CN110826139B - Method for evaluating influence of pile insertion under horizontal force on interaction of adjacent pile groups - Google Patents
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Abstract
The invention discloses an evaluation method for the influence of pile insertion under horizontal force on the interaction of adjacent pile groups, which comprises the following steps: establishing a three-dimensional elasto-plastic CEL pile group model according to the engineering geological parameters and the positions of the pile shoe and the adjacent pile group; determining the maximum horizontal force applied by the bearing platform by combining the API specification and the nonlinear foundation beam model according to the pile body parameters and the pile head constraint conditions; determining the pile head counter-force and the pile head displacement of each pile in the pile inserting process under the maximum horizontal force action of the pile group; establishing a corresponding three-dimensional elasto-plastic CEL single pile model according to the relative position of each pile and a pile shoe in the pile group; applying the extracted pile head counter-force to the corresponding CEL single-pile model pile head through the amplitude curve to determine the pile head displacement of each single pile in the pile inserting process; and determining additional displacement and interaction coefficients caused by pile group interaction in the pile inserting process, and evaluating the influence degree of the pile inserting of the drilling ship on the interaction of adjacent pile groups under the action of horizontal force.
Description
Technical Field
The invention relates to the technical field of ocean engineering, in particular to an evaluation method for the interaction influence of pile inserting under horizontal force on adjacent piles in the offshore oil development process.
Background
The self-elevating drilling ship is an engineering ship with a platform function, and is widely applied to offshore oil development due to the advantages of large bearing capacity, good stability, flexible moving capacity and the like. The drill ship is often required to work near the built jacket platform, large-diameter pile shoes are required to be penetrated to serve as a foundation fixing platform in the process of installing the drill ship in place, and the adjacent pile foundation is greatly influenced if the drill ship is close to the existing platform in the pile inserting process. The existing research shows that under the action of horizontal load, when the pile spacing between two adjacent piles in a pile group is smaller than the critical pile spacing, each single pile generates a pile group effect through the interaction of soil between piles, so that the research on the influence of the pile inserting process of a drilling ship on the interaction of adjacent pile groups is of great significance on the basis of related research at home and abroad.
Disclosure of Invention
The invention provides an evaluation method for the influence of pile insertion under horizontal force on the interaction of adjacent piles to solve the technical problems in the prior art.
In order to achieve the purpose, the invention provides the following technical scheme:
a method for evaluating the influence of pile insertion under horizontal force on the interaction of adjacent piles, comprising the following steps:
1) Establishing a three-dimensional elastoplasticity CEL pile group model according to the engineering geological parameters and the positions of the pile shoe and the adjacent pile group;
2) Determining the maximum horizontal force applied by the bearing platform by combining the API specification and the nonlinear foundation beam model according to the pile body parameters and the pile head constraint conditions;
3) Determining pile head counter force and pile head displacement of each pile in the pile inserting process under the maximum horizontal force action of the pile group;
4) Establishing a corresponding three-dimensional elastoplasticity CEL single pile model according to the relative position of each pile and a pile shoe in the pile group;
5) Applying the pile head counter force extracted in the step 3) to the corresponding CEL single-pile model pile head through an amplitude curve to determine the pile head displacement of each single pile in the pile inserting process;
6) And determining additional displacement and interaction coefficients caused by pile group interaction in the pile inserting process, and evaluating the influence degree of the pile inserting of the drilling ship on the interaction of adjacent pile groups under the action of horizontal force.
Further, in step 1), establishing a three-dimensional elastoplasticity CEL pile group model according to the engineering geological parameters and the positions of the pile shoe and the adjacent pile group, specifically comprising: and establishing a three-dimensional elastic-plastic finite element model of the pile shoe-soil body-pile foundation interaction according to the soil body parameters, the assumed pile foundation parameters, the pile shoe parameters and the relative position of the pile shoe and the pile foundation.
Further, in step 2), the determining, according to the pile body material and the pile head constraint condition, the maximum horizontal force applied by the bearing platform by combining the API specification with the nonlinear foundation beam model specifically includes:
(1) determining the ultimate bending moment of the pile body through a material mechanics theory according to the pile diameter and the yield strength of the pile body material;
(2) establishing a nonlinear foundation beam model according to parameters of the adopted piles and pile head constraint conditions by using ABAQUS finite element software;
(3) adding a spring on the pile body of the model at intervals of a set distance along the depth direction, and determining the parameters of the soil spring nodes according to a p-y curve suggested by API (application program interface) specifications;
(4) repeatedly applying horizontal load on the top of the nonlinear ground foundation beam to obtain the maximum bending moment of the model pile body under the action of the corresponding horizontal load until the maximum bending moment of the model pile body is equal to the limit bending moment of the adopted pile by the horizontal load applied on the top of the nonlinear ground foundation beam model, and determining that the horizontal load is the limit horizontal load which can be borne by the single pile head of the adopted pile;
(5) dividing the limit horizontal load which can be borne by the single pile head of the adopted pile by a safety coefficient, namely the maximum allowable value of the horizontal load applied by the single pile head;
(6) and multiplying the maximum allowable value of the horizontal load applied to the single pile head by the number of the piles in the adjacent pile group to obtain the maximum allowable value of the horizontal load applied to the pile group bearing platform.
Further, in the step 4), a corresponding three-dimensional elasto-plastic CEL single-pile model is established according to the relative position of each pile and the pile shoe in the pile group, and the soil body parameters, the pile shoe size and the grid division in the CEL single-pile model are all consistent with those of the CEL pile group model.
Further, in step 6), determining additional displacement and an interaction coefficient caused by pile group interaction in the pile inserting process, and evaluating the degree of influence of the pile inserting of the drilling ship on the interaction of adjacent pile groups under the action of horizontal force specifically comprises: the Poulos interaction coefficient method is clear in concept and simple and convenient to calculate, and is widely applied to interaction calculation of pile group foundations, so that the method is adopted for additional displacement and interaction influence coefficients at the position. I.e. the additional displacement is equal to the pile-group head displacement minus the corresponding single-pile head displacement, and the interaction coefficient is equal to the head displacement of the additional position removed to correspond to the single pile.
The invention has the following beneficial effects:
(1) Compared with a model test, the method can accurately extract the pile head reaction force of each pile in the pile group with the bearing platform.
(2) The method adopts a finite element CEL (coupled Euler-Lagrange method) method to carry out numerical simulation on the pile inserting process of the drilling ship, absorbs the advantages of Lagrange analysis and Euler analysis, and solves the problem that a finite element grid of a soil body is seriously distorted possibly caused by large deformation of the soil body when a pile shoe is deeply buried compared with the traditional Lagrange finite element method.
(3) The invention has the advantages of convenient implementation, good economy, wide soil application, flexible adjustment of the relative position of the pile shoe and the pile and the size of the pile spacing, and the like.
(4) The invention establishes a practical calculation method convenient for engineering application, can quickly evaluate the influence degree of the drilling ship pile insertion on the interaction of adjacent grouped piles under different working conditions, and promotes the progress and innovation of the offshore oil development technology.
Drawings
The above and other features, characteristics and advantages of the present invention will become more apparent from the following description in conjunction with the accompanying drawings and embodiments, in which like reference numerals denote like features throughout the figures, and in which:
FIG. 1 is a flow chart of an evaluation method of the present invention;
FIG. 2 is a diagram of a CEL pile group model according to embodiment 1 of the present invention;
FIG. 3 is a diagram of a nonlinear ground-based beam model according to embodiment 1 of the present invention;
FIG. 4 is a diagram of a CEL monopile model of a fore pile in accordance with example 1 of the present invention;
FIG. 5 is a diagram of a rear pile CEL single pile model of embodiment 1 of the present invention;
fig. 6 is a diagram illustrating the reaction force variation of each pile head during pile insertion according to embodiment 1 of the present invention;
FIG. 7 is a diagram showing the variation of the additional displacement of the pile head during pile insertion according to embodiment 1 of the present invention;
fig. 8 is a graph showing the change of the pile group interaction coefficient in the pile inserting process according to example 1 of the present invention.
Detailed Description
The invention is further illustrated in the following example 1 with reference to the accompanying drawings:
example 1 referring to fig. 1-8, a method for evaluating the effect of drilling vessel pile driving on the interaction of adjacent piles under horizontal force, comprising the steps of:
1) Establishing a three-dimensional elastoplasticity CEL pile group model according to the engineering geological parameters and the positions of the pile shoe and the adjacent pile group;
2) Determining the maximum horizontal force applied by the bearing platform by combining the API specification and the nonlinear foundation beam model according to the pile body parameters and the pile head constraint conditions;
3) Determining pile head counter force and pile head displacement of each pile in the pile inserting process under the maximum horizontal force action of the pile group;
4) Establishing a corresponding three-dimensional elastoplasticity CEL single pile model according to the relative position of each pile and a pile shoe in the pile group;
5) Applying the pile head counterforce extracted in the step 3) to the corresponding CEL single-pile model pile head through the amplitude curve, and determining the pile head displacement of each single pile in the pile inserting process;
6) Determining additional displacement and interaction coefficient caused by pile group interaction in the pile inserting process, and evaluating the influence degree of the pile inserting of the drilling ship on the interaction of adjacent pile groups under the action of horizontal force
In the step 1), establishing a three-dimensional elasto-plastic CEL pile group model according to the engineering geological parameters and the positions of the pile shoe and the adjacent pile group, specifically comprising: :
the vertical direction of the CEL pile group model is 70m, and the horizontal direction is 75m. In order to simulate the uplift and flow of soil around a pile shoe when the pile shoe of a drilling ship penetrates into a soil layer, an Euler cavity area is arranged in a CEL pile group model within the range of 0m to 10m, a mud surface is arranged at the position of 10m, and a soil unit is arranged within the range of 60m below the mud surface.
The maximum diameter of a pile shoe is 18m, adjacent pile groups are connected through a rigid bearing platform, the diameter d of each pile is 1.5m, the length of the pile is 51m, the wall thickness is 0.025m, after the adjacent pile groups are converted into solid piles, the elastic modulus of each pile is 26.12GPa, and the Poisson ratio is 0.3.
The net distance between the adjacent piles and the pile shoe is 4.5m (0.25D), the pile distance is 4.5m (3D), and the maximum diameter penetration depth of the pile shoe is 15m.
The average effective gravity of the clay is 6kN/m 3 The non-drainage shear strength Su of the clay layer adopts a formula of Su =1.5z + 2: z is the depth below the mud level.
In step 2), determining the maximum horizontal force applied by the bearing platform according to the pile body parameters and the pile head constraint conditions by combining the API specification with the nonlinear foundation beam model, specifically comprising:
(1) determining the ultimate bending moment of the pile body to be 9.87MN x m according to the pile diameter and the yield strength of the pile body material by a material mechanics theory;
(2) establishing a nonlinear foundation beam model according to parameters of the adopted piles and pile head constraint conditions by using ABAQUS finite element software;
(3) a spring is additionally arranged on the pile body of the model every 1m along the depth direction, and the parameters of the soil spring nodes are determined according to a p-y curve suggested by API (application program interface) specifications;
(4) repeatedly applying horizontal load on the top of the nonlinear foundation beam to obtain the maximum bending moment of the model pile body under the action of the corresponding horizontal load, until the maximum bending moment of the model pile body is equal to the limit bending moment of the adopted pile of 9.87MN x m when the horizontal force applied on the top of the nonlinear foundation beam model is 1.2MN, and determining that the horizontal load is 1.2MN as the limit horizontal load which can be borne by the single pile head of the adopted pile;
(5) dividing the limit horizontal load 1.2MN which can be borne by the single pile head of the adopted pile by the safety factor 2, wherein the maximum allowable value of the horizontal load applied by the single pile head is 0.6MN;
(6) multiplying the maximum allowable value of the horizontal load applied to the single pile head by the number of piles in the adjacent grouped piles to obtain the maximum allowable value of the horizontal load applied to the grouped pile group bearing platform;
in step 3), determining pile head reaction force and pile head displacement of each pile in the pile inserting process under the action of the maximum horizontal force of the pile group specifically comprises: because the CEL pile group model adopts a half model, a horizontal load of 0.6MN is applied to a bearing platform, then calculation is submitted, and the pile head counter force and the pile head displacement of each pile in the pile inserting process are extracted. Since it is difficult to correctly extract the pile head reaction force in the CEL pile group model by the method of extracting the pile head shear force, the horizontal direction cell node force caused by the cell stress is extracted here. Practice proves that the sum of the extracted pile head counter forces is equal to the sum of the forces applied by the bearing platform, and the extraction method is proved to be correct.
And 4), establishing a corresponding three-dimensional elastoplasticity CEL single pile model according to the relative position of each pile and the pile shoe in the pile group, wherein the soil body parameters, the pile shoe size and the grid division in the CEL single pile model are consistent with those of the CEL pile group model.
And 6), determining additional displacement and interaction coefficients caused by pile group interaction in the pile inserting process, and evaluating the influence degree of the pile inserting of the drilling ship on the interaction of adjacent pile groups under the action of horizontal force. The method specifically comprises the following steps: the Poulos interaction coefficient method is clear in concept and simple and convenient to calculate, and is widely applied to interaction calculation of pile group foundations, so that the method is adopted for additional displacement and interaction influence coefficients at the position. I.e. the additional displacement is equal to the pile-group head displacement minus the corresponding single-pile head displacement, and the interaction coefficient is equal to the head displacement of the additional position removed to correspond to the single pile.
Compared with a model test, the method can accurately extract the pile head reaction force of each pile in the pile group with the bearing platform; the method adopts the finite element CEL (coupled Euler-Lagrange method) method to carry out numerical simulation on the pile inserting process of the drilling ship, absorbs the advantages of Lagrange analysis and Euler analysis, and solves the problem of serious distortion of a soil finite element grid possibly caused by large deformation of a soil body when a pile shoe is deeply buried compared with the traditional Lagrange finite element method. The invention has the advantages of convenient implementation, good economy, wide soil application, flexible adjustment of the relative position between the pile shoe and the pile and the size of the pile spacing, and the like; the invention establishes a practical calculation method convenient for engineering application, can quickly evaluate the influence degree of the drilling ship pile insertion on the interaction of adjacent grouped piles under different working conditions, and promotes the progress and innovation of the offshore oil development technology.
It should be noted that the specific embodiments are merely representative examples of the present invention, and it is obvious that the technical solution of the present invention is not limited to the above-mentioned examples, and many variations are possible. Those skilled in the art, having the benefit of this disclosure and any written description provided herein, will recognize that the invention is susceptible to considerable variation and that certain modifications and variations are possible in light of the above teachings.
Claims (4)
1. A method for evaluating the interaction influence of pile insertion under horizontal force on adjacent pile groups, which is characterized by comprising the following steps:
1) Establishing a three-dimensional elastoplasticity CEL pile group model according to the engineering geological parameters and the positions of the pile shoe and the adjacent pile group;
2) Determining the maximum horizontal force applied by the bearing platform by combining the API specification and the nonlinear foundation beam model according to the pile body parameters and the pile head constraint conditions; the method specifically comprises the following steps:
(1) determining the ultimate bending moment of the pile body through a material mechanics theory according to the pile diameter and the yield strength of the pile body material;
(2) establishing a nonlinear foundation beam model according to parameters of the adopted piles and pile head constraint conditions by using ABAQUS finite element software;
(3) adding a spring on the pile body of the model at intervals of a set distance along the depth direction, and determining the parameters of the soil spring nodes according to a p-y curve suggested by API (application program interface) specifications;
(4) repeatedly applying horizontal load on the top of the nonlinear ground foundation beam to obtain the maximum bending moment of the model pile body under the action of the corresponding horizontal load until the maximum bending moment of the model pile body is equal to the limit bending moment of the adopted pile by the horizontal load applied on the top of the nonlinear ground foundation beam model, and determining that the horizontal load is the limit horizontal load which can be borne by the single pile head of the adopted pile;
(5) dividing the limit horizontal load which can be borne by the single pile head of the adopted pile by a safety coefficient, namely the maximum allowable value of the horizontal load applied by the single pile head;
(6) multiplying the maximum allowable value of the horizontal load applied to the single pile head by the number of piles in the adjacent pile group to obtain the maximum allowable value of the horizontal load applied to the pile group bearing platform;
3) Determining pile head counter force and pile head displacement of each pile in the pile inserting process under the maximum horizontal force action of the pile group;
4) Establishing a corresponding three-dimensional elasto-plastic CEL single pile model according to the relative position of each pile and a pile shoe in the pile group;
5) Applying the pile head counterforce extracted in the step 3) to the corresponding CEL single-pile model pile head through the amplitude curve, and determining the pile head displacement of each single pile in the pile inserting process;
6) And determining additional displacement and interaction coefficients caused by pile group interaction in the pile inserting process, and evaluating the influence degree of the pile inserting of the drilling ship on the interaction of adjacent pile groups under the action of horizontal force.
2. The evaluation method according to claim 1, wherein the step 1) of establishing a three-dimensional elasto-plastic CEL piling model according to the engineering geological parameters and the positions of the pile shoe and the adjacent piling comprises: and establishing a three-dimensional elastic-plastic finite element model of the pile shoe-soil body-pile foundation interaction according to the soil body parameters, the assumed pile foundation parameters, the pile shoe parameters and the relative position of the pile shoe and the pile foundation.
3. The evaluation method according to claim 1, wherein in step 4), a corresponding three-dimensional elastoplasticity CEL single pile model is established according to the relative positions of each pile and the pile shoe in the pile group, and soil parameters, pile body parameters, pile shoe size and grid division in the CEL single pile model are consistent with those of the CEL group pile model.
4. The evaluation method according to claim 1, wherein in step 6), the additional displacement and the interaction coefficient caused by pile group interaction during pile insertion are determined, and the degree of influence of the pile insertion of the drilling vessel on the interaction of the adjacent pile groups under the action of horizontal force is evaluated, and the evaluation method specifically comprises the following steps: the Poulos interaction coefficient method is clear in concept and simple and convenient to calculate, and is widely applied to interaction calculation of pile group foundations, so that the method is adopted for additional displacement and interaction influence coefficients at the position; i.e. the additional displacement is equal to the pile-group head displacement minus the corresponding single-pile head displacement, and the interaction coefficient is equal to the head displacement of the additional position removed to correspond to the single pile.
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