CN113529822B - Offshore pile shoe type platform pile foundation bearing capacity verification device and preloading method - Google Patents
Offshore pile shoe type platform pile foundation bearing capacity verification device and preloading method Download PDFInfo
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Abstract
The invention discloses a device and a method for verifying pile foundation bearing capacity of an offshore pile shoe type platform, which are used for verifying the bearing capacity of shallow soil at the sea bottom without drilling a hole on the seabed to take a soil sample and then carrying out experiments such as a triaxial test in a geotechnical laboratory, but pre-loading a preset pile inserting position before the pile shoe type platform is in place and inserted with a pile, so that the real in-situ verification is realized, the problem that the safety analysis of the pile inserting of a self-elevating platform is not reliably supported by basic data due to the error caused by the fact that the pile inserting is carried out only by drilling sampling and analysis is avoided, even the invalid experimental result is caused by the disturbance or water loss of the soil sample, and the problem that the safety analysis of the pile inserting of the self-elevating type platform is not reliably supported by the basic data is solved, and the great deviation of the pile inserting risk analysis result is prevented from being caused by adopting distorted experimental data, so that misleading is caused to the operation; the self-elevating platform can be used for verifying the stability of a pile foundation standing at a preset pile inserting position of the self-elevating platform with different loading capacities and pile shoe areas, and prevents the puncture accident caused by too deep or sudden penetration of the pile shoe in the actual pile inserting process of the pile shoe type operation platform.
Description
Technical Field
The invention relates to the technical field of offshore oil platform pile foundation treatment, in particular to an offshore pile shoe type platform pile foundation bearing capacity verification device and a preloading method.
Background
The self-elevating platform is provided with pile legs capable of freely elevating, the pile legs extend to the seabed during operation, stand on the seabed, and utilize the pile legs to support the platform and enable the bottom of the platform to be away from the sea surface for a certain distance, thereby avoiding the influence of the sea wave current on the platform and being capable of operating on the platform. There is also a specific risk during the landing of the platform due to the specific shoe insertion pattern of the jack-up platform — the risk of shoe penetration. At present, aiming at a self-elevating drilling platform, pile foundation stability faces a plurality of challenges such as shallow air, ancient river channels, hard-top and soft-bottom egg shell stratums, and usually, seawater is poured into a ballast tank of the platform to insert piles for preloading, pile shoes are injected into a bearing stratum, and the maximum bearing capacity is obtained. However, the seabed shallow geological conditions are complex, great uncertainty is brought to the bearing capacity of a pile foundation, and the risk of too deep penetration or puncture of the pile shoe is caused.
The self-elevating platform puncture accident accounts for the large specific gravity of all accidents caused by stratum problems, and the slight puncture will influence the conventional operation, so that the platform structure is damaged, and a large amount of cost is consumed. In recent years, puncture accidents frequently occur in the sea area of China, and severe puncture accidents with large puncture stroke can cause platform overturn and even casualties.
Disclosure of Invention
The invention aims to provide a device for verifying the bearing capacity of a pile foundation of an offshore pile shoe type platform and a pre-loading method, which aim at solving the problem that puncture accidents frequently occur in the sea area in China in recent years so as to reduce the risk in the pile shoe positioning process.
The invention provides a marine pile shoe type platform pile foundation bearing capacity verification device which comprises a prepressing load-carrying pile, wherein a lifting ring and a base are respectively fixed at the top end and the bottom end of the prepressing load-carrying pile; a lower fixing ring is fixedly sleeved at the bottom of the pre-pressing load pile and close to the base through a lower connecting ring, and an upper ring is sleeved on the pre-pressing load pile between the lower fixing ring and the hanging ring; a plurality of groups of supporting frames are arranged between the upper ring and the lower fixing ring, each group of supporting frames comprises a main supporting rod and an inclined supporting rod, the top end of the main supporting rod is hinged with the upper ring, the bottom end of the inclined supporting rod is hinged with the lower fixing ring, and the top end of the inclined supporting rod is hinged with the middle part of the main supporting rod;
if the upper ring is movably sleeved on the prepressing load-carrying pile, the main support rods of a plurality of groups of the support frames drive the inclined support rods connected with the main support rods to be respectively folded inwards until the inclined support rods are in a vertical state or unfolded outwards until the inclined support rods are in a horizontal state by controlling the upper ring to move upwards or downwards on the prepressing load-carrying pile, so that the support frames are respectively folded or unfolded to realize the centralization of the prepressing load-carrying pile;
if the upper ring is fixedly sleeved on the prepressing load-carrying pile, the length of the prepressing load-carrying pile is shortened to drive the upper ring to descend so as to realize that the support frame is unfolded at the sea bottom and finally ensure that the prepressing load-carrying pile is in a righting state.
As a specific embodiment, the inclined supporting rod is an electric telescopic rod or an electric push rod.
As another specific embodiment, the pre-pressed load-bearing pile comprises a pile body part and a pile sleeve part, wherein the pile body part is positioned at the middle upper part of the pre-pressed load-bearing pile, a pile core is fixedly connected to the bottom surface of the pile body part, and the pile sleeve part is positioned at the lower part of the pre-pressed load-bearing pile; the upper ring is fixed on the outer wall of the pile main body part above the pile core, the base is fixed at the bottom end of the pile sleeve part, and the lower fixing ring is fixed on the outer wall of the pile sleeve part above the base;
when the pre-pressed load-bearing pile is hoisted, the pile main body part and the pile sleeve part of the pre-pressed load-bearing pile are in an extension state, the pile core extends out of the pile sleeve part until the pre-pressed load-bearing pile is placed down to contact with a seabed, the pile sleeve part stops penetrating into the seabed, the pile main body part of the pre-pressed load-bearing pile continues to descend under the action of gravity, the pile core enters the pile sleeve part, simultaneously drives the upper ring to descend, slowly expands the supporting frame until the pre-pressed load-bearing pile is shortened to the shortest state, and the pile core is completely arranged in the pile sleeve part; meanwhile, the support frame is completely unfolded, and finally the pre-pressed load-carrying pile is ensured to be in a righting state.
Specifically, the upper ring is fixedly sleeved on the pre-pressing load pile through an upper connecting ring, an inner ring of the upper connecting ring is fixedly connected with the outer wall of the pre-pressing load pile, and an outer ring of the upper connecting ring is fixedly connected with the inner wall of the upper ring; the lower fixing ring is fixedly sleeved on the outer wall of the pile sleeve part through a lower connecting ring, the inner ring of the lower connecting ring is fixedly connected with the outer wall of the pile sleeve part, and the outer ring of the lower connecting ring is fixedly connected with the inner wall of the lower fixing ring;
after the support frame is completely unfolded underwater, when the pushing impact force of the pre-pressed load pile is greater than the inherent shearing force of the upper connecting ring and the connecting force between the upper connecting ring and the pre-pressed load pile and the upper ring, and the inherent shearing force of the lower connecting ring and the connecting force between the lower connecting ring and the pile sleeve part and the lower fixing ring, the upper ring and the lower fixing ring are respectively changed from the original fixed sleeve to a movable sleeve which is sleeved on the pre-pressed load pile and the pile sleeve part.
Specifically, the length of the pile core is equal to the length of the pile sleeve portion, and the outer diameter of the pile core is equal to the inner diameter of the pile sleeve portion.
Specifically, the length of the main stay bar is greater than or equal to 2 times that of the diagonal stay bar.
Specifically, the bottom ends of the main supporting rods are all provided with anti-sinking plates, and when the plurality of groups of supporting frames are folded inwards to be in a vertical state, the anti-sinking plates at the bottom ends of the main supporting rods are just spliced into a circle.
Specifically, the base is removably attached with a ballast tank.
The invention also discloses a preloading method of the offshore pile shoe type platform pile foundation, and the device for verifying the bearing capacity of the offshore pile shoe type platform pile foundation comprises the following steps:
determining the position and the number of the seabed with the bearing capacity to be verified: determining pile shoe standing areas and the number of the pile shoe standing areas of the self-elevating drilling platform, and determining the position and the number of the seabed with bearing capacity to be verified according to the pile shoe standing areas and the number of the pile shoe standing areas;
preloading is carried out on the seabed of all pile shoe standing areas: putting down the offshore pile shoe type platform pile foundation bearing capacity verification device, and respectively preloading the seabed of all pile shoe standing areas;
verifying the bearing capacity of the seabed: and comprehensively comparing the ballast penetration depth of the prepressed load-carrying piles in the pile shoe standing areas on the seabed, and verifying the bearing capacity of the seabed.
Preferably, the preloading of the seabed of all pile shoe standing areas specifically comprises the following steps:
step B1: assembling and forming a plurality of groups of support frames, upper rings and pre-stressed heavy piles on the ship surface, and then conveying the offshore pile shoe type platform pile foundation bearing capacity verification device to the sea surface above the seabed position of the first bearing capacity to be verified through an engineering exploration ship;
and step B2: a steel wire rope of a crane on a ship is arranged on a hanging ring in a penetrating mode, the prepressing load-carrying pile is lowered to the seabed position of the first bearing capacity to be verified by means of the crane on the ship until a base of the prepressing load-carrying pile begins to contact the seabed in a pile shoe standing area;
and step B3: the offshore pile shoe type platform pile foundation bearing capacity verification device pre-loads the seabed of a pile shoe standing area by means of dead weight, observes the injection process of the pre-pressed load-bearing pile on the seabed, and detects the ballast injection depth of the pre-pressed load-bearing pile on the seabed;
and step B4: and (3) respectively conveying the offshore pile shoe type platform pile foundation bearing capacity verification devices to the second and third sea levels, \ 8230, repeating the step (B2) and the step (B3) on the sea level above the sea bed position of the nth bearing capacity to be verified until the pre-loading of the sea beds in all pile shoe standing areas is completed, and detecting the ballast penetration depth of the pre-loaded load-carrying piles on the sea beds.
Specifically, in the step B3, if the upper ring is originally movably sleeved on the pre-pressed load-carrying pile, when the pre-pressed load-carrying pile is found to be inclined, the upper ring is controlled to ascend or descend on the pre-pressed load-carrying pile so as to respectively fold or unfold the support frames, thereby realizing the centralization of the pre-pressed load-carrying pile; or, if the upper ring is originally fixedly sleeved on the prepressing load pile, the length of the prepressing load pile is shortened to drive the upper ring to descend so as to unfold the support frame, and finally the prepressing load pile is ensured to be in a righting state.
Further, if the upper ring is originally fixedly sleeved on the pre-pressed load-carrying pile, between the step B3 and the step B4, the method further comprises the following steps:
after the support frame is completely unfolded underwater, applying an external load to the pre-pressed load-carrying pile;
when the sinking penetration force of the pre-pressed load-bearing pile is greater than the internal shearing force of the upper connecting ring and the connecting force between the pre-pressed load-bearing pile and the upper ring, and the internal shearing force of the lower connecting ring and the connecting force between the lower connecting ring and the pile sleeve part and the lower fixing ring, the upper connecting ring and the lower connecting ring are respectively broken or fall off, and at the moment, the upper ring and the lower fixing ring which are fixedly sleeved on the pre-pressed load-bearing pile and the pile sleeve part are respectively changed into a movable sleeve and sleeved on the pre-pressed load-bearing pile and a movable sleeve and sleeved on the pile sleeve part;
the prepressing load-carrying pile successively and smoothly passes through the upper ring and the lower fixing ring, so as to realize the injection to the seabed and the embedding into the seabed.
Compared with the prior art, the invention has the beneficial effects that:
the invention discloses a device for verifying the bearing capacity of an offshore pile shoe type platform pile foundation and a pre-loading method, wherein the device comprises a pre-loading load pile. Compared with the conventional method for verifying the bearing capacity of the seabed, the preloading method for the pile foundation of the offshore pile shoe type platform does not need to drill a hole on the seabed to take a soil sample and then carry out experiments such as a triaxial test in a geotechnical laboratory, but carries out preloading on the preset pile inserting position before the pile shoe type platform is in place and inserted, verifies the bearing capacity of shallow soil on the seabed, realizes real in-situ verification, avoids the problem that the error caused by purely depending on drilling sampling and analysis thereof is avoided, and even the problem that the experimental result is invalid due to the disturbance or water loss of the soil sample, so that the problem that the self-elevating platform pile inserting safety analysis is supported by unreliable basic data is solved, and prevents the problem that the pile inserting risk analysis result has larger deviation and misleading is caused to the operation because of adopting distorted experimental data; the method can be used for verifying the stability of the pile foundation of the self-elevating platform with different pressure loading capacity and pile shoe area standing at the preset pile inserting position, and prevent the puncture accident caused by too deep or sudden penetration of the pile shoe in the actual pile inserting process of the pile shoe type operation platform.
The invention discloses a device for verifying the bearing capacity of a pile foundation of an offshore pile shoe type platform and a pre-loading method, which can be used for site survey of self-elevating platform pile insertion and verifying the stability of the pile foundation at a preset pile insertion position, and is a brand-new pre-loading method for safe positioning of a self-elevating platform; the risk that a pile shoe is pierced, the platform is inclined and overturned can be effectively avoided, the self-elevating platform for a person to be recovered can be avoided, the phenomenon that the pile foundation is unstable in the pile inserting process to cause damage to the platform is avoided, and the prevention of economic loss and risk involving of personnel is facilitated.
Drawings
Fig. 1 is a side view of an offshore pile shoe type platform pile foundation bearing capacity verification device provided in embodiments 1 and 2 of the invention in an unfolded state;
fig. 2 is a top view of the offshore pile shoe type platform pile foundation bearing capacity verification device provided in embodiments 1 and 2 of the present invention after being fully deployed;
fig. 3 is a side view of a self-elevating platform seabed pile foundation bearing capacity verification device provided in embodiments 1 and 2 of the invention in a furled state;
fig. 4 is a cross-sectional view of the lower retainer ring provided in examples 1 and 2 of the present invention.
FIG. 5 is a cross-sectional view of the upper ring at the position of the upper ring provided in embodiment 2 of the present invention;
Detailed Description
The following examples are intended to illustrate the invention but are not intended to limit the scope of the invention.
Example 1: if the upper ring 31 is movably sleeved on the prepressing load-carrying pile 2;
Referring to fig. 1 to 3, the offshore pile-shoe platform pile foundation bearing capacity verification device comprises a pre-pressed load pile 2;
the top end and the bottom end of the prepressing load-carrying pile 2 are respectively fixed with a hanging ring 1 and a base 5;
a lower fixing ring 30 is fixedly sleeved at the bottom of the pre-pressing load pile 2 and close to the base 5, and an upper ring 31 is sleeved on the pre-pressing load pile 2 between the lower fixing ring 30 and the hanging ring 1;
a plurality of groups of support frames 4 are arranged between the upper ring 31 and the lower fixing ring 30, specifically, each group of support frames 4 comprises a main supporting rod 41 and a diagonal supporting rod 42, the top end of the main supporting rod 41 is hinged to the upper ring 31, the bottom end of the diagonal supporting rod 42 is hinged to the lower fixing ring 30, and the top end of the diagonal supporting rod 42 is hinged to the middle of the main supporting rod 41.
When the upper ring 31 is movably sleeved on the pre-pressed load-carrying pile 2, by controlling the upper ring 31 to move upwards or downwards on the pre-pressed load-carrying pile 2, the main supporting rods 41 of the plurality of groups of supporting frames 4 drive the inclined supporting rods 42 connected with the main supporting rods to respectively fold inwards until the inclined supporting rods 42 are in a vertical state or unfold outwards until the inclined supporting rods 42 are in a horizontal state, so as to respectively fold or unfold the supporting frames 4, thereby realizing the centralization of the pre-pressed load-carrying pile 2.
Preferably, the length of the main stay 41 is greater than or equal to 2 times the diagonal stay 42.
In order to increase the stress area contacting the seabed, the bottom ends of the main supporting rods 41 are all provided with anti-sinking plates 40, and when the plurality of groups of supporting frames 4 are folded inwards to be in a vertical state, the anti-sinking plates 40 at the bottom ends of the main supporting rods 41 are just spliced into a circle.
In order to improve the bearing capacity of the device for verifying the pile foundation bearing capacity of the offshore pile shoe type platform, a ballast tank is detachably connected to a base 5 and is used for being in contact with the seabed, various cross sections can be selected, the stress area at the bottom of the device for verifying the pile foundation bearing capacity of the offshore pile shoe type platform is changed by replacing the ballast tank detachably connected with the base 5, so that the contact area of the base of the device can be adjusted, and the stability of the pile foundation standing at a preset pile inserting position of the self-elevating platform with different pressure capacity and different pile shoe areas can be verified.
In order to realize the control of the underwater unfolding or folding of the plurality of groups of support frames 4, a specific embodiment is that the inclined support rod 42 is an electric telescopic rod or an electric push rod, wherein the electric telescopic rod mainly comprises a motor, a telescopic rod, a control device and the like, the electric push rod mainly comprises a motor, a push rod, a control device and the like, and the electric telescopic rod and the electric push rod are linear actuating mechanisms.
In order to realize the control of the underwater expansion of a plurality of groups of support frames 4, a specific embodiment is that a plurality of sections of drilling pipes or drill rods are movably sleeved on the outer side of the prepressing load-carrying pile 2, and the downward movement of the upper ring 31 is realized by controlling the downward pressing of the drilling pipes or drill rods.
After the support frame 4 is deployed underwater, in order to ensure that the pre-pressed load pile 2 can be buried in the seabed to form a stable pile foundation, the lower fixing ring 30 originally fixedly sleeved at the bottom of the pre-pressed load pile 2 needs to be fixedly sleeved with the pre-pressed load pile 2, as shown in fig. 4, the lower fixing ring 30 is fixedly sleeved at the bottom of the pre-pressed load pile 2 through the lower connecting ring 62, the inner ring of the lower connecting ring 62 is fixedly connected with the outer wall of the bottom of the pre-pressed load pile 2, the outer ring of the lower connecting ring 62 is fixedly connected with the inner wall of the lower fixing ring 30, when the downward impact force of the pre-pressed load pile 2 is greater than the internal shear force of the lower connecting ring 62, the lower connecting ring 62 is broken or falls off, at this time, the lower fixing ring 30 originally fixedly sleeved at the bottom of the pre-pressed load pile 2 becomes movable, the pre-pressed load pile 2 can smoothly pass through the lower fixing ring 30, so that the impact on the seabed is realized, and the pre-pressed load pile 2 is buried in the seabed.
Example 2: if the upper ring 31 is fixedly sleeved on the prepressing load-carrying pile 2;
on the basis of embodiment 1, embodiment 2 also provides an offshore pile shoe type platform pile foundation bearing capacity verification device, which is different from embodiment 1 in that an upper ring 31 is fixedly sleeved on a pre-pressed load-carrying pile 2.
With reference to fig. 1 to 3, when the upper ring 31 is fixedly sleeved on the pre-pressed load-carrying pile 2, in a launching process of the marine pile shoe type platform pile foundation bearing capacity verification apparatus, the length of the pre-pressed load-carrying pile 2 is shortened to drive the upper ring 31 to descend, so that the support frame 4 is unfolded at the seabed, and the pre-pressed load-carrying pile 2 is finally ensured to be in a righting state.
Specifically, the pre-pressed load-bearing pile 2 includes a pile body portion and a pile sleeve portion 21, the pile body portion is located at the middle upper portion of the pre-pressed load-bearing pile 2, a pile core 20 is fixedly connected to the bottom surface of the pile body portion, the pile sleeve portion 21 is located at the lower portion of the pre-pressed load-bearing pile 2, wherein the length of the pile core 20 is equal to the length of the pile sleeve portion 21, and the outer diameter of the pile core 20 is equal to the inner diameter of the pile sleeve portion 21.
The hoisting ring 1 is fixed on the top end of the pile body part, the upper ring 31 is fixed on the outer wall of the pile body part above the pile core 20, the base 5 is fixed on the bottom end of the pile sleeve part 21, the lower fixing ring 30 is fixed on the outer wall of the pile sleeve part 21 above the base 5, and the bottom surface of the base 5 is provided with a ballast tank.
When the prepressing load-carrying pile 2 is lifted by the lifting ring 1, the pile body part and the pile sleeve part 21 of the prepressing load-carrying pile 2 are in an extension state, the pile body part is pulled by the lifting ring 1, the pile core 20 extends out from the pile sleeve part 21 until the prepressing load-carrying pile 2 is lowered to the seabed, particularly, when a ballast tank contacts the seabed, the pile sleeve part 21 is supported by the seabed soil layer, the pile body part of the prepressing load-carrying pile 2 stops penetrating into the seabed, the pile body part of the prepressing load-carrying pile 2 continues to descend under the action of gravity, the pile core 20 enters the pile sleeve part 21, the upper ring 31 is driven to descend at the same time, the support frame 4 is slowly expanded until the prepressing load-carrying pile 2 is shortened to the shortest state, and the pile core 20 is completely arranged in the pile sleeve part 21; meanwhile, the support frame 4 is completely unfolded, and finally the pre-pressed load-carrying pile 2 is ensured to be in a righting state.
Wherein, pre-compaction load pile 2 can be transferred through the steel wire, can also replace wire rope through the drilling rod and transfer. If the drilling rod is lowered, the drilling rod can be provided with weighted drilling rods with different specifications and is lowered to a preset pile shoe standing area of the seabed, the process that the prepressing load-carrying pile 2 penetrates into the soil body in the preset pile shoe standing area of the seabed and the dynamic load are analyzed through the change of the hanging weight of a drilling machine hook, so that the bearing capacity of the soil body at different depths of the preset position is obtained, and the stability analysis and the mud penetration depth prediction of the pile foundation of the self-elevating drilling platform at the preset pile shoe standing position are guided.
After the support frame 4 is deployed underwater, in order to ensure that the pre-pressed load-carrying pile 2 can be embedded into the seabed, the upper ring 31 is fixedly sleeved on the pre-pressed load-carrying pile 2 through the upper connecting ring 61, specifically, an inner ring of the upper connecting ring 61 is welded to an outer wall of the pre-pressed load-carrying pile 2, and an outer ring of the upper connecting ring 61 is welded to an inner wall of the upper ring 31, as shown in fig. 5.
The lower fixing ring 30 is fixedly sleeved on the outer wall of the pile sleeve portion 21 through a lower connecting ring 62, specifically, an inner ring of the lower connecting ring 62 is welded with the outer wall of the pile sleeve portion 21, and an outer ring of the lower connecting ring 62 is welded with the inner wall of the lower fixing ring 30, as shown in fig. 4.
After the support frame 4 is completely unfolded underwater, when the pushing impact force of the pre-pressed load pile 2 is greater than the internal shearing force of the upper connecting ring 61 and the connecting force between the pre-pressed load pile 2 and the upper ring 31, and the internal shearing force of the lower connecting ring 62 and the connecting force between the pile sleeve part 21 and the lower fixing ring 30, the upper connecting ring 61 and the lower connecting ring 62 are respectively fractured or fall off, at this time, the upper ring 31 originally fixedly sleeved on the pre-pressed load pile 2 and the lower fixing ring 30 originally fixedly sleeved on the pile sleeve part 21 are respectively changed into movable sleeves sleeved on the pre-pressed load pile 2 and movably sleeved on the pile sleeve part 21, and the pre-pressed load pile 2 can smoothly pass through the upper ring 31 and the lower fixing ring 30, so that the impact on the seabed is realized and the pre-pressed load pile is buried into the seabed.
Example 3: a prepressing loading method of an offshore pile shoe type platform pile foundation;
embodiment 3 provides a preloading method for an offshore pile shoe type platform pile foundation, which includes the steps of, before a pile shoe type platform is in place and inserted into a pile, preloading a predetermined pile insertion position by using the offshore pile shoe type platform pile foundation bearing capacity verification device provided in embodiment 1 or 2 to verify the bearing capacity of seabed shallow soil, and the preloading method includes the following steps:
step A: determining pile shoe standing areas and the number of the self-elevating drilling platform, wherein the number of the pile shoe standing areas is n, and n is a natural number, and determining the position and the number of the seabed with bearing capacity to be verified according to the pile shoe standing areas and the number;
according to the sea area where the self-elevating drilling platform to be built is located, the structural sizes of different self-elevating drilling platforms, the pile leg spacing and the pile shoe size, determining the pile shoe position of the self-elevating drilling platform at the selected self-elevating drilling platform location site, wherein the pile shoe position is the seabed position of the pile foundation of the self-elevating drilling platform to be verified in bearing capacity;
and B: the device for verifying the pile foundation bearing capacity of the pile shoe type platform on the sea is put down, pre-loads are respectively carried out on the seabed of all pile shoe standing areas, and the device specifically comprises the following steps:
step B1: assembling and forming a plurality of groups of support frames 4, an upper ring 31 and a prepressing load-carrying pile 2 on a ship surface, and then conveying the offshore pile shoe type platform pile foundation bearing capacity verification device to the sea surface above the seabed position of the first bearing capacity to be verified through an engineering exploration ship;
and step B2: a steel wire rope of a crane on a ship is arranged on a hanging ring 1 in a penetrating mode, the pre-pressed load-carrying pile 2 is lowered to the seabed position of the first bearing capacity to be verified by means of the crane on the ship until a base 5 of the pre-pressed load-carrying pile 2 begins to contact the seabed of a pile shoe standing area;
and step B3: the offshore pile shoe type platform pile foundation bearing capacity verification device pre-loads the seabed of a pile shoe standing area by means of dead weight or applied external load, observes the injection process of the pre-pressed load-carrying pile 2 on the seabed, and detects the ballast injection depth of the pre-pressed load-carrying pile 2 on the seabed;
and step B4: and (3) respectively conveying the offshore pile shoe type platform pile foundation bearing capacity verification device to the second and third sea surfaces \8230, repeating the step (B2) and the step (B3) on the sea surface above the seabed position of the nth bearing capacity to be verified until seabed pre-loading of all pile shoe standing areas is completed, and detecting the ballast penetration depth of the pre-loaded load-carrying pile 2 on the seabed.
In step B3, the upper ring 31 is movably sleeved on the pre-pressed load-carrying pile 2, and when the pre-pressed load-carrying pile 2 is found to be inclined, the upper ring 31 is controlled to ascend or descend on the pre-pressed load-carrying pile 2 to respectively fold or unfold the support frames 4, so as to centralize the pre-pressed load-carrying pile 2;
or, the upper ring 31 is fixedly sleeved on the pre-pressing load pile 2, and the descending speed of the upper ring 31 is driven by shortening the length of the pre-pressing load pile 2 so as to realize that the support frame 4 is unfolded at the sea bottom, and finally, the pre-pressing load pile 2 is ensured to be in a righting state.
And C: comprehensively comparing the ballast penetration depth of the pre-pressed load-carrying piles 2 in a plurality of pile shoe standing areas on the seabed, and verifying the bearing capacity of the seabed.
If the upper ring 31 is originally fixedly sleeved on the pre-pressed load-carrying pile 2, between the step B3 and the step B4, the method further comprises the following steps:
after the support frame 4 is completely unfolded underwater, an external load is applied to the pre-pressed load-carrying pile 2;
when the sinking penetration force of the pre-pressed load pile 2 is greater than the internal shearing force of the upper connecting ring 61 and the connecting force between the pre-pressed load pile 2 and the upper ring 31, the internal shearing force of the lower connecting ring 62 and the connecting force between the pile sleeve part 21 and the lower fixing ring 30, the upper connecting ring 61 and the lower connecting ring 62 are respectively broken or fall off, and at the moment, the upper ring 31 originally fixedly sleeved on the pre-pressed load pile 2 and the lower fixing ring 30 originally fixedly sleeved on the pile sleeve part 21 are respectively changed into a movable sleeve arranged on the pre-pressed load pile 2 and a movable sleeve arranged on the pile sleeve part 21;
the pre-pressed load-carrying pile 2 successively and smoothly passes through the upper ring 31 and the lower fixing ring 30, so that the seabed is penetrated and buried into the seabed.
The existing conventional methods for verifying the bearing capacity of the seabed are: firstly, drilling a hole on a seabed to take a soil sample, and then carrying out experiments such as triaxial test in a geotechnical laboratory. The invention discloses a preloading method of a pile foundation of an offshore pile shoe type platform, which is different from a conventional method for verifying the bearing capacity of a seabed. Secondly, due to the fact that small-size holes are drilled conventionally for sampling, for example, the outer diameter of a sampling pipe is 76mm, the inner diameter of the sampling pipe is 72mm, the area of the sampling pipe is only 41 square centimeters, the area of the holes is small, and the soil body bearing capacity of a pile shoe standing area with the actual area reaching hundreds of square meters is difficult to represent. In addition, by hoisting and lowering, ballast verification at a plurality of positions on a preset pile shoe standing position is very convenient, so that the bearing capacity of the soil body in the whole pile shoe standing area is verified more closely.
Although the invention has been described in detail above with reference to a general description and specific examples, it will be apparent to one skilled in the art that modifications or improvements may be made thereto based on the invention. Accordingly, it is intended that all such modifications and alterations be included within the scope of this invention as defined in the appended claims.
Claims (9)
1. A device for verifying the bearing capacity of an offshore pile shoe type platform pile foundation is characterized by comprising a prepressing load-carrying pile (2),
the top end and the bottom end of the pre-pressing load pile (2) are respectively fixed with a hanging ring (1) and a base (5);
a lower fixing ring (30) is fixedly sleeved at the bottom of the pre-pressing load pile (2) and close to the base (5) through a lower connecting ring (62), and an upper ring (31) is sleeved on the pre-pressing load pile (2) between the lower fixing ring (30) and the lifting ring (1);
a plurality of groups of supporting frames (4) are arranged between the upper ring (31) and the lower fixing ring (30), each group of supporting frames (4) comprises a main supporting rod (41) and an inclined supporting rod (42), the top end of the main supporting rod (41) is hinged with the upper ring (31), the bottom end of the inclined supporting rod (42) is hinged with the lower fixing ring (30), and the top end of the inclined supporting rod (42) is hinged with the middle part of the main supporting rod (41);
if the upper ring (31) is movably sleeved on the prepressing load-carrying pile (2), by controlling the upper ring (31) to move upwards or downwards on the prepressing load-carrying pile (2), the main supporting rods (41) of a plurality of groups of the supporting frames (4) drive the inclined supporting rods (42) connected with the supporting frames to be respectively folded inwards until the inclined supporting rods (42) are in a vertical state or unfolded outwards until the inclined supporting rods (42) are in a horizontal state, so as to respectively fold or unfold the supporting frames (4), and thus the prepressing load-carrying pile (2) is righted;
if the upper ring (31) is fixedly sleeved on the prepressing load-carrying pile (2), the length of the prepressing load-carrying pile (2) is shortened to drive the upper ring (31) to descend so as to realize that the support frame (4) is unfolded at the seabed, and finally the prepressing load-carrying pile (2) is ensured to be in a righting state;
the pre-pressed load-bearing pile (2) comprises a pile main body part and a pile sleeve part (21), wherein the pile main body part is positioned at the middle upper part of the pre-pressed load-bearing pile (2), a pile core (20) is fixedly connected to the bottom surface of the pile main body part, and the pile sleeve part (21) is positioned at the lower part of the pre-pressed load-bearing pile (2);
the upper ring (31) is fixed on the outer wall of the pile body part above the pile core (20), the base (5) is fixed at the bottom end of the pile sleeve part (21), and the lower fixing ring (30) is fixed on the outer wall of the pile sleeve part (21) above the base (5);
when the pre-pressed load-bearing pile (2) is hoisted, a pile main body part and a pile sleeve part (21) of the pre-pressed load-bearing pile (2) are in an extension state, the pile core (20) extends out of the pile sleeve part (21) until the pre-pressed load-bearing pile (2) is lowered to be in contact with a seabed, the pile sleeve part (21) stops penetrating into the seabed, the pile main body part of the pre-pressed load-bearing pile (2) continues to descend under the action of gravity, the pile core (20) enters the pile sleeve part (21), meanwhile, an upper ring (31) is driven to descend, a support frame (4) is slowly unfolded until the pre-pressed load-bearing pile (2) is shortened to be in a shortest state, and the pile core (20) is completely installed in the pile sleeve part (21); meanwhile, the support frame (4) is completely unfolded, and finally the pre-pressed load-carrying pile (2) is ensured to be in a righting state.
2. The offshore pile shoe platform pile foundation bearing capacity verifying unit of claim 1,
the inclined supporting rod (42) is an electric telescopic rod or an electric push rod.
3. The offshore pile shoe platform pile foundation bearing capacity verifying unit of claim 1,
the upper ring (31) is fixedly sleeved on the pre-pressing load-carrying pile (2) through an upper connecting ring (61), the inner ring of the upper connecting ring (61) is fixedly connected with the outer wall of the pre-pressing load-carrying pile (2), and the outer ring of the upper connecting ring (61) is fixedly connected with the inner wall of the upper ring (31);
the lower fixing ring (30) is fixedly sleeved on the outer wall of the pile sleeve part (21) through a lower connecting ring (62), the inner ring of the lower connecting ring (62) is fixedly connected with the outer wall of the pile sleeve part (21), and the outer ring of the lower connecting ring (62) is fixedly connected with the inner wall of the lower fixing ring (30);
after the support frame (4) is completely unfolded underwater, when the pressing impact force of the prepressing load-bearing pile (2) is greater than the internal shearing force of the upper connecting ring (61) and the connecting force between the internal shearing force of the upper connecting ring (61) and the prepressing load-bearing pile (2) and the upper ring (31), and the internal shearing force of the lower connecting ring (62) and the connecting force between the internal shearing force of the lower connecting ring (62) and the pile sleeve part (21) and the lower fixing ring (30), the upper ring (31) and the lower fixing ring (30) are respectively changed into movable sleeves from original fixed sleeves to be sleeved on the prepressing load-bearing pile (2) and the pile sleeve part (21).
4. The offshore pile shoe platform pile foundation bearing capacity verifying unit of claim 1,
the length of the pile core (20) is equal to that of the pile sleeve part (21), and the outer diameter of the pile core (20) is equal to the inner diameter of the pile sleeve part (21).
5. The offshore pile shoe platform pile foundation bearing capacity verification device of claim 1,
the bottom ends of the main supporting rods (41) are all provided with anti-sinking plates (40), and when the plurality of groups of supporting frames (4) are folded inwards to be in a vertical state, the anti-sinking plates (40) at the bottom ends of the main supporting rods (41) are just spliced into a circle.
6. An offshore pile shoe type platform pile foundation preloading method, which adopts the offshore pile shoe type platform pile foundation bearing capacity verifying device according to any one of claims 1 to 5, characterized by comprising the following steps:
determining the position and the number of the seabed with the bearing capacity to be verified: determining pile shoe standing areas and the number of the pile shoe standing areas of the self-elevating drilling platform, and determining the position and the number of the seabed with bearing capacity to be verified according to the pile shoe standing areas and the number of the seabed;
pre-loading the seabed of all pile shoe standing areas: putting down the offshore pile shoe type platform pile foundation bearing capacity verification device, and respectively preloading the seabed of all pile shoe standing areas;
verifying the bearing capacity of the seabed: comprehensively comparing the ballast penetration depth of the prepressed load-carrying piles (2) in the pile shoe standing areas on the seabed, and verifying the bearing capacity of the seabed.
7. The method of preloading a pile foundation of an offshore pile shoe platform of claim 6, wherein preloading the seabed of all areas where the pile shoes are standing comprises the steps of:
step B1: assembling and forming a plurality of groups of support frames (4), an upper ring (31) and a prepressing load-carrying pile (2) on a ship surface, and then conveying the offshore pile shoe type platform pile foundation bearing capacity verification device to the sea surface above the seabed position of the first bearing capacity to be verified through an engineering exploration ship;
and step B2: a steel wire rope of a crane on a ship is arranged on a hanging ring (1) in a penetrating mode, the prepressing load-carrying pile (2) is lowered to the seabed position of the first bearing capacity to be verified by means of the crane on the ship until a base (5) of the prepressing load-carrying pile (2) begins to contact the seabed of a pile shoe standing area;
and step B3: the offshore pile shoe type platform pile foundation bearing capacity verification device carries out pre-loading on the seabed of a pile shoe standing area by means of dead weight or applied external load, observes the injection process of the pre-loaded load pile (2) on the seabed, and detects the ballast injection depth of the pre-loaded load pile (2) on the seabed;
and step B4: and (2) respectively conveying the offshore pile shoe type platform pile foundation bearing capacity verification device to the second and third sea levels, \ 8230, repeating the step (B2) and the step (B3) on the sea level above the sea bed position of the nth bearing capacity to be verified until the seabed pre-loading of all pile shoe standing areas is completed, and detecting the ballast penetration depth of the pre-loaded load-carrying pile (2) on the sea bed.
8. Method for preloading a pile foundation of an offshore pile shoe platform according to claim 7, wherein in step B3,
if the upper ring (31) is originally movably sleeved on the prepressing load-carrying pile (2), when the prepressing load-carrying pile (2) is found to incline, the upper ring (31) is controlled to ascend or descend on the prepressing load-carrying pile (2) so as to respectively fold or unfold the support frame (4), so that the prepressing load-carrying pile (2) is righted;
or, if it establishes to go up ring (31) originally fixed cover on pre-compaction load stake (2), drive through the length that shortens pre-compaction load stake (2) and go up ring (31) and descend to expand support frame (4), finally guarantee that pre-compaction load stake (2) are in and right the state.
9. Method for preloading a pile foundation of an offshore pile shoe platform according to claim 8,
if the upper ring (31) is originally fixedly sleeved on the pre-pressed load-carrying pile (2), between the step B3 and the step B4, the method further comprises the following steps:
after the support frame (4) is completely unfolded underwater, an external load is applied to the prepressing load-carrying pile (2);
when the sinking penetration force of the pre-pressed load pile (2) is greater than the internal shearing force of the upper connecting ring (61) and the connecting force between the pre-pressed load pile (2) and the upper ring (31), and the internal shearing force of the lower connecting ring (62) and the connecting force between the lower connecting ring (62) and the pile sleeve part (21) and the lower fixing ring (30), the upper connecting ring (61) and the lower connecting ring (62) are respectively broken or fall off, and at the moment, the upper ring (31) originally fixedly sleeved on the pre-pressed load pile (2) and the lower fixing ring (30) originally fixedly sleeved on the pile sleeve part (21) are respectively movably sleeved on the pre-pressed load pile (2) and the pile sleeve part (21);
the pre-pressed load-carrying pile (2) successively and smoothly passes through the upper ring (31) and the lower fixing ring (30) to realize the penetration of the seabed and the burying into the seabed.
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| CN202110829370.6A CN113529822B (en) | 2021-07-22 | 2021-07-22 | Offshore pile shoe type platform pile foundation bearing capacity verification device and preloading method |
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| CN202110829370.6A CN113529822B (en) | 2021-07-22 | 2021-07-22 | Offshore pile shoe type platform pile foundation bearing capacity verification device and preloading method |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1268202A (en) * | 1997-08-28 | 2000-09-27 | 法斯特弗雷姆斯(英国)有限公司 | Pile driving |
| CN104831720A (en) * | 2015-05-22 | 2015-08-12 | 南通中远船务工程有限公司 | Pile shoe and using method thereof |
| CN112092987A (en) * | 2020-08-31 | 2020-12-18 | 广东工业大学 | Offshore wind turbine installation ship with self-expanding inclined support type pile shoe |
| CN112267460A (en) * | 2020-09-03 | 2021-01-26 | 中海油能源发展股份有限公司 | Active puncturing pile shoe structure of self-elevating drilling platform and operation method thereof |
-
2021
- 2021-07-22 CN CN202110829370.6A patent/CN113529822B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1268202A (en) * | 1997-08-28 | 2000-09-27 | 法斯特弗雷姆斯(英国)有限公司 | Pile driving |
| CN104831720A (en) * | 2015-05-22 | 2015-08-12 | 南通中远船务工程有限公司 | Pile shoe and using method thereof |
| CN112092987A (en) * | 2020-08-31 | 2020-12-18 | 广东工业大学 | Offshore wind turbine installation ship with self-expanding inclined support type pile shoe |
| CN112267460A (en) * | 2020-09-03 | 2021-01-26 | 中海油能源发展股份有限公司 | Active puncturing pile shoe structure of self-elevating drilling platform and operation method thereof |
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| CN113529822A (en) | 2021-10-22 |
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