Implementation of LRFD of Drilled Shafts in Louisiana

Yu, Xinbao; Abu-Farsakh, Murad; Yoon, Sung-Min; Tsai, Ching; Zhang, Zhongjie

doi:10.1061/(asce)is.1943-555x.0000084

Cited by 17 publications

(6 citation statements)

References 7 publications

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“…3). This approach was applied by AASHTO and numerous other studies to determine the bearing capacity of drilled piles [10], [13], [16].…”

Section: Determination Of Actual Diameter Of Bored Pilementioning

confidence: 99%

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Bearing Capacity of Large Drilled Shafts Fully Embeded in Claystone and Sandstone Layers

Marwaji¹,

Arifin²

2022

Civense

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This paper focuses on analyzing the bearing capacity of large diameter drilled shafts that are fully embedded in the claystone and sandstone layers. The foundations used are the drilled shafts for the Pulau Balang bridge pylons built across the Balikpapan bay. Three bored pile foundations with a planned diameter of 2 meters by 60 meters were used. The bearing capacity of the foundation in the field was carried out using the Osterberg cell test. The bearing capacity of the upper side of the foundation is 32.77, 27.26, and 114.46 MN, and the lower parts are 26.98, 27.16, and 50.25 MN, respectively. The results show that the method closest to the upper part of the OC test is the method suggested by Kulhawy and Phoon, with a value of C = 0.5. As for the lower part, the closest approach is the combination of the Kulhawy and Phoon and the Rowe and Armitage methods. The combinations of methods that approximate the total bearing capacity of the field are the Kulhawy and Phoon (1993) and Rowe and Armitage (1987) methods for the dominant claystone layer, and the O'Neil and Reese (1993) and Rowe and Armitage (1987) methods for the main sandstone layer

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“…3). This approach was applied by AASHTO and numerous other studies to determine the bearing capacity of drilled piles [10], [13], [16].…”

Section: Determination Of Actual Diameter Of Bored Pilementioning

confidence: 99%

“…The method commonly used to obtain the field-bearing capacity of bored piles located above the sea is the Osterberg cell test (OC test), also known as the biaxial test method [10] [11]. In constructing the Suramadu bridge in Indonesia, this method determined how much load the large diameter borings could hold [5].…”

Section: Introductionmentioning

confidence: 99%

Bearing Capacity of Large Drilled Shafts Fully Embeded in Claystone and Sandstone Layers

Marwaji¹,

Arifin²

2022

Civense

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“…In the procedure for obtaining the equivalent load-displacement curve, it is assumed that the drilled shaft is incompressible, so the elastic compression of the shaft is neglected during the construction of the equivalent load-displacement curve. As a result, many researchers including Yu et al [20] have insisted that the additional elastic compression of the shaft be considered in a complete analysis. Accordingly, Kwon et al suggested the use of the newly developed plotting method for the equivalent load-displacement curve considering the load transferred to the soil layer and the elastic compression.…”

Section: Calibration For the Equivalent Load-displacement Curvementioning

confidence: 99%

Development of Rock Embedded Drilled Shaft Resistance Factors in Korea based on Field Tests

et al. 2019

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Load and resistance factor design (LRFD) is a limit state design method that has been applied worldwide. Because the data for determining LRFD factors in Korea has been insufficient, the resistance factors suggested by American Association of State Highway and Transportation Officials (AASHTO) in the US have been used for design in Korea; however, these resistance factors were defined based on the characteristics of the predominant bedrock types in the U.S. As such, it remains necessary to determine resistance factors that reflect the bedrock conditions in Korea. Accordingly, in this study, LRFD resistance factors were determined using 13 sets of drilled shaft load test data. To obtain accurate resistance factors, calibration of the elastic modulus of the drilled shaft and the equivalent load–displacement curve considering the axial load and elastic settlement was conducted. After determining accurate resistance values, a reliability analysis was performed. The resistance factors were determined to be within 0.13–0.32 of the AASHTO factors for the shaft resistance, 0.19–0.29 for the base resistance, and 0.28–0.42 for the total resistance. This is equivalent to being 30–60% of the AASHTO-recommended values for the shaft resistance and 40–60% of the AASHTO-recommended values for the base resistance. These differences in resistance factors were entirely the result of discrepancies in the conditions of the rock in the US and Korea in which the shafts were founded.

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“…6. Repeated steps 1 through 5 until a probability of failure near 1.0% (β ≈ 2.33) was obtained (Yu et al, 2012). 7.…”

Section: Ordered the Bias Values In Increasing Magnitude Such Thatmentioning

confidence: 99%

Calibration of Resistance Factors of Soil Nails for the LBJ Express Project

Devries

Yu²

2014

Geo-Congress 2014 Technical Papers

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This paper presents a reliability-based analysis for the calibration of pullout resistance factors of soil nails for the Lyndon B. Johnson (LBJ) Express construction project. LBJ Express is located on I-35E and I-635 in North Dallas Texas and consists of numerous temporary and permanent soil nail walls (SNWs) to be constructed throughout the project's completion. A total of 47 verification tests have been performed in cohesive soil, with 25 meeting one or more failure criteria. Prediction of pullout resistance was 47.9 kPa (1,000 psf) for all soil nails, with soil strength parameters remaining reasonably constant throughout the construction project. Survival Analysis was used to incorporate non-failed tests into the calibration of pullout resistance factors. Results show that the predicted pullout resistance generally underestimates the measured by a substantial amount, leading to an overlyconservative design. Monte Carlo simulations were utilized to perform load and resistance factor design (LRFD) calibrations of soil nail pullout resistance factors. Load factors ( ) between 1.0 and 1.75 were selected and as a result of the high structural redundancy of SNWs, a target reliability index (β ) of 2.33 was chosen. LRFD calibrations with Monte Carlo simulations resulted in pullout resistance factors (∅ ) of between 0.61 and 1.49.

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Implementation of LRFD of Drilled Shafts in Louisiana

Cited by 17 publications

References 7 publications

Bearing Capacity of Large Drilled Shafts Fully Embeded in Claystone and Sandstone Layers

Bearing Capacity of Large Drilled Shafts Fully Embeded in Claystone and Sandstone Layers

Development of Rock Embedded Drilled Shaft Resistance Factors in Korea based on Field Tests

Calibration of Resistance Factors of Soil Nails for the LBJ Express Project

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