrying ◽  
Material Uncertainties ◽  
Post Industrial ◽  
Existing Structure

The paper discusses examples of the use of cast iron columns in existing post-industrial buildings. The results of experimental investigations in which a cast iron column originating from an existing structure was subjected to compression, were presented. The load carrying capacity of the element was assessed in the light of historical design procedures, demonstrating their conservativeness resulting from material uncertainties. The examples of failures of cast iron columns, resulting from errors committed during modernization works, were also presented.

Some Experiences with Evaluation of the Load Carrying Capacity of Bridges Using in Situ Load Tests

2018 ◽  
Author(s):  
Jacob Wittrup Schmidt ◽  
Arne Henriksen ◽  
Svend Engelund
Keyword(s):  
Computational Model ◽  
Carrying Capacity ◽  
Limit State ◽  
Concrete Bridges ◽  
Ultimate Limit State ◽  
Load Carrying Capacity ◽  
Load Carrying ◽  
Actual Load ◽  
Load Tests

The evaluation of the load carrying capacity of bridges is usually performed using a computational model and a number of codes that specify the relevant ma terial properties and loads. This approach ensures that the evaluation of the load carrying capacity is performed such that the bridge has an acceptable level of safety with respect to a number of adverse events such as collapse (ultimate limit state) and large deformations (serviceability limit state). However, experience indicate that redistribution of load effects, interaction between structural elements, the actual boundary conditions and other factors may provide a higher load carrying capacity than the one determined on the basis of the computational model. The Danish Road Directorate has in cooperation with The Danish Technical University and COWI A/S performed a number of in situ load tests of concrete bridges in order to determine the actual load carrying capacity of the short span concrete bridges (up to 12m). The paper presents the planning and the execution of the tests. Further, it is demonstrated how the results may be used in order to determine the actual load carrying capacity of a bridge.

Influence of Yield Strength Variability over Cross-Section to Steel Beam Load-Carrying Capacity

2005 ◽  
Vol 10 (2) ◽  
pp. 151-160 ◽  
Author(s):  
J. Kala ◽  
Z. Kala
Keyword(s):  
Yield Strength ◽  
Cross Section ◽  
Carrying Capacity ◽  
Bending Moment ◽  
Statistical Characteristics ◽  
Load Carrying Capacity ◽  
Load Carrying ◽  
Strength Variability ◽  
Hot Rolled ◽  
Hot Rolled Steel

Authors of article analysed influence of variability of yield strength over cross-section of hot rolled steel member to its load-carrying capacity. In calculation models, the yield strength is usually taken as constant. But yield strength of a steel hot-rolled beam is generally a random quantity. Not only the whole beam but also its parts have slightly different material characteristics. According to the results of more accurate measurements, the statistical characteristics of the material taken from various cross-section points (e.g. from a web and a flange) are, however, more or less different. This variation is described by one dimensional random field. The load-carrying capacity of the beam IPE300 under bending moment at its ends with the lateral buckling influence included is analysed, nondimensional slenderness according to EC3 is λ¯ = 0.6. For this relatively low slender beam the influence of the yield strength on the load-carrying capacity is large. Also the influence of all the other imperfections as accurately as possible, the load-carrying capacity was determined by geometrically and materially nonlinear solution of very accurate FEM model by the ANSYS programme.

Fuzzy Sets Theory in Comparison with Stochastic Methods to Analyse Nonlinear Behaviour of a Steel Member under Compression

2005 ◽  
Vol 10 (1) ◽  
pp. 65-75 ◽  
Author(s):  
Z. Kala
Keyword(s):  
Fuzzy Sets ◽  
Carrying Capacity ◽  
Stochastic Methods ◽  
Nonlinear Behaviour ◽  
Load Carrying Capacity ◽  
Load Carrying ◽  
Input Parameters ◽  
Stochastic Solution ◽  
Fuzzy Solution ◽  
Sets Theory

The load-carrying capacity of the member with imperfections under axial compression is analysed in the present paper. The study is divided into two parts: (i) in the first one, the input parameters are considered to be random numbers (with distribution of probability functions obtained from experimental results and/or tolerance standard), while (ii) in the other one, the input parameters are considered to be fuzzy numbers (with membership functions). The load-carrying capacity was calculated by geometrical nonlinear solution of a beam by means of the finite element method. In the case (ii), the membership function was determined by applying the fuzzy sets, whereas in the case (i), the distribution probability function of load-carrying capacity was determined. For (i) stochastic solution, the numerical simulation Monte Carlo method was applied, whereas for (ii) fuzzy solution, the method of the so-called α cuts was applied. The design load-carrying capacity was determined according to the EC3 and EN1990 standards. The results of the fuzzy, stochastic and deterministic analyses are compared in the concluding part of the paper.

Pavement Damage Due to Conventional and New Generation of Wide-Base Super Single Tires

2005 ◽  
Vol 33 (4) ◽  
pp. 210-226 ◽  
Author(s):  
I. L. Al-Qadi ◽  
M. A. Elseifi ◽  
P. J. Yoo ◽  
I. Janajreh
Keyword(s):  
Carrying Capacity ◽  
Material Properties ◽  
Three Dimensional ◽  
Fe Analysis ◽  
Load Carrying Capacity ◽  
Inflation Pressure ◽  
3D Finite Element ◽  
Load Carrying ◽  
Pavement Damage ◽  
New Generation

Abstract The objective of this study was to quantify pavement damage due to a conventional (385/65R22.5) and a new generation of wide-base (445/50R22.5) tires using three-dimensional (3D) finite element (FE) analysis. The investigated new generation of wide-base tires has wider treads and greater load-carrying capacity than the conventional wide-base tire. In addition, the contact patch is less sensitive to loading and is especially designed to operate at 690kPa inflation pressure at 121km/hr speed for full load of 151kN tandem axle. The developed FE models simulated the tread sizes and applicable contact pressure for each tread and utilized laboratory-measured pavement material properties. In addition, the models were calibrated and properly validated using field-measured stresses and strains. Comparison was established between the two wide-base tire types and the dual-tire assembly. Results indicated that the 445/50R22.5 wide-base tire would cause more fatigue damage, approximately the same rutting damage and less surface-initiated top-down cracking than the conventional dual-tire assembly. On the other hand, the conventional 385/65R22.5 wide-base tire, which was introduced more than two decades ago, caused the most damage.

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