Kongsomboon, Thanadol

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Kongsomboon, Thanadol
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thanadol.ko@kmitl.ac.th

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    The Failure of Road Embankment Along the Canal during Driven Piles Construction in Thickness of Soft Sensitive Clay
    (2024-09-01)
    Chaiyaput, Salisa
    ;
    Suksawat, Taweephong
    ;
    Wongkumchun, Jakkaphong
    ;
    Ayawanna, Jiratchaya
    ;
    Kongsomboon, Thanadol
    The pile-retaining wall at Nonthaburi rural road no. 5036 was constructed using reinforced concrete piles or driven piles combined with a concrete retaining wall. The purpose of this structure was to enhance the slope stability of the canal-side road (road embankment along the canal). The damage to the driven piles occurred during the pile construction at 18 m depth below the ground surface. The resistivity survey and screw driving sounding test were employed to investigate the thickness of soft clay layers and unexpected stiff soil layers at the failure area. The field vane shear test was employed to investigate the sensitivity of the soft clay layer. Furthermore, the finite element model was analyzed to verify the failure behaviour of the road embankment during the driven pile's construction. Consequently, the investigation revealed that the subsoil in the failure area exhibited sensitivity values. The subsoil consisted of a layer of soft clay to medium stiff clay, ranging from 2-10 m below the ground surface, while the subsoil consisted of stiff clay below a depth of 10 m. The installation of the 18-m driven pile caused a disturbance in the soft sensitive clay layer above the stiff soil layer, resulting in a reduction in the strength of the soft clay and affecting the displacement of the driven pile during construction. Furthermore, the occurrence of rapid drawdown causes water seepage to continue to flow toward the canal side. This phenomenon produces active forces on the slope of the road embankment along the canal. As a result, the road embankment along the canal side can collapse due to a disturbance in the sensitive clay layer with rapid drawdown. The result was agreed with the study findings obtained by the finite element model.
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    Designing gabion structures under multi-criteria objectives with goal programming
    (2021-06-01)
    Chatpattananan, Vuttichai
    ;
    Kongsomboon, Thanadol
    ;
    Ratanavaraha, Vatanavongs
    Gabion structure is a set of stacked prefabricated cages filled with rocks. These gabion cages are made of steel wire, polypropylene, polyethylene, or nylon. Constructing these gabion cages usually follows supplier guidelines or governmental agency design standards. Designing this gabion structure, at a minimum, must satisfy many design criteria in passing external stability in sliding, overturning, and bearing capacity of the foundation. Good gabion design requires a balance of the toe bearing stress and heel bearing stress. With this requirement for the design of gabion structures to meet multi-criteria objectives, goal programming, which is a multi-criteria optimization technique, is used in this study. A 3-meter gabion example is used as a based design. Then, mixed integer nonlinear programming is introduced to rearrange a set of varying sized gabion cages to minimize the gabion weight and passing external stability criteria. Two goal programming models are introduced to meet the two design criteria in minimizing gabion weight and balancing the vertical stresses. The two goal programming models give the same optimum solution with the minimum weight of 48 kN/m and eccentricity of 0.002 meter. In contrast, the original example gives the weight of 61.92 kN/m and eccentricity of 0.086 meter.
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    DESIGNING A TRAPEZOIDAL MODULAR BLOCK WALL WITH NONLINEAR OPTIMIZATION
    (2022-02-01)
    Chatpattananan, Vuttichai
    ;
    Prayongphan, Somchai
    ;
    Kongsomboon, Thanadol
    ;
    Ratanavaraha, Vatanavongs
    A rectangular wall is better in terms of stability and ease of calculation than a trapezoidal wall. However, a trapezoidal wall is sometimes inevitable such as a retaining wall construction near rockface. FHWA provides simplified rules to design a trapezoidal wall. However, FHWA does not give an example to follow, and the rules need trial and error to implement. BS8006 gives an exact dimension of the block heights, but designing still needs to adjust the block widths. A 16-meters high modular block wall project near rock face in Thailand as an example to illustrate a calculation detail in external stability checking follow FHWA simplified rules and BS8006. The illustrations are trapezoidal walls with two zones, three zones, and four zones. Nonlinear optimization models are also used to minimize the wall base length to facilitate the construction instead of jacking the near rock face to build a rectangular wall. Optimization models also help to relax FHWA simplified rules and BS8006 guidelines. Using an optimization model can decrease the base length from 0.7H to 0.6H for a rectangular wall or even 0.5H for a rectangular wall with competent foundation soil. Optimization models can also achieve a base length down to 0.48H with a decrease in the cross-sectional area down to 0.92 for a three zones trapezoidal wall. A simple three zones wall with exact dimensions is also proposed in the competent foundation soil conditions.
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    A nonlinear optimization model on the reinforcement length of a modular block wall by varying surcharge and soil strength parameters
    (2018-08-14)
    Chatpattananan, Vuttichai
    ;
    Kongsomboon, Thanadol
    This study proposes a nonlinear optimization approach in designing a modular block wall which is atype of the mechanical stabilized earth wall. A nonlinear optimization model is proposed based on minimizing the reinforcement length where the constraints considered are the external stability and the internal stability. Theoptimum reinforcement length can be determined based on available soil strength parameters and the maximum surcharge. This study also includes the parametric study of the reinforced soil, retained soil, and foundation soil by varying the ranges of the wall height, surcharge, and soil strength parameters in density and friction angle to see the behaviours of the aforementioned external stability and internal stability. This can be beneficial in designing thismodular block wall encountering a poor soil condition or a large amount surcharge.