scholarly journals Uplift Behavior of Belled Short Piles in Weathered Sandstone

2018 ◽  
Vol 2018 ◽  
pp. 1-8
Author(s):  
Bai Yang ◽  
Jianlin Ma ◽  
Wenlong Chen ◽  
Yanxin Yang
Keyword(s):  
Shear Strength ◽  
Bearing Capacity ◽  
Calculation Model ◽  
Uplift Capacity ◽  
Test Results ◽  
Loading Test ◽  
Pull Out ◽  
Initial Stage ◽  
Uplift Load ◽  
Double Circuit Line

Field pull out test results of 500 kV double-circuit line of Luping-Fule are presented in this paper to investigate the uplift bearing behavior of rock-socketed belled short piles. A calculation model of rock-socketed belled short pile has been proposed. During the initial stage of loading test, uplift load is shared by even section and bell of the pile, and the bell continues to bear uplift load after the lateral resistance of even section pile reaches the limit. A different performance has been found on the case of long belled pile. At the ultimate state, the uplift resistance provided by bell accounts for about 54.9% and 34.7% of the total uplift capacity for the 6.0 m long and 7.0 m long piles, respectively. Increasing pile length has been found to noticeably increase the ultimate uplift bearing capacity, while it has less effect on the displacement of pile top. The uplift capacity of even section pile is associated with the shear strength of rock mass around the pile, and the test results demonstrate that the ultimate resistance can be equal to the shear strength. The calculation method proposed in this paper is proven to be able to accurately predict the ultimate uplift bearing capacity of the rock-socketed belled short piles.

scholarly journals Applicability of Modified University of Illinois at Urbana–Champaign Model for Unbound Aggregate Material with Different Water Content

2019 ◽  
Vol 2673 (3) ◽  
pp. 439-449
Author(s):  
Tianshu Lin ◽  
Tatsuya Ishikawa ◽  
Bin Luo
Keyword(s):  
Shear Strength ◽  
Deformation Behavior ◽  
Permanent Deformation ◽  
Critical Factor ◽  
Shear Loading ◽  
Stress Axis ◽  
Test Results ◽  
Loading Test ◽  
University Of Illinois ◽  
Unbound Aggregate

This paper proposes a modified University of Illinois at Urbana–Champaign (UIUC) model to predict permanent deformation behavior of unbound aggregate materials. Most existing models relate permanent deformation to resilient properties, whereas the UIUC model treats shear strength as a critical factor in permanent deformation behavior. Three types of test, monotonic shearing test, cyclic axial loading test, and cyclic axial and shear loading test, were conducted by multi-ring shear apparatus on two kinds of parallel grading aggregate materials, natural crusher-run and recycled crusher-run obtained from demolished concrete structure. Test results demonstrate that shear strength is the core factor in permanent deformation behavior, compared with resilient properties, and principal stress axis rotation (PSAR) greatly increases the permanent deformation. By considering the effect of PSAR on permanent deformation, a new parameter, ( Rs)ave, is added to the conventional UIUC model to modify it. Regression analysis results verify that the modified UIUC model has good applicability for predicting permanent deformation of aggregates with different water contents and stress states, and with and without PSAR. The modified UIUC model builds a relation between test results with and without PSAR. A simple framework is also proposed for predicting permanent deformation in flexible pavement structures based on the modified UIUC model.

scholarly journals Shear Strength of Flat Joint considering Influencing Area of Bolts

2020 ◽  
Vol 2020 ◽  
pp. 1-12
Author(s):  
Hang Lin ◽  
Penghui Sun ◽  
Yifan Chen
Keyword(s):  
Shear Strength ◽  
Jointed Rock ◽  
Calculation Model ◽  
Bolted Joints ◽  
Rock Joints ◽  
Joint Surface ◽  
Influence Coefficient ◽  
Test Results ◽  
Bolted Joint ◽  
Joint Shear Strength

Bolt is popular in the reinforcement of geotechnical engineering, which can significantly improve the strength and stability of jointed rock mass. For bolted joint, the bolting area is a certain scope instead of the entire joint surface; therefore, it is necessary to study the effect of bolt influencing area on the shear strength of rock joints. In this paper, a series of laboratory direct shear tests were executed on the bolted joints to explore the influence of bolts on the joint shear strength, as well as the influencing area of bolt. Via successively changing bolting angle and bolt number, the shear stress-shear displacement curves of bolted joints were recorded and the variation law of shear strength was analyzed. Based on the assumption of the circular influencing area of bolt, the influence coefficient m (defined as the diameter ratio of the influencing area to the bolt) was introduced to establish the theoretical calculation model of the shear strength of bolted joint, which was verified by test results. Furthermore, the value of m was changed, and the shear strengths of bolted joints under different bolting condition were calculated to compare with the test results. The average relative error Eave was selected to determine the optimal value of m under the corresponding bolting condition, and it tends to sufficiently small values under the case of m > 30 for one-bolted joint and m > 25 for two-bolted joint, as well as m > 20 for three-bolted joint, which demonstrates that m can be applied to effectively calculate the actual influencing area of bolt.

scholarly journals Analysis of Carrying Capacity of the Bored Pile Foundation in Cibubur Transpark Project

2020 ◽  
Vol 2 (3) ◽  
pp. 63-68
Author(s):  
Arif Sanjaya ◽  
Resi Aseanto
Keyword(s):  
Bearing Capacity ◽  
Carrying Capacity ◽  
Pile Foundation ◽  
Tall Buildings ◽  
Test Method ◽  
Test Results ◽  
Loading Test ◽  
Bored Pile ◽  
Ultimate Carrying Capacity ◽  
Spt Data

The foundation is a construction that continues the burden of the upper structure and passes it on to the soil below it. A bored pile foundation is now an option in working on structures in densely populated areas and tall buildings. The purpose of this study is to calculate and compare the carrying capacity of the bored pile foundation based on N-SPT data with the O 'Neil & Reese, and Reese & Wright methods, while the Loading test data with the interpretation of the Davisson method and the Mazurkiewicz method. The results of calculations based on N-SPT data, the average ultimate carrying capacity of the foundation with the O’neil & Reese method of 1211.61 tons, Reese & Wright of 1235.02 tons. While the Interpretation of Loading test method for Marzukiewicz is 1267.00 tons, Davisson is 850.40 tons, and the carrying capacity of PDA test results is 121.72 tons. From the calculation of the bearing capacity of the consecutive foundation of the smallest is the Davisson method, the O'neil & Reese method, the PDA test method, the Reese & Wright method, and finally the Mazurkiewicz method.

scholarly journals Comparative Study in Method of Compaction by Consolidated Drained and Direct Shear Test

2020 ◽  
Vol 78 (2) ◽  
pp. 143-152
Author(s):  
Abdul Samad Abdul Rahman ◽  
N. Sidek ◽  
Juhaizad Ahmad ◽  
N. Hamzah ◽  
M. I. F. Rosli
Keyword(s):  
Shear Strength ◽  
Bearing Capacity ◽  
Triaxial Test ◽  
Direct Shear Test ◽  
Shear Test ◽  
Void Ratio ◽  
Direct Shear ◽  
Test Results ◽  
Stress Strain ◽  
Strain Behaviour

Soil compaction has been a common practice in the construction of highways, embankments, earth dams and other related structures where the condition of the soil is high in void ratio and therefore having a very low in bearing capacity. Therefore, the soil needs to be compacted in order to minimize the void ratio and in the same time would results in having a very high bearing capacity to sustain load. Nevertheless, only a few researches have been done to investigate the method of compaction using different energy on the behavior of shear strength by consolidated drained and direct shear test. In this research, the effect of different compaction in energy of 25 number of blows compared to 40 number of blows on the stress-strain behaviour of drained triaxial test has been done and findings of the data are to be compared with direct shear test. Results reveal that there is an increase in soil unit weight by using different energy in compaction with an increase of 5% from 1790 kg/m3 to 1880 kg/m3 for 25 and 40 number of blows respectively. However, the stress-strain behaviour of the specimens shows differently when compared between consolidated drained triaxial and direct shear test. The shear strength for direct shear-stress is at higher value compared to drained triaxial test. For drained triaxial test, results reveal that the effective friction angles are increase only about 1% from 37° to 38°. This is due to the soil particles rearranging itself with the different applied pressures thus eliminating the effects of different energy on the shear strength of the specimens. However, for direct shear test, the shear strength increases drastically from 29° to 32°. The increase of the shear strength is more likely influence by the soil particle arrangement due to the impact of the energy of the no of blows to the desired specimen.

scholarly journals Model Test Ultimate Bearing Capacity of Bakau Piles Foundation on Soft Soil Deposit

2018 ◽  
Vol 1 (2) ◽  
pp. 94-99
Author(s):  
Muhammad O Yunus
Keyword(s):  
Bearing Capacity ◽  
Pile Foundation ◽  
Soft Soil ◽  
Ultimate Bearing Capacity ◽  
Small Scale ◽  
Test Results ◽  
Loading Test ◽  
Deep Foundation ◽  
Foundation Model ◽  
Ultimate Settlement

The pile foundation is one of the deep foundation types commonly used to support building loads when hard soil layers are deeply located. To determine the ultimate bearing capacity of a pile foundation of the load test results, there are several methods commonly used to interpretation test results such as Davisson method, Mazurkiewich method, Chin method, Buttler Hoy method and De Beer method. The aim of this study was to determine the characteristics of soft soil and bakau piles used in the study and to analyze the size of the bearing capacity ultimate of pile foundation that is modeled on a small scale in the laboratory. From the test results of material characteristics of the soil used is organic clay type with medium plasticity with specific gravity 2.75, liquid limit, LL = 50.36% and plasticity index, PI = 13.2%. While the results of testing the characteristics of bakau piles obtained average water content of 21.58%, tensile strength of 18.51 MPa, compressive strength of parallel fiber 23.75 MPa and perpendicular fiber 14.10 MPa, bending strength 106, 22 MPa, and strong split 29.91 MPa. From the result of loading test of the foundation model in the laboratory, it is found that the ultimate bearing capacity of the model without foundation is 41.00 kN with the ultimate settlement of 14.00 mm, the model of the 20 cm long bakau piles foundation is 52.00 kN with the ultimate settlement of 13.00 mm, the foundation model a 30 cm long bakau piles foundation of 54.00 kN with a 10.00 mm ultimate settlement, a 40 cm long bakau piles foundation model of 56.00 kN with an ultimate settlement of 8.50 mm.

Performance Comparison of Beams with Different Stirrups

2012 ◽  
Vol 598 ◽  
pp. 539-542
Author(s):  
Hai Tao Wan ◽  
Li Li
Keyword(s):  
Bearing Capacity ◽  
High Strength ◽  
Performance Comparison ◽  
Reinforced Concrete Beams ◽  
Test Results ◽  
Practical Application ◽  
Loading Test ◽  
Plastic Stage ◽  
Elastic Stage ◽  
Better Than

High strength concrete and high strength reinforcement technology have been quite mature,but there are still less in practical application of china.CRB550 grade reinforcement is formed by HPB235 reinforcement through cold-working, which strength is much improved,but ductility did not change much. 6 reinforced concrete beams with different stirrups are designed for low cyclic loading test. Contrasting the test results, in the elastic stage, beam with CRB550 stirrups and beam with HPB235 stirrups is very similar in bearing capacity and deformation performance.However, in the elastic-plastic stage, beam with CRB550 stirrups in bearing capacity and deformation performance is better than beam with HPB235 stirrups.Therefore, it is proved that CRB550 reinforcement can replace HPB235 reinforcement as stirrups in RC beams.

Algorithm and Experiment of the Separated Foundation Bearing Capacity of Culverts Considering Lateral Fill

2012 ◽  
Vol 450-451 ◽  
pp. 1616-1624
Author(s):  
Wen Lu Wang ◽  
Shu Jun Cui ◽  
Da Jun Zhao ◽  
Lei Wang
Keyword(s):  
Bearing Capacity ◽  
Model Test ◽  
Similarity Theory ◽  
Calculation Model ◽  
Test Results ◽  
Foundation Soil ◽  
Model Experiments ◽  
M 10 ◽  
Foundation Deformation ◽  
M 12

How to determine the foundation bearing capacity of high-stacked culverts in highway construction becomes a problem that must be taken seriously. Combining with the stress characteristics of the foundation soil, the soil force was analyzed for finding the improved effect on the separated foundation bearing capacity of lateral fill. Establishing the calculation model and algorithm, the general formulation of separated foundation bearing capacity considering lateral fill was deduced. Then under direction of similarity theory, six model experiments were designed to simulate the silt clay foundation deformation in whole loading process. The pressure-settlement curves were drew and the foundation bearing capacity under lateral fill height of 0 m, 4 m, 6 m, 8 m, 10 m, 12 m were measured. Test results showed that with the fill height increasing the bearing capacity increased significantly, it had been reached 815 kPa when the fill height was 10 m. But the growth was nonlinear, it first increased from 18.40% to 20.37% and then reduced to 8.59%. At last the bearing capacity reached 885 kPa while fill height exceeded 12 m. Meanwhile the errors between the calculated results and measured by model test were almost less than 10% so the algorithm was feasible. The conclusion is that the lateral fill is advantageous for improve the foundation bearing capacity and reduce project cost significantly when the settlement of the culverts foundation satisfied the design request, with the lateral fill increasing, the rate of the improvement first increases and then decreases, at last it tends to 885 KPa when fill height exceeded 12 m.

scholarly journals Effect of GGC (Geoform Granule Column) on Acceleration of Settlement in Soft Soil

2020 ◽  
Vol 14 (3) ◽  
pp. 194-203
Author(s):  
Adelina Maulidya F ◽  
◽  
Yulvi Zaika ◽  
As’ad Munawir ◽  
◽  
...  
Keyword(s):  
Shear Strength ◽  
Bearing Capacity ◽  
Triaxial Test ◽  
Soft Soil ◽  
Strength Parameter ◽  
Test Results ◽  
Consolidation Process ◽  
Soft Soils ◽  
Short Period ◽  
Effect Test

Soft soils has low bearing capacity and high compressibility which is potentially damage the structure laid above it. An effort is taken to use EPS beads to form GGC will accelerate of consolidation process. The purpose of study to investigate the influence of density and diameters of GGC against strength and settlement. Triaxial test are conducted to identify the shear strength parameter after consolidation test were done. The equivalence value of permeability (kve) is calculated using the Chai Method (2001) by considering smear effect. Test results showed that the settlement of soft soil in 90 degree consolidation reached in short period of time upon for smallest density and largest diameter of GCC.

Mechanical performance test and analysis of prestressed lightweight aggregate concrete hollow slab

2019 ◽  
Vol 22 (8) ◽  
pp. 1830-1844 ◽  
Author(s):  
Shiping Li ◽  
Chao Song
Keyword(s):  
Bearing Capacity ◽  
Crack Width ◽  
Performance Test ◽  
Mechanical Performance ◽  
Lightweight Aggregate ◽  
Lightweight Aggregate Concrete ◽  
Influence Coefficient ◽  
Test Results ◽  
Loading Test ◽  
Aggregate Concrete

To investigate the mechanical performance of prestressed lightweight aggregate concrete hollow slabs, a symmetric loading test was performed on eight prestressed concrete hollow slabs categorised into four groups based on their variety of coarse aggregate concrete and span, and their respective failure mode, bearing capacity, deformation performance and crack propagation were analysed. Based on the test data, a simulation model was subsequently established to simulate and analyse the test components. The test results showed that the bending process of the prestressed lightweight aggregate concrete hollow slab goes through three stages: elasticity, elasto-plasticity and plasticity. Furthermore, its bearing capacity and failure characteristics are similar to those of a prestressed ordinary concrete hollow slab. Subsequently, we derived a formula for checking the calculation of crack width by introducing a comprehensive influence coefficient of concrete Cm and combining it effectively with the formula in the current code and verified its efficacy. The calculated value of the formula agrees well with the test results, providing a reference for the application of engineering and a supplementary calculation formula for the crack width of lightweight aggregate concrete hollow slabs.

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