CN115717383B - Split construction method of deepwater jacket - Google Patents
Split construction method of deepwater jacket Download PDFInfo
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- CN115717383B CN115717383B CN202211505043.6A CN202211505043A CN115717383B CN 115717383 B CN115717383 B CN 115717383B CN 202211505043 A CN202211505043 A CN 202211505043A CN 115717383 B CN115717383 B CN 115717383B
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Abstract
The invention discloses a split type construction method of a deepwater jacket, which comprises the steps of obtaining information of a center truss structure; selecting the position of a non-slideway building area and determining the construction sequence of a central truss structure; setting a ground supporting structure at the bottom of the central truss structure, and obtaining the maximum allowable value of the bearing capacity of the foundation and the pressure of the central truss structure and the ground supporting structure to the ground; obtaining the absolute foundation soil settlement of each point of a ground supporting structure, obtaining the relative foundation soil settlement of each supporting point of the ground supporting structure and the adjacent supporting points, and selecting the maximum relative settlement; calculating the overall transportation stability of the transport vehicle; designing a transportation supporting structure according to the transportation supporting stress condition of the transportation vehicle and calculating the strength; and transporting the central truss structure to a slideway area through a transport vehicle, and constructing an external structure of the central truss structure until the deep water jacket is built. The invention is applied to the technical field of ocean construction.
Description
Technical Field
The invention relates to the technical field of ocean construction, in particular to a split type construction method of a deepwater jacket, which is suitable for split type construction of land deepwater jackets.
Background
With the steady progress of ocean oil and gas development, the oil and gas development is carried out from shallow water to deep water, and is gradually carried out from the water depth of 20m in Bohai sea to the water depth of 300m in Nandina. At present, in a deep water operation environment within 400m, compared with floating oil gas development platforms such as a semi-submersible platform, a tension leg platform and the like, the pile foundation type jacket platform has better comprehensive economy. Therefore, the construction and construction of the deepwater jacket are steadily improved.
Deepwater jackets are usually built on the whole land with a depth of around 300m and above, i.e. the entire jacket is built on the skids from the center truss to the outside structure of the center truss, and the jacket is fixed in position during the construction process. This approach requires a ramp length of about 300m and takes up valuable ramp resources for a long period of time, and only one jacket can be built on the same ramp in the same period. When the resources of the slide ways are limited, two or more jackets need to be built simultaneously, which is an urgent problem to be solved by jacket construction parties.
Disclosure of Invention
The invention aims to solve the technical problem of overcoming the defects of the prior art and providing a split type construction method for the deepwater jacket, which has high construction efficiency, does not occupy excessive slideway resources and has high safety.
The technical scheme adopted by the invention is as follows: the split type construction method of the deepwater jacket comprises the following steps of:
s1, acquiring information of a central truss structure of a deepwater jacket;
s2, selecting the position of a non-slideway construction area of the central truss and determining the construction sequence of the central truss structure;
s3, arranging a ground supporting structure at the bottom of the central truss structure to bear load, acquiring the maximum allowable value of the bearing capacity of the foundation and the pressure of the central truss structure and the ground supporting structure on the ground, comparing the two, and redesigning the ground supporting structure if the bearing capacity is not met;
s4, obtaining the absolute settlement of foundation soil of each point of the ground supporting structure, obtaining the relative settlement of foundation soil of each supporting point of the ground supporting structure and adjacent supporting points, selecting the maximum relative settlement, and if the maximum relative settlement does not meet the requirement, processing the foundation again;
s5, calculating the overall transportation stability of the transport vehicle, and adjusting the transport vehicle if the overall transportation stability of the transport vehicle does not meet the requirements;
s6, designing a transportation supporting structure according to the transportation supporting stress condition of the transportation vehicle, calculating the strength, and if the strength does not meet the requirement, reinforcing the supporting strength of the transportation vehicle;
s7, adopting a straight path as a path for transporting the non-slideway building area to the slideway area;
and S8, transporting the central truss structure to a slideway area through a transport vehicle, and constructing an external structure of the central truss structure until the deep water jacket is built.
Further, the step S1 includes:
s101, decomposing a central truss structure of a jacket;
and S102, splitting the central truss structure according to the division of the deep water jacket functional area, and obtaining the information of the size, weight, gravity center, specifications of components, wall thickness, materials and forms of the central truss structure.
Further, the step S2 includes:
step S201, selecting the position of a non-slideway construction area of the central truss according to the size of the central truss structure and the total construction area and planning;
step S202, adopting a traditional stacking type construction sequence or a turnover type construction sequence.
Further, the step S3 includes:
step S301, arranging a ground support structure at the bottom of the central truss structure to bear load;
step S302, detecting the foundation of the supporting area according to the foundation bearing capacity detection specification and standard to obtain a foundation bearing capacity characteristic value and obtain a maximum allowable value of the foundation bearing capacity;
and S303, establishing a mechanical model according to the part specification and material information of the central truss structure, taking the central truss structure node as a key stress position, calculating the ground pressure of the central truss structure and the ground supporting structure, comparing the ground pressure with the obtained maximum allowable value of the bearing capacity of the foundation, and if the bearing capacity is not met, redesigning the ground supporting structure and calculating until the requirement is met.
Further, the step S4 includes:
step S401, selecting a specific position to drill and sample according to the selected non-slideway construction area and the position of the ground supporting structure, and testing after sampling to obtain foundation soil parameters;
step S402, calculating the absolute settlement of the foundation soil mass at each point of the ground supporting structure;
and S403, acquiring the relative settlement of the foundation soil mass of each supporting point and the adjacent supporting points of the ground supporting structure, selecting the maximum relative settlement, and if the maximum relative settlement does not meet the requirement, processing the foundation again, and repeating the calculation until the requirement is met.
Further, the step S5 includes:
step S501, selecting the position of a transport supporting point on a transport vehicle, wherein the position of the transport supporting point is required to coincide with the position of a supporting point of a central truss structure, the distance meets the transport and use requirements of the transport vehicle, and if the distance does not meet the transport and use requirements, a load dividing beam is arranged on the transport vehicle to meet the requirements;
step S502, analyzing the transportation process of the transport vehicle, and calculating the total carrying capacity, the rated carrying utilization rate of the vehicle body, the axle load, the axle pressure, the overturning angle and the transportation supporting stress of the transport vehicle according to the total weight of the central truss structure, the central position, the position information of the transportation supporting point of the transport vehicle and the arrangement position of the transport vehicle;
and S503, establishing a mechanical model of the center truss structure according to the part specification and the material information of the center truss structure and the transportation supporting point position information of the transport vehicle, and checking the strength of the center truss structure under the transportation working condition according to the transportation supporting stress condition of the transport vehicle.
Further, in the step S301, a plurality of steel cement cuboids with the length of 6m, the width of 2m and the height of 1.2m are longitudinally and alternately stacked to form a single-row three-layer straight-line shape as a ground supporting structure of the central truss; in the step S302, monitoring is performed every 20m when detecting the foundation of the ground supporting area 2 A detection point is arranged, a characteristic value of the bearing capacity of the foundation is obtained, and a maximum allowable value of the bearing capacity of the foundation is obtained; in the step S303, the pressure of the central truss structure and the ground supporting structure to the ground is calculated by adopting a node full supporting method, a node supporting one-by-one failure method and a node supporting one-by-one failure method.
Further, the step S401 includes:
s4011, selecting a specific position according to the selected non-slideway building area and the position of the ground supporting structure, and sampling the holes, wherein the holes are divided into two types, namely, a control hole and a general hole, the control hole is a hole in the position of 50% of the supporting structures after all the ground supporting structures are arranged from large to small according to the stress, the depth of the hole is greater than 47m, the hole is drilled to a ground force-bearing stratum, the general hole is a hole in the position of the rest 50% of the supporting structures, the depth of the hole is greater than 31m, and the hole is drilled to a coarse sand layer;
s4012, selecting the first four drilling holes with the largest stress of the ground support structure to sample undisturbed soil, sampling one place at each interval of 1m of a silt clay layer, continuously sampling if the thickness is smaller than 3m, and ensuring that the sampling number is not smaller than four, and sampling and penetrating the soil layer at other intervals of 1.5m;
step S4013, performing a consolidation drainage test, wherein each sampling hole is selected from an upper position, a middle position and a lower position according to the hole depth, two samples are selected from each sampling hole, and performing a consolidation drainage triaxial test, a consolidation non-drainage triaxial test and a non-consolidation non-drainage triaxial test to obtain the following soil parameters:
internal friction angle, cohesion, secant stiffness in standard drainage triaxial test, tangential stiffness in main consolidation apparatus loading, unloading/reloading stiffness, stiffness stress level dependent exponentiation, initial void ratio, unloading-reloading poisson ratio, horizontal permeability coefficient, vertical permeability coefficient.
Further, in the step S403, it is possible to use a relative settlement amount smaller than 10mm, or else, the foundation needs to be treated, and the foundation soil body is changed by piling, dynamic compaction, soil replacement, and the like, and the calculation is repeated until the requirement is met.
Further, the step S6 includes:
step S601, according to the transportation supporting stress condition of a transport vehicle, adopting a central truss slipper web penetrating wing structure as a transportation supporting structure of the transport vehicle, wherein four webs are penetrated, the thickness is 50mm, the distance is 200mm, the material is Q355 or more, the upper cover plate and the lower cover plate are welded on the web, the thickness and the material are the same as the web, the total height of the slipper web penetrating the wing structure is 750mm, and the total length is adjusted along with the transport vehicle position;
and step S602, calculating the supporting strength of the transport vehicle in the process, if the supporting strength does not meet the requirements, at least one of encrypting the web plate, thickening the upper cover plate and the lower cover plate and increasing the total height is adopted to strengthen the supporting strength of the transport vehicle, and then, the supporting strength is recalculated until the requirements are met.
The beneficial effects of the invention are as follows:
compared with the defects of the prior art, in the invention, the center truss structure is split from the jacket integral structure, so that the advantages of independent construction, small occupied area and no need of occupying slideway resources are utilized, and the center truss is constructed in advance in a non-slideway area, thereby realizing the construction of a second deep water jacket in advance under the condition of limited slideway resources; the adopted method for calculating the ground pressure intensity of the central truss for calculating various failure conditions and ground subsidence ensures the safety and quality control targets of the construction of the central truss; the transportation support is simple in design form, convenient to cut after transportation is completed, and the original structure of the central truss is not affected, so that the invention has the advantages of high construction efficiency, no need of occupying excessive slideway resources and high safety.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings that are required in the embodiments or the description of the prior art will be briefly described, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and other drawings may be obtained according to the structures shown in these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a flow chart of the present invention;
FIG. 2 is a logical block diagram of the present invention;
FIG. 3 is a schematic perspective view of a deepwater jacket according to the present invention;
FIG. 4 is a schematic perspective view of a central truss structure of the invention;
FIG. 5 is a schematic perspective view of the outer structure of the center truss of the present invention;
FIG. 6 is a schematic perspective view of a single in-line floor support structure of the present invention;
FIG. 7 is a schematic perspective view of a single column inverted-V-shaped ground support structure of the present invention;
FIG. 8 is a schematic plan view of a central truss structure and single column delta ground support structure of the present invention;
FIG. 9 is a three-dimensional view of a mechanical computational model of the center truss structure and ground support structure of the present invention;
FIG. 10 is a plot of points of a mechanical computational model of the center truss structure and ground support structure of the present invention;
FIG. 11 is a table of full support calculations for the central truss structure of the invention;
FIG. 12 is a table of point-by-point failure calculations for the center truss structure of the invention;
FIG. 13 is a table of the results of pair-wise failure calculations for the center truss structure of the invention;
FIG. 14 is a schematic view of a foundation borehole of the center truss structure of the invention;
FIG. 15 is a table of experimental data for the soil body of the foundation of the present invention;
FIG. 16 is a graph of the soil settlement calculation result of the present invention;
FIG. 17 is a diagram of the overall transportation arrangement of the center truss structure and the transporter of the present invention;
FIG. 18 is a unitary shipping layout of the center truss structure of the present invention from another perspective of the cart;
FIG. 19 is a graph showing the overall transportation stability calculation for the center truss structure and the transporter of the present invention;
figure 20 is a schematic perspective view of a central truss shoe web through wing transport support structure of the present invention.
The reference numerals are as follows:
1. a deep water jacket; 2. a central truss structure; 3. a central truss outer structure; 4. a ground support structure; 5. a central truss slipper web; 6. a wing structure; 7. and (5) a transport vehicle.
The achievement of the objects, functional features and advantages of the present invention will be further described with reference to the accompanying drawings, in conjunction with the embodiments.
Detailed Description
The following description of the embodiments of the present invention will be made clearly and fully with reference to the accompanying drawings, in which it is evident that the embodiments described are only some, but not all embodiments of the invention. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
It should be noted that all directional indicators in the embodiments of the present invention, such as up, down, left, right, front, rear, clockwise, counterclockwise, etc., are merely used to explain the relative positional relationship between the components, the movement condition, etc. in a specific posture, if the specific posture is changed, the directional indicator is changed accordingly.
Furthermore, the description of "first," "second," etc. in this disclosure is for descriptive purposes only and is not to be construed as indicating or implying a relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defining "a first" or "a second" may explicitly or implicitly include at least one such feature. In addition, the technical solutions of the embodiments may be combined with each other, but it is necessary to base that the technical solutions can be realized by those skilled in the art, and when the technical solutions are contradictory or cannot be realized, the technical solutions should be considered that the combination does not exist and is not within the scope of protection claimed by the present invention.
As shown in fig. 1 to 2, in the present embodiment, the split type construction method of a deepwater jacket includes the following steps:
s1, acquiring information of a central truss structure of a deepwater jacket;
specifically, all parameters of the deepwater jacket 1 are introduced, and parameters of the central truss structure 2 are separated, wherein the parameters at least comprise the size, the weight, the gravity center, the specification of components, the wall thickness, the material and the form of the central truss structure 2.
As shown in fig. 3 to 5, taking a certain eight-leg deep water jacket as an example, the deep water jacket 1 is composed of a central truss structure 2 and a central truss outer structure 3, wherein the central truss structure 2 is mainly composed of four conduit legs composed of large rolled steel pipes, a plurality of lacing wires and a pair of box-type plate shells at the bottom.
The central truss structure 2 is a cuboid truss structure, is relatively independent, and can be independently built. The central truss outer side structure 3 is composed of the remaining four conduit legs, a plurality of lacing wires and the like, and the two are fixed together in a welding mode. The size, weight, gravity center, specification, material and wall thickness information of the conduit legs and the lacing wires of the central truss structure 2 are obtained through a design drawing.
S2, selecting the position of a non-slideway construction area of the central truss and determining the construction sequence of the central truss structure;
specifically, the location of the center truss non-skid building area is selected based on the size of the center truss structure 2 and the total building area and plan, using either a conventional stacking or turn-over construction sequence.
S3, arranging a ground supporting structure at the bottom of the central truss structure to bear load, acquiring the maximum allowable value of the bearing capacity of the foundation and the pressure of the central truss structure and the ground supporting structure on the ground, comparing the two, and redesigning the ground supporting structure if the bearing capacity is not met;
in particular, a ground support structure 4 is provided at the bottom of the central truss structure 2 to bear the load; detecting the foundation of the supporting area according to the foundation bearing capacity detection specification and standard to obtain a foundation bearing capacity characteristic value and obtain a maximum allowable value of the foundation bearing capacity; and establishing a SACS mechanical model according to the information of the part specification and the material quality of the central truss structure 2, taking the node of the central truss structure 2 as a key stress position, calculating the ground pressure of the central truss structure 2 and the ground support structure 4, comparing with the obtained maximum allowable value of the bearing capacity of the foundation, and if the bearing capacity is not met, redesigning the ground support structure 4 and calculating until the requirement is met.
S4, obtaining the absolute settlement of foundation soil of each point of the ground supporting structure, obtaining the relative settlement of foundation soil of each supporting point of the ground supporting structure and adjacent supporting points, selecting the maximum relative settlement, and if the maximum relative settlement does not meet the requirement, processing the foundation again;
specifically, according to the selected non-slideway construction area and the position of the ground support structure 4, selecting a specific position for drilling and sampling, and testing after sampling to obtain foundation soil parameters; adopting PLAXIS3D software and using a HARDENING-SOIL SOIL body calculation model, as shown in figure 16, calculating the absolute settlement of the foundation SOIL body at each point of the ground support structure 4; and acquiring the relative settlement of the foundation soil mass of each supporting point and the adjacent supporting points of the ground supporting structure 4, selecting the maximum relative settlement, and if the maximum relative settlement does not meet the requirement, processing the foundation again, and repeating the calculation until the requirement is met.
S5, calculating the overall transportation stability of the transport vehicle, and adjusting the transport vehicle if the overall transportation stability of the transport vehicle does not meet the requirements;
specifically, selecting the position of a transport supporting point on the transport vehicle 7, as shown in fig. 17 to 18, wherein the position requirement of the transport supporting point coincides with the position requirement of the supporting point of the central truss structure 2, the distance meets the transport use requirement of the transport vehicle 7, and if the distance does not meet the transport use requirement, a load dividing beam is arranged on the transport vehicle 7 to meet the requirement; analyzing the transportation process of the transport vehicle 7, and calculating the total carrying capacity of the transport vehicle 7, the rated carrying utilization rate of the vehicle body, the axle load, the axle pressure, the overturning angle and the transportation supporting stress according to the total weight of the central truss structure 2, the central position, the position information of the transportation supporting point of the transport vehicle 7 and the arrangement position of the transport vehicle 7; and establishing a mechanical model of the center truss structure 2 according to the part specification and material information of the center truss structure 2 and the transportation supporting point position information of the transport vehicle 7, and checking the strength of the center truss structure 2 under the transportation working condition according to the transportation supporting stress condition of the transport vehicle 7.
It should be noted that the transport vehicle 7 may be an SPMT module vehicle, which is a self-propelled hydraulic flat car, and is mainly applied to transport heavy, large, high and special structures, and has the advantages of flexible use, convenient loading and unloading, and load capacity of more than 50000 tons under the condition of mechanical assembly or free combination of multiple vehicles.
S6, designing a transportation supporting structure according to the transportation supporting stress condition of the transportation vehicle, calculating the strength, and if the strength does not meet the requirement, reinforcing the supporting strength of the transportation vehicle;
specifically, according to the transportation support stress situation obtained in the step S5, ANSYS general finite element modeling is adopted, the design and calculation process is completed, and if the requirements are not met, the transportation support structure is redesigned and calculated.
S7, adopting a straight path as a path for transporting the non-slideway building area to the slideway area;
specifically, the direction of the straight path may be one of horizontal, vertical, or diagonal straight.
And S8, transporting the central truss structure to a slideway area through a transport vehicle, and constructing an external structure of the central truss structure until the deep water jacket is built.
Specifically, after the center truss structure 2 is transported to the slideway area by the transport vehicle 7, the construction of the center truss outer structure 3 is completed in a stacking type construction sequence or a turn-over type construction sequence.
Compared with the defects of the prior art, in the invention, the center truss structure 2 is split from the jacket integral structure, so that the center truss structure 2 can be independently built relatively, the occupied area is small, the building is free from occupying slideway resources, and the center truss is built in advance in a non-slideway area, thereby realizing the construction of the second deep water jacket 1 under the condition of limited slideway resources; the adopted method for calculating the ground pressure intensity of the central truss for calculating various failure conditions and ground subsidence ensures the safety and quality control targets of the construction of the central truss; the transportation support is simple in design form, convenient to cut after transportation is completed, and the original structure of the central truss is not affected, so that the invention has the advantages of high construction efficiency, no need of occupying excessive slideway resources and high safety.
In the step S1, as shown in fig. 1, the step of obtaining information of the center truss structure of the deepwater jacket includes:
s101, decomposing a central truss structure of a jacket;
and S102, splitting the central truss structure according to the division of the deep water jacket functional area, and obtaining the information of the size, weight, gravity center, specifications of components, wall thickness, materials and forms of the central truss structure.
In the above step S2, as shown in fig. 1, the step of selecting the position of the center truss non-skid building area and determining the construction sequence of the center truss structure includes:
step S201, selecting the position of a non-slideway construction area of the central truss according to the size of the central truss structure and the total construction area and planning;
step S202, adopting a traditional stacking type construction sequence or a turnover type construction sequence.
In the step S3, the step of setting a ground supporting structure at the bottom of the central truss structure to bear the load, obtaining the maximum allowable value of the bearing capacity of the foundation and the pressure of the central truss structure and the ground supporting structure on the ground, comparing the two, and redesigning the ground supporting structure if the bearing capacity is not satisfied includes:
step S301, arranging a ground support structure at the bottom of the central truss structure to bear load;
specifically, as shown in fig. 6 to 8, a plurality of steel cement cuboids with the length of 6m, the width of 2m and the height of 1.2m are longitudinally and alternately stacked to form a single-row three-layer straight-line type ground support structure 4 serving as a central truss, and the ground support structure 4 is used for bearing load and transmitting the gravity of the central truss structure.
Step S302, detecting the foundation of the supporting area according to the foundation bearing capacity detection specification and standard to obtain a foundation bearing capacity characteristic value and obtain a maximum allowable value of the foundation bearing capacity;
specifically, the monitoring is performed every 20m when detecting the foundation of the ground supporting area 2 And a detection point is arranged to obtain a characteristic value of the bearing capacity of the foundation and a maximum allowable value of the bearing capacity of the foundation.
And S303, establishing a mechanical model according to the part specification and material information of the central truss structure, taking the central truss structure node as a key stress position, calculating the ground pressure of the central truss structure and the ground supporting structure, comparing the ground pressure with the obtained maximum allowable value of the bearing capacity of the foundation, and if the bearing capacity is not met, redesigning the ground supporting structure and calculating until the requirement is met.
Specifically, as shown in fig. 9 to 10, a SACS mechanical model is built according to the part specification and material information of the central truss structure 2, and nodes (numbered 1A, 1B … a and 16B are 16 pairs in total) of the central truss structure 2 are taken as key stress positions, and a node full-support method (all node supports bear loads), a node support one-by-one failure method (all node supports fail sequentially one by one, the failure mode is that one node Z direction generates forced displacement of-25 mm), and a node support one-by-one failure method (all node supports fail sequentially one by one, the failure mode is that one pair of node Z directions generate forced displacement of-25 mm) are adopted to calculate the ground pressure of the central truss structure 2 and the ground support structure 4.
Firstly, a node full-support method (all node supports bear loads) is adopted to obtain a full-support calculation result table shown in fig. 11;
secondly, a node support one-by-one failure method (all node supports are sequentially failed one by one, the failure mode is that one node Z direction generates forced displacement of-25 mm, a jacket presents a symmetrical structure, and a condition of one side is calculated, namely, the total number of the nodes is 16 nodes with the numbers of 1A and 1B … A) is adopted to obtain a point-by-point failure calculation result table shown in figure 12;
finally, a node support pair-by-pair failure method (all node supports fail in a pair-by-pair sequence, the failure mode is that a pair of nodes generate forced displacement of 25mm in the Z direction, namely, the numbers 1A and 1B are a pair, and the numbers 2A and 2B are a pair … A and 16B and total 16 pairs) is adopted to obtain a pair-by-pair failure calculation result table as shown in fig. 13.
According to the ground support structure 4 selected in step S301, the support and ground contact area is obtained, then according to the above three calculation tables, the ground pressure of the central truss structure 2 and the ground support structure 4 is calculated, and compared with the maximum allowable value of the foundation bearing capacity obtained in step S302, if the foundation bearing capacity is not satisfied, the ground support structure 4 is redesigned, and the single-column delta-shaped cement blocks are arranged or other forms are designed for recalculation until the requirements are satisfied.
In the step S4, the step of obtaining the absolute foundation soil settlement of each point of the ground supporting structure, obtaining the relative settlement of the foundation soil body between each supporting point of the ground supporting structure and the adjacent supporting points, selecting the maximum relative settlement, and if the maximum relative settlement does not meet the requirement, re-processing the foundation comprises the steps of:
step S401, selecting a specific position to drill and sample according to the selected non-slideway construction area and the position of the ground supporting structure, and testing after sampling to obtain foundation soil parameters;
step S402, calculating the absolute settlement of the foundation soil mass at each point of the ground supporting structure;
and S403, acquiring the relative settlement of the foundation soil mass of each supporting point and the adjacent supporting points of the ground supporting structure, selecting the maximum relative settlement, and if the maximum relative settlement does not meet the requirement, processing the foundation again, and repeating the calculation until the requirement is met.
Specifically, if the relative settlement is smaller than 10mm, the method is feasible, otherwise, the foundation is required to be treated, the foundation soil body is changed by adopting methods of piling, dynamic compaction, soil replacement and the like, and the calculation is repeated until the requirements are met.
In the step S5, the step of calculating the overall transportation stability of the transportation vehicle, and if the overall transportation stability of the transportation vehicle does not meet the requirement, the step of adjusting the transportation vehicle includes:
step S501, selecting the position of a transport supporting point on a transport vehicle, wherein the position of the transport supporting point is required to coincide with the position of a supporting point of a central truss structure, the distance meets the transport and use requirements of the transport vehicle, and if the distance does not meet the transport and use requirements, a load dividing beam is arranged on the transport vehicle to meet the requirements;
step S502, analyzing the transportation process of the transport vehicle, and calculating the total carrying capacity, the rated carrying utilization rate of the vehicle body, the axle load, the axle pressure, the overturning angle and the transportation supporting stress of the transport vehicle according to the total weight of the central truss structure, the central position, the position information of the transportation supporting point of the transport vehicle and the arrangement position of the transport vehicle to obtain an overall transportation stability calculation result diagram of the central truss structure and the transport vehicle shown in fig. 19;
and S503, establishing a mechanical model of the center truss structure according to the part specification and the material information of the center truss structure and the transportation supporting point position information of the transport vehicle, and checking the strength of the center truss structure under the transportation working condition according to the transportation supporting stress condition of the transport vehicle.
In the step S401, the step of selecting a specific position for drilling and sampling according to the selected position of the non-slideway building area and the ground supporting structure, and performing a test after sampling to obtain the foundation soil parameters includes:
step S4011, selecting a specific position according to the selected non-slideway construction area and the position of the ground support structure to perform drilling sampling, wherein the drilling is divided into two types, namely a control drilling and a general drilling, as shown in FIG. 14, the control drilling is drilling holes at the position of the front 50% support structure after all the ground support structures are arranged from large to small according to the stress, the depth of the drilling holes is greater than 47m, the drilling holes are drilling holes at the position of the rest 50% support structure, the depth of the drilling holes is greater than 31m, and the drilling holes are drilling holes to a coarse sand layer;
s4012, selecting the first four drilling holes with the largest stress of the ground support structure to sample undisturbed soil, sampling one place at each interval of 1m of a silt clay layer, continuously sampling if the thickness is smaller than 3m, and ensuring that the sampling number is not smaller than four, and sampling and penetrating the soil layer at other intervals of 1.5m;
step S4013, performing a consolidation drainage test, wherein each sampling hole is selected from the upper, middle and lower positions according to the hole depth, two samples are selected from each sampling hole, and a consolidation drainage triaxial test (CD), a consolidation non-drainage triaxial test (CU) and a non-consolidation non-drainage triaxial test (UU) are performed to obtain foundation soil experimental data as shown in FIG. 15, and the following soil parameters are obtained:
internal friction angle, cohesion (c), secant stiffness in standard drainage triaxial test (E50 ref), tangential stiffness in main consolidator loading (eoederef), unload/reload stiffness (Eurref), stiffness stress level dependent power exponent (power value m), initial void ratio (eint), unload-reload poisson ratio (poisson ratio vur), horizontal permeability coefficient (Kx), vertical permeability coefficient (Ky).
In the step S6, the step of designing the transportation supporting structure according to the transportation supporting stress condition of the transportation vehicle, calculating the strength, and if the strength does not meet the requirement, reinforcing the supporting strength of the transportation vehicle includes:
step S601, according to the transportation supporting stress condition of the transport vehicle, a central truss slipper web 5 penetrates through a wing structure 6 to serve as a transportation supporting structure of the transport vehicle, as shown in FIG. 20, four webs with the thickness of 50mm, the interval of 200mm and the material Q355 equal to or more are adopted as penetrating webs, an upper cover plate and a lower cover plate are welded on the webs, the thickness of the webs is equal to that of the webs, the slipper web penetrates through the total height of the wing structure to 750mm, and the total length is adjusted along with the transport vehicle position;
and step S602, calculating the supporting strength of the transport vehicle in the process, if the supporting strength does not meet the requirements, at least one of encrypting the web plate, thickening the upper cover plate and the lower cover plate and increasing the total height is adopted to strengthen the supporting strength of the transport vehicle, and then, the supporting strength is recalculated until the requirements are met.
Specifically, ANSYS general finite element modeling is employed and the design and calculation process is completed. If the requirements are not met, the design is adjusted by means of encrypting the web plates, thickening the upper cover plate and the lower cover plate, increasing the total height and the like, and then the design is recalculated until the requirements are met.
The foregoing description is only of the preferred embodiments of the present invention and is not intended to limit the scope of the invention, and all equivalent structural changes made by the description of the present invention and the accompanying drawings or direct/indirect application in other related technical fields are included in the scope of the invention.
Claims (9)
1. A split type construction method of a deepwater jacket is characterized by comprising the following steps of: which comprises the following steps:
s1, acquiring information of a central truss structure of a deepwater jacket;
s2, selecting the position of a non-slideway construction area of the central truss and determining the construction sequence of the central truss structure;
s3, arranging a ground supporting structure at the bottom of the central truss structure to bear load, acquiring the maximum allowable value of the bearing capacity of the foundation and the pressure of the central truss structure and the ground supporting structure on the ground, comparing the two, and redesigning the ground supporting structure if the bearing capacity is not met;
s4, obtaining the absolute settlement of foundation soil of each point of the ground supporting structure, obtaining the relative settlement of foundation soil of each supporting point of the ground supporting structure and adjacent supporting points, selecting the maximum relative settlement, and if the maximum relative settlement does not meet the requirement, processing the foundation again;
s5, calculating the overall transportation stability of the transport vehicle, and adjusting the transport vehicle if the overall transportation stability of the transport vehicle does not meet the requirements;
s6, designing a transportation supporting structure according to the transportation supporting stress condition of the transportation vehicle, calculating the strength, and if the strength does not meet the requirement, reinforcing the supporting strength of the transportation vehicle;
s7, adopting a straight path as a path for transporting the non-slideway building area to the slideway area;
s8, transporting the central truss structure to a slideway area through a transport vehicle, and constructing an external structure of the central truss structure until the deep water jacket is built;
wherein, the step S1 includes:
s101, decomposing a central truss structure of a jacket;
and S102, splitting the central truss structure according to the division of the deep water jacket functional area, and obtaining the information of the size, weight, gravity center, specifications of components, wall thickness, materials and forms of the central truss structure.
2. The deepwater jacket split construction method as claimed in claim 1, wherein: the step S2 includes:
step S201, selecting the position of a non-slideway construction area of the central truss according to the size of the central truss structure and the total construction area and planning;
step S202, adopting a traditional stacking type construction sequence or a turnover type construction sequence.
3. The deepwater jacket split construction method as claimed in claim 1, wherein: the step S3 includes:
step S301, arranging a ground support structure at the bottom of the central truss structure to bear load;
step S302, detecting the foundation of the supporting area according to the foundation bearing capacity detection specification and standard to obtain a foundation bearing capacity characteristic value and obtain a maximum allowable value of the foundation bearing capacity;
and S303, establishing a mechanical model according to the part specification and material information of the central truss structure, taking the central truss structure node as a key stress position, calculating the ground pressure of the central truss structure and the ground supporting structure, comparing the ground pressure with the obtained maximum allowable value of the bearing capacity of the foundation, and if the bearing capacity is not met, redesigning the ground supporting structure and calculating until the requirement is met.
4. The deepwater jacket split construction method as claimed in claim 1, wherein: the step S4 includes:
step S401, selecting a specific position to drill and sample according to the selected non-slideway construction area and the position of the ground supporting structure, and testing after sampling to obtain foundation soil parameters;
step S402, calculating the absolute settlement of the foundation soil mass at each point of the ground supporting structure;
and S403, acquiring the relative settlement of the foundation soil mass of each supporting point and the adjacent supporting points of the ground supporting structure, selecting the maximum relative settlement, and if the maximum relative settlement does not meet the requirement, processing the foundation again, and repeating the calculation until the requirement is met.
5. The deepwater jacket split construction method as claimed in claim 1, wherein: the step S5 includes:
step S501, selecting the position of a transport supporting point on a transport vehicle, wherein the position of the transport supporting point is required to coincide with the position of a supporting point of a central truss structure, the distance meets the transport and use requirements of the transport vehicle, and if the distance does not meet the transport and use requirements, a load dividing beam is arranged on the transport vehicle to meet the requirements;
step S502, analyzing the transportation process of the transport vehicle, and calculating the total carrying capacity, the rated carrying utilization rate of the vehicle body, the axle load, the axle pressure, the overturning angle and the transportation supporting stress of the transport vehicle according to the total weight of the central truss structure, the central position, the position information of the transportation supporting point of the transport vehicle and the arrangement position of the transport vehicle;
and S503, establishing a mechanical model of the center truss structure according to the part specification and the material information of the center truss structure and the transportation supporting point position information of the transport vehicle, and checking the strength of the center truss structure under the transportation working condition according to the transportation supporting stress condition of the transport vehicle.
6. A method of split construction of a deepwater jacket as claimed in claim 3, comprising:
in the step S301, a plurality of steel cement cuboids with the length of 6m, the width of 2m and the height of 1.2m are longitudinally staggered and overlapped to form a single-row three-layer straight-line shape as a ground supporting structure of the central truss;
in the step S302, when detecting the foundation of the ground supporting area, monitoring the arrangement of one detection point every 20m 2 to obtain a characteristic value of the bearing capacity of the foundation, and obtaining a maximum allowable value of the bearing capacity of the foundation;
in the step S303, the pressure of the central truss structure and the ground supporting structure to the ground is calculated by adopting a node full supporting method, a node supporting one-by-one failure method and a node supporting one-by-one failure method.
7. The deepwater jacket split construction method as claimed in claim 4, wherein: the step S401 includes:
s4011, selecting a specific position according to the selected non-slideway building area and the position of the ground supporting structure, and sampling the holes, wherein the holes are divided into two types, namely, a control hole and a general hole, the control hole is a hole in the position of 50% of the supporting structures after all the ground supporting structures are arranged from large to small according to the stress, the depth of the hole is greater than 47m, the hole is drilled to a ground force-bearing stratum, the general hole is a hole in the position of the rest 50% of the supporting structures, the depth of the hole is greater than 31m, and the hole is drilled to a coarse sand layer;
s4012, selecting the first four drilling holes with the largest stress of the ground support structure to sample undisturbed soil, sampling one place at each interval of 1m of a silt clay layer, continuously sampling if the thickness is smaller than 3m, and ensuring that the sampling number is not smaller than four, and sampling and penetrating the soil layer at other intervals of 1.5m;
step S4013, performing a consolidation drainage test, wherein each sampling hole is selected from an upper position, a middle position and a lower position according to the hole depth, two samples are selected from each sampling hole, and performing a consolidation drainage triaxial test, a consolidation non-drainage triaxial test and a non-consolidation non-drainage triaxial test to obtain the following soil parameters:
internal friction angle, cohesion, secant stiffness in standard drainage triaxial test, tangential stiffness in main consolidation apparatus loading, unloading/reloading stiffness, stiffness stress level dependent exponentiation, initial void ratio, unloading-reloading poisson ratio, horizontal permeability coefficient, vertical permeability coefficient.
8. The deepwater jacket split construction method as claimed in claim 4, wherein:
in the step S403, the relative settlement is smaller than 10mm, otherwise, the foundation is required to be treated, the foundation soil is changed by piling, dynamic compaction and soil replacement, and the calculation is repeated until the requirement is met.
9. The deepwater jacket split construction method as claimed in claim 1, wherein: the step S6 includes:
step S601, according to the transportation supporting stress condition of a transport vehicle, adopting a central truss slipper web penetrating wing structure as a transportation supporting structure of the transport vehicle, wherein four webs are penetrated, the thickness is 50mm, the distance is 200mm, the material is Q355 or more, the upper cover plate and the lower cover plate are welded on the web, the thickness and the material are the same as the web, the total height of the slipper web penetrating the wing structure is 750mm, and the total length is adjusted along with the transport vehicle position;
and step S602, calculating the supporting strength of the transport vehicle in the process, if the supporting strength does not meet the requirements, at least one of encrypting the web plate, thickening the upper cover plate and the lower cover plate and increasing the total height is adopted to strengthen the supporting strength of the transport vehicle, and then, the supporting strength is recalculated until the requirements are met.
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Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| AU1829201A (en) * | 1996-05-16 | 2001-04-12 | Turb-O-Web International Pty Limited | Manufacture of trusses |
| CN102175199A (en) * | 2011-01-31 | 2011-09-07 | 天津大学 | Non-slideway multi-module construction measuring method |
| CN109972603A (en) * | 2019-03-20 | 2019-07-05 | 海洋石油工程（青岛）有限公司 | The technique of jacket sectional construction |
| CN112726548A (en) * | 2021-02-04 | 2021-04-30 | 中交第三航务工程局有限公司 | Construction method for split jacket foundation of deep-open sea converter station |
-
2022
- 2022-11-29 CN CN202211505043.6A patent/CN115717383B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| AU1829201A (en) * | 1996-05-16 | 2001-04-12 | Turb-O-Web International Pty Limited | Manufacture of trusses |
| CN102175199A (en) * | 2011-01-31 | 2011-09-07 | 天津大学 | Non-slideway multi-module construction measuring method |
| CN109972603A (en) * | 2019-03-20 | 2019-07-05 | 海洋石油工程（青岛）有限公司 | The technique of jacket sectional construction |
| CN112726548A (en) * | 2021-02-04 | 2021-04-30 | 中交第三航务工程局有限公司 | Construction method for split jacket foundation of deep-open sea converter station |
Non-Patent Citations (2)
| Title |
|---|
| 导管架滚装装船设计及应用研究;郑茂尧;《中国优秀硕士学位论文全文数据库 工程科技Ⅱ辑》(第07期);第C036-50页 * |
| 非滑道基础上大型钢结构分层建造技术研究;潘沈鸿;《中国优秀硕士学位论文全文数据库工程科技Ⅱ辑》(第S2期);第C038-506页 * |
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