CN114753361B - Pile foundation steel pile casing capable of controlling stratum deformation and construction method thereof - Google Patents
Pile foundation steel pile casing capable of controlling stratum deformation and construction method thereof Download PDFInfo
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- CN114753361B CN114753361B CN202210463811.XA CN202210463811A CN114753361B CN 114753361 B CN114753361 B CN 114753361B CN 202210463811 A CN202210463811 A CN 202210463811A CN 114753361 B CN114753361 B CN 114753361B
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 221
- 239000010959 steel Substances 0.000 title claims abstract description 221
- 238000010276 construction Methods 0.000 title abstract description 24
- 239000002689 soil Substances 0.000 claims abstract description 67
- 238000005553 drilling Methods 0.000 claims abstract description 62
- 239000002002 slurry Substances 0.000 claims abstract description 29
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 21
- 230000001360 synchronised effect Effects 0.000 claims abstract description 17
- 230000002093 peripheral effect Effects 0.000 claims abstract description 15
- 238000000034 method Methods 0.000 claims description 29
- 230000005540 biological transmission Effects 0.000 claims description 19
- 230000015572 biosynthetic process Effects 0.000 claims description 13
- 239000007788 liquid Substances 0.000 claims description 11
- 238000005192 partition Methods 0.000 claims description 11
- 230000002787 reinforcement Effects 0.000 claims description 11
- 239000004576 sand Substances 0.000 claims description 6
- 239000004927 clay Substances 0.000 claims description 5
- 238000012544 monitoring process Methods 0.000 claims description 5
- 229910000278 bentonite Inorganic materials 0.000 claims description 4
- 239000000440 bentonite Substances 0.000 claims description 4
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 claims description 4
- 239000004568 cement Substances 0.000 claims description 4
- 230000000694 effects Effects 0.000 claims description 4
- 239000010881 fly ash Substances 0.000 claims description 4
- 230000007935 neutral effect Effects 0.000 claims description 4
- 235000019353 potassium silicate Nutrition 0.000 claims description 4
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 4
- 238000005728 strengthening Methods 0.000 claims description 4
- 230000001681 protective effect Effects 0.000 claims description 3
- 239000011435 rock Substances 0.000 claims description 3
- 230000009286 beneficial effect Effects 0.000 abstract description 3
- 239000000243 solution Substances 0.000 description 10
- 238000006073 displacement reaction Methods 0.000 description 6
- 239000003351 stiffener Substances 0.000 description 5
- 238000013461 design Methods 0.000 description 4
- 239000000463 material Substances 0.000 description 4
- 238000013459 approach Methods 0.000 description 2
- 238000004140 cleaning Methods 0.000 description 2
- 230000007547 defect Effects 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 238000002347 injection Methods 0.000 description 2
- 239000007924 injection Substances 0.000 description 2
- 238000005259 measurement Methods 0.000 description 2
- 239000013049 sediment Substances 0.000 description 2
- 230000002269 spontaneous effect Effects 0.000 description 2
- 238000012360 testing method Methods 0.000 description 2
- 230000000903 blocking effect Effects 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 230000008094 contradictory effect Effects 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 230000003993 interaction Effects 0.000 description 1
- 239000002609 medium Substances 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 238000012546 transfer Methods 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/66—Mould-pipes or other moulds
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
- E02D5/385—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with removal of the outer mould-pipes
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/66—Mould-pipes or other moulds
- E02D5/665—Mould-pipes or other moulds for making piles
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0007—Production methods using a mold
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2600/00—Miscellaneous
- E02D2600/10—Miscellaneous comprising sensor means
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a pile foundation steel pile casing capable of controlling stratum deformation, which comprises a steel pile casing, a grouting pipe, an outer horizontal pressure sensor and an inner grouting pressure sensor, wherein the steel pile casing comprises an inner steel wall, an outer steel wall and connecting reinforcing ribs, the grouting pipe is arranged between the inner steel wall and the outer steel wall of the steel pile casing, the connecting reinforcing ribs comprise longitudinal reinforcing ribs and transverse reinforcing ribs which are alternately attached to the outer peripheral surface of the inner steel wall and the inner peripheral surface of the outer steel wall, the steel pile casing at the bottommost end of the steel pile foundation steel pile casing is a drilling section, the steel pile casing above the drilling section is a connecting section, the outer peripheral surface of the steel pile casing of the drilling section is inwards recessed to form an assembly groove, and the outer horizontal pressure sensor and the inner grouting pressure sensor are arranged on the drilling section. The invention also provides a construction method of the pile foundation steel casing with controllable stratum deformation. The invention has the beneficial effects that: by dynamically implementing synchronous grouting, different amounts of slurry can be injected according to the change of soil layer pressure of different depths during pipe drawing, so that the horizontal deformation of stratum soil body can be effectively controlled.
Description
[ Field of technology ]
The invention relates to the technical field of constructional engineering, in particular to a pile foundation steel casing capable of controlling stratum deformation and a construction method thereof.
[ Background Art ]
In recent years, as underground constructions/structures are increasingly dense, cases of constructing rotary-excavated cast-in-place piles around the underground constructions/structures are increasingly growing. When the rotary-digging cast-in-place pile is constructed, the steel pile casing is required to protect the hole pile in order to prevent hole collapse. However, the steel pile casing has a certain thickness, a gap exists between the pile foundation and the soil layer after hoisting, and the gap exists to cause soil displacement, so that surrounding subway structures, underground pipe galleries and other building structures deform. Therefore, a technical measure capable of overcoming the collapse of soil around the pile foundation caused by lifting the steel casing so as to control the formation deformation is needed.
Through the search of the prior art document, the Chinese patent with the patent number 202011108302.2 discloses a method for grouting and protecting walls by using a steel casing for a weak stratum pile foundation. Aiming at the problem that a soft soil layer at the pile top is easy to collapse, the steel pile casing with the grouting pipe arranged on the outer wall is buried at the pile top, the steel pile casing is recovered after grouting and filling, and pile foundation construction is carried out. In practice, rotary-excavated cast-in-place piles tend to be long, and multiple sections of steel casing pipes are required to be respectively lowered and welded. The steel casing cannot solve the problem of hole blocking of a grouting pipe in the hammering process and connection of a plurality of sections of steel casings. Meanwhile, the risk of deformation and hole collapse still exists in pile foundation construction after the weak stratum dado is formed, and the deformation control of adjacent buildings is unfavorable.
Therefore, it is necessary to invent a pile foundation steel casing capable of controlling formation deformation and a construction method thereof aiming at pile foundation construction.
[ Invention ]
The invention discloses a pile foundation steel casing capable of controlling stratum deformation, which can effectively solve the technical problems in the background technology.
In order to achieve the above purpose, the technical scheme of the invention is as follows:
The utility model provides a pile foundation steel pile casing of controllable stratum deformation, includes two sections at least steel pile casings of connecting from top to bottom with assemble respectively in grouting pipe, outside horizontal pressure sensor and the inboard grouting pressure sensor of steel pile casing, every section steel pile casing includes inlayer steel wall, cover locate inlayer steel wall and with the outer steel wall of inboard steel wall interval certain distance and connection inlayer steel wall with the connection strengthening rib of outer steel wall, grouting pipe set up respectively in every section steel pile casing the inlayer steel wall with between the outer steel wall, and adjacent steel pile casing in grouting pipe is linked together, connect the strengthening rib include vertical reinforcement rib and crisscross attached in inlayer steel wall outer peripheral face and the horizontal reinforcement rib on the outer steel wall inner peripheral face, the left and right sides of inlayer steel wall outer peripheral face is respectively through the horizontal reinforcement rib's on the outer steel wall inner peripheral face that the vertical reinforcement rib is connected mutually adjacent tip, be located the steel pile casing the end the steel pile casing is connected to the horizontal pressure sensor's of drilling section steel pile casing inner side section, the drilling section is formed in the horizontal pressure sensor's of drilling section steel pile casing inner side section.
As a preferable improvement of the invention, a plurality of grouting openings are arranged at the top of the steel casing, a plurality of grouting pipes which are vertically arranged are arranged in the steel casing, and each grouting pipe is connected with one grouting opening.
As a preferred improvement of the invention, the steel casings are fixedly connected through lock catches.
As a preferable improvement of the present invention, eight grouting pipes are provided in each of the steel casings, and the eight grouting pipes are uniformly arranged at 45 ° intervals along the circumferential direction of the inner layer steel wall.
As a preferable improvement of the present invention, the connection stiffener further includes a partition dividing the transverse stiffener and the longitudinal stiffener into a non-porous stiffener located above the partition and a band Kong Jiajin rib located below the partition, and a plurality of flow holes are perforated in a vertical direction by the longitudinal stiffener in the band Kong Jiajin rib.
As a preferable improvement of the present invention, the transverse ribs on the inner steel wall are provided at intervals of 5 ° in the circumferential direction of the inner steel wall, and the transverse ribs on the outer steel wall are provided at intervals of 5 ° in the circumferential direction of the outer steel wall.
As a preferable improvement of the present invention, the assembly grooves are uniformly arranged in the circumferential direction of the inner steel wall, and each assembly groove is internally provided with one outside horizontal pressure sensor; the number of the inner grouting pressure sensors is three, and the three inner grouting pressure sensors are respectively and correspondingly arranged below the three assembly grooves.
As a preferred improvement of the invention, the bottom end of the steel casing is hinged with a hinged cover plate for preventing soil from entering the steel casing.
The invention also provides a construction method of the pile foundation steel casing based on the controllable stratum deformation, which comprises the following steps:
Step one, burying a drilling section of a pile foundation steel casing, and checking the working state of a pressure sensor;
Step two, sequentially connecting the connecting sections of the pile foundation steel casing, and specifically comprising the following steps:
slowly entering soil into the drilling section, measuring and verifying the verticality and the position accuracy of the entering soil after the completion of entering the soil into the drilling section, and if the accuracy is insufficient, adjusting the drilling section; if the precision requirement is met, fixing the drilling section by using the guide groove;
The connecting sections are buried in sequence, and the grouting pipe in the connecting section is rotated to be connected with the grouting pipe in the steel casing connected with the lower part; the steel casings connected through the lock catch connection ensure that the connection section is tightly connected with the drilling section and the connection section; the perpendicularity of each section of connecting section is required to be measured, so that no deviation is ensured;
In the connecting process of each connecting section, the data transmission wires of the outside horizontal pressure sensor are sequentially connected, and in the connecting process, the wires are not removed from connection at the same time, so that at least one group of signals are ensured to be transmitted;
Recording initial lateral soil pressure P 0 of the soil layer along different depths in real time by an outer horizontal pressure sensor, wherein the pressure transmission consists of three groups of data, and taking an average value when the maximum error among the three groups of data is not more than 30%; when the maximum error between the three groups of data exceeds 30%, taking the two groups of data with smaller error as the reference, and taking the average value of the result;
thirdly, constructing pile foundations;
step four, drawing a steel casing tube, and dynamically implementing synchronous grouting according to the real-time monitoring pressure, and specifically comprises the following steps:
The method comprises the steps of when continuous grouting is carried out through a grouting opening, drawing out the steel casing in sections at a speed of not less than 0.1m/s and not more than 0.3m/s, and sequentially removing grouting pipes in the steel casing; sequentially adjusting the length of the transmission lead of the pressure sensor, finally releasing the lock catch, and removing the steel-saving protective cylinder, wherein the lead is not dismounted at the same time when the length of the transmission lead of the pressure sensor is adjusted, so that at least one group of signals are ensured to be transmitted;
the lateral soil pressure P 1 of the soil layer along different depths is recorded in real time through an outer side horizontal pressure sensor arranged on the outer layer steel wall of the drilling section, and meanwhile, the synchronous grouting pressure P 2 is recorded in real time by means of an inner side grouting pressure sensor arranged in the drilling section; according to the measured different pressure values, the grouting pressure of the grouting opening slurry above the steel casing is dynamically adjusted, and in the pipe drawing process, the synchronous grouting pressure P 2 always meets the following conditions:
1.05P1≤P2≤1.2P0
The grouting pressure of each grouting opening along different depths can be initially set according to the following formula, and then the grouting pressure is adjusted according to the control effect of P 2:
Wherein K 0 is the stratum side pressure coefficient, and 0.3-0.5 is taken; gamma i is the soil weight of the i layer, H i is the soil thickness of the i layer, alpha p is the grouting pressure empirical coefficient, soft soil is preferably 1.1-1.2, and dense clay soil, sandy soil and weathered rock are preferably 1.3-1.8;
The grouting amount of each grouting opening is as follows:
Wherein q is grouting amount, the unit is mm 3/s, R is the outer diameter of the steel casing, R is the inner diameter of the steel casing, the units of R and R are both mm, n is the number of grouting holes, alpha s is the empirical coefficient of grouting amount, the unit is mm/s, the range is 1.2-1.8 mm/s, and the high value is taken for gravel and medium coarse sand.
As a preferable improvement of the present invention, in the fourth step, a slurry for grouting is a double slurry, and the slurry mixing ratio is: and (3) solution A: liquid b=1:1, wherein the liquid a is mixed in the following ratio: and (3) cement: fly ash: bentonite=1:0.66:0.55; the liquid B is neutral water glass with the Baume degree of 35-40 degrees.
The beneficial effects of the invention are as follows:
1. gaps generated during tube drawing can be filled, so that transverse displacement generated by spontaneous filling of soil body in the gaps is prevented, traction is generated on an underground structure, and lateral displacement of the underground structure is avoided;
2. filling antifriction and anti-drag materials to prevent the friction resistance of the pile side from generating additional internal force on the pile foundation;
3. the filled material can enable the pile foundation and the soil body to be combined more tightly, and the bearing capacity of the pile foundation of the friction pile can be improved;
4. By arranging a plurality of pressure sensors and taking the average value of the measured pressure values, the measurement result can be more accurate;
5. By dynamically implementing synchronous grouting, different amounts of slurry can be injected according to the change of soil layer pressure at different depths during pipe drawing, so that the horizontal deformation of stratum soil body can be effectively controlled;
6. The pressure sensor directly obtains stratum pressure data to guide grouting parameter setting, so that the defect of insufficient experience of design or constructors is effectively avoided, and the error of grouting pressure or grouting quantity setting during pipe drawing caused by parameter estimation errors is effectively avoided, so that the method has wider applicability;
7. The two groups of pressure sensors are uniformly distributed in the range of the steel casing of the drilling section and are vertically aligned, so that damage to the sensors caused by surrounding soil bodies when the drilling section enters soil or is pulled out can be avoided, and the stable output of the numerical values of the pressure sensors is ensured;
8. Eight grouting pipes are evenly arranged at 45-degree intervals along the circumferential direction of the inner-layer steel wall, the vibration force received by the steel pile casings during grouting is even, and the transverse shaking of the steel pile casings during grouting can be remarkably reduced, so that the risk of connection looseness between the steel pile casings can be reduced, the steel pile casings can be prevented from being inclined easily, the injected slurry can also be subjected to even vibration force, and after the slurry is solidified, the texture is more compact and even, and the structural strength is higher.
[ Description of the drawings ]
For a clearer description of the technical solutions of the embodiments of the present invention, the drawings that are needed in the description of the embodiments will be briefly introduced below, it being obvious that the drawings in the description below are only some embodiments of the present invention, and that other drawings can be obtained according to these drawings without inventive effort for a person skilled in the art, wherein:
FIG. 1 is a schematic view of a vertical sectional structure of a pile foundation steel casing of the present invention;
FIG. 2 is a schematic cross-sectional view of a pile foundation steel casing of the present invention;
FIG. 3 is an enlarged schematic view of portion A of FIG. 2;
FIG. 4 is a schematic view of the arrangement of pressure sensors in the drilling section of the present invention;
FIG. 5 is a schematic view of the structure of a longitudinal ribbing of the ribbing Kong Jiajin of the present invention;
FIG. 6 is a schematic view of the structure of the hinged cover plate of the present invention;
FIG. 7 is a construction flow chart of a construction method of a pile foundation steel casing with controllable stratum deformation.
[ Detailed description ] of the invention
The technical solutions of the embodiments of the present invention will be clearly and completely described in the following in conjunction with the embodiments of the present invention, and it is obvious that the described embodiments are only some embodiments of the present invention, but not all embodiments. 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 (such as up, down, left, right, front, and rear … …) in the embodiments of the present invention are merely used to explain the relative positional relationship, movement, etc. between the components in a particular posture (as shown in the drawings), and if the particular posture is changed, the directional indicator is changed accordingly.
Furthermore, descriptions such as those referred to as "first," "second," and the like, are provided for descriptive purposes only and are not to be construed as indicating or implying a relative importance or implying an order of magnitude of the indicated technical features in the present disclosure. Thus, a feature defining "a first" or "a second" may explicitly or implicitly include at least one such feature. In the description of the present invention, the meaning of "plurality" means at least two, for example, two, three, etc., unless specifically defined otherwise.
In the present invention, unless specifically stated and limited otherwise, the terms "connected," "affixed," and the like are to be construed broadly, and for example, "affixed" may be a fixed connection, a removable connection, or an integral body; can be mechanically or electrically connected; either directly or indirectly, through intermediaries, or both, may be in communication with each other or in interaction with each other, unless expressly defined otherwise. The specific meaning of the above terms in the present invention can be understood by those of ordinary skill in the art according to the specific circumstances.
In addition, the technical solutions of the embodiments of the present invention may be combined with each other, but it is necessary to be based on the fact that those skilled in the art can implement the technical solutions, and when the technical solutions are contradictory or cannot be implemented, the combination of the technical solutions should be considered as not existing, and not falling within the scope of protection claimed by the present invention.
Referring to fig. 1-3, the invention provides a pile foundation steel casing capable of controlling formation deformation, which comprises at least two sections of steel casings 100 connected up and down, a grouting pipe 3, an outer horizontal pressure sensor 10 and an inner grouting pressure sensor 11 which are respectively assembled on the steel casings 100, wherein the steel casings 100 are fixedly connected through a lock catch 9. Each section of the steel casing 100 comprises an inner steel wall 2, an outer steel wall 1 sleeved on the inner steel wall 2 and spaced from the inner steel wall 2 by a certain distance, and connection reinforcing ribs for connecting the inner steel wall 2 and the outer steel wall 1.
Specifically, the thickness of the inner steel wall 2 and the outer steel wall 1 is 2mm, and the interval is 80mm.
The grouting pipes 3 have an inner diameter of 50mm, are respectively arranged between the inner steel wall 2 and the outer steel wall 1 of each section of the steel casing 100, and the grouting pipes 3 in the adjacent steel casings 100 are communicated.
The top of the steel casing 100 is provided with a plurality of grouting openings (not numbered), and a plurality of grouting pipes 3 which are vertically arranged are arranged in the steel casing 100, and each grouting pipe 3 is connected with one grouting opening.
Eight grouting pipes 3 are arranged in each steel casing 100, and the eight grouting pipes 3 are uniformly arranged at intervals of 45 degrees along the circumferential direction of the inner-layer steel wall 2.
The connecting reinforcing ribs comprise longitudinal reinforcing ribs 5 and transverse reinforcing ribs 4 which are attached to the outer peripheral surface of the inner layer steel wall 2 and the inner peripheral surface of the outer layer steel wall 1 in a staggered mode, and the left end and the right end of each transverse reinforcing rib 4 on the outer peripheral surface of the inner layer steel wall 2 are respectively connected with the end parts of the corresponding transverse reinforcing rib 4 on the inner peripheral surface of the adjacent outer layer steel wall 1 through the longitudinal reinforcing ribs 5.
Specifically, the transverse stiffening ribs 4 on the inner steel wall 2 are arranged at intervals of 5 ° along the circumferential direction of the inner steel wall 2, and the transverse stiffening ribs 4 on the outer steel wall 1 are arranged at intervals of 5 ° along the circumferential direction of the outer steel wall 1.
Further, referring to fig. 4 again, the steel casing 100 located at the lowermost end of the pile foundation steel casing is a drilling section, the steel casing 100 above the drilling section is a connecting section, the outer circumferential surface of the steel casing 100 of the drilling section is recessed inwards to form an assembly groove (not numbered), the outer horizontal pressure sensor 10 is accommodated in the assembly groove, and the inner grouting pressure sensor 11 is mounted on the inner surface of the steel casing 100 of the drilling section.
In order to facilitate the routing of the pressure sensor, the inner side surface of the steel casing 100 is further provided with a wire groove 12, and the data transmission wire of the pressure sensor is routed along the wire groove 12, so that the damage of the transmission wire in the construction process can be avoided.
Referring to fig. 5 again, the connection reinforcing rib further includes a partition 13, the partition 13 divides the transverse reinforcing rib 4 and the longitudinal reinforcing rib 5 into a non-porous reinforcing rib located above the partition 13 and a belt Kong Jiajin rib located below the partition 13, and the longitudinal reinforcing rib 5 in the belt Kong Jiajin rib is provided with a plurality of circulation holes 6 along the vertical direction in a penetrating manner, so that slurry can circulate mutually.
Three assembly grooves are uniformly formed in the circumferential direction of the inner steel wall 2, and each assembly groove is internally provided with one outer horizontal pressure sensor 10; the number of the inner grouting pressure sensors 11 is three, and the three inner grouting pressure sensors 11 are respectively and correspondingly arranged below the three assembly grooves.
Further, the outer horizontal pressure sensor 10 is vertically aligned with the inner grouting pressure sensor 11 therebelow.
Further, referring to fig. 6 again, the bottom end of the steel casing 100 is hinged with a hinged cover plate 8 for preventing soil from entering the steel casing, and by setting the hinged cover plate 8, the soil can be prevented from entering the cylinder wall to cause blockage.
The invention also provides a construction method of the pile foundation steel casing based on the controllable stratum deformation, which comprises the following steps of:
Step one, burying a drilling section of a pile foundation steel casing, checking the working state of a pressure sensor, and specifically comprising the following steps:
the equipment approach comprises a drilling section, a connecting section and piling equipment of the pile foundation steel casing;
measuring, paying off and positioning, wherein the allowable deviation between the center of the steel pile casing and the center of the pile position is required to be not more than 50mm;
checking working states of an outer horizontal pressure sensor and an inner grouting pressure sensor which are arranged in a drilling section, and requiring each pressure sensor to be electrified for testing;
burying a drilling section of the pile foundation steel casing, and ensuring that the hinged cover plate is in a closed state;
the pilot drilling section monitors initial data in real time, and requires the pressure sensor to normally output signals, wherein the signals are stable, free from abrupt change and free from interruption;
Step two, sequentially connecting the connecting sections of the pile foundation steel casing, and specifically comprising the following steps:
slowly entering soil into the drilling section, measuring and verifying the verticality and the position accuracy of the entering soil after the completion of entering the soil into the drilling section, and if the accuracy is insufficient, adjusting the drilling section; if the precision requirement is met, fixing the drilling section by using the guide groove;
The connecting sections are buried in sequence, and the grouting pipe in the connecting section is rotated to be connected with the grouting pipe in the steel casing connected with the lower part; the steel casings connected through the lock catch connection ensure that the connection section is tightly connected with the drilling section and the connection section; the perpendicularity of each section of connecting section is required to be measured, so that no deviation is ensured;
In the connecting process of each connecting section, the data transmission wires of the outside horizontal pressure sensor are sequentially connected, and in the connecting process, the wires are not removed and connected at the same time, so that at least one group of signals are ensured to be transmitted, in addition, the data transmission wires are arranged in the wire grooves, and damage in the construction process is avoided;
Recording initial lateral soil pressure P 0 of the soil layer along different depths in real time by an outer horizontal pressure sensor, wherein the pressure transmission consists of three groups of data, and taking an average value when the maximum error among the three groups of data is not more than 30%; when the maximum error between the three groups of data exceeds 30%, taking the two groups of data with smaller error as the reference, and taking the average value of the result;
thirdly, pile foundation construction, which specifically comprises the following steps:
forming pile holes by means of mechanical drilling or manual excavating and the like, and cleaning the holes in time after reaching a specified elevation to ensure that the bottoms of the holes are free of sediments; if the stratum condition is poor, a mud guard hole can be adopted;
lowering a reinforcement cage, arranging a guide pipe downwards, and pouring underwater concrete to form a pile foundation by adopting a slurry descending guide pipe method;
step four, drawing a steel casing tube, and dynamically implementing synchronous grouting according to the real-time monitoring pressure, and specifically comprises the following steps:
The method comprises the steps of when continuous grouting is carried out through a grouting opening, drawing out the steel casing in sections at a speed of not less than 0.1m/s and not more than 0.3m/s, and sequentially removing grouting pipes in the steel casing; sequentially adjusting the length of the transmission lead of the pressure sensor, finally releasing the lock catch, and removing the steel-saving protective cylinder, wherein the lead is not dismounted at the same time when the length of the transmission lead of the pressure sensor is adjusted, so that at least one group of signals are ensured to be transmitted;
it should be further noted that, when the steel casing 100 is pulled out, the pile body should reach over 70% of the design strength index.
The lateral soil pressure P 1 of the soil layer along different depths is recorded in real time through an outer side horizontal pressure sensor arranged on the outer layer steel wall of the drilling section, and meanwhile, the synchronous grouting pressure P 2 is recorded in real time by means of an inner side grouting pressure sensor arranged in the drilling section; according to the measured different pressure values, the grouting pressure of the grouting opening slurry above the steel casing is dynamically adjusted, the processing mode of P 1、P2 data is the same as that of P 0, and in the pipe drawing process, the synchronous grouting pressure P 2 always meets the following conditions:
1.05P1≤P2≤1.2P0
The grouting pressure of each grouting opening along different depths can be initially set according to the following formula, and then the grouting pressure is adjusted according to the control effect of P 2:
Wherein K 0 is the stratum side pressure coefficient, and 0.3-0.5 is taken; gamma i is the soil weight of the i layer, H i is the soil thickness of the i layer, alpha p is the grouting pressure empirical coefficient, soft soil is preferably 1.1-1.2, and dense clay soil, sandy soil and weathered rock are preferably 1.3-1.8;
The grouting amount of each grouting opening is as follows:
Wherein q is grouting amount, the unit is mm 3/s, R is the outer diameter of the steel casing, R is the inner diameter of the steel casing, both the unit of R and the unit of R are mm, n is the number of grouting holes, alpha s is the empirical coefficient of grouting amount, the range is 1.2-1.8, and the high value is taken for gravel and medium coarse sand.
It should be further noted that, the pile foundation steel casing pulling process also needs to monitor the deformation of adjacent buildings/structures in real time, and find that the buildings/structures are displaced towards the pile foundation direction, and properly increase the grouting amount.
Further, the slurry for grouting adopts double-slurry, and the slurry mixing ratio is as follows: and (3) solution A: liquid b=1:1, wherein the liquid a is mixed in the following ratio: and (3) cement: fly ash: bentonite=1:0.66:0.55; the liquid B is neutral water glass with the Baume degree of 35-40 degrees. The slurry should be thoroughly and uniformly stirred.
The pile foundation steel casing capable of controlling formation deformation and the construction method thereof provided by the invention are described in detail in the following with specific example 1.
Example 1
Pile foundation construction is carried out at the side of a subway shield tunnel in a coarse sand stratum in Guangdong province, the diameter of the pile foundation is 500mm, the pile length is 13m, and the distance from the pile to the subway is 3.1m. The ground stratum is powdery clay, clay and medium coarse sand from top to bottom, the thickness is respectively 4m, 5m and 5m, and the gravity is respectively 18.4kN/m 3、19.1kN/m3、20.8kN/m3. In order to control the influence of pile foundation construction tube drawing on a subway shield tunnel, the construction of a pile foundation steel pile casing with controllable stratum deformation is adopted on site.
Pile foundation steel pile casings with the inner diameter of 500mm and the outer diameter of 584mm are adopted, the wall thickness of the inner layer steel wall and the outer layer steel wall is 2mm, and the interval is 80mm. The number of grouting pipes is 8, the grouting pipes are evenly distributed at 45-degree intervals along the circumferential direction, and the inner diameter of each grouting pipe is 50mm. Transverse ribbing ribs and longitudinal ribbing ribs are arranged between the inner layer steel wall and the outer layer steel wall. The drilling section is close to the hinged cover plate and is uniformly provided with an outer side horizontal pressure sensor and an inner side grouting pressure sensor which are circumferentially spaced by 120 degrees, and each group of pressure sensors is 3. The bottom of the drilling section is provided with a baffle plate, and 3 circulation holes are formed in the longitudinal reinforcement rib below the baffle plate. The bottom of the steel pile casing is hinged with a hinged cover plate, and the hinged cover plate can prevent soil from entering the cylinder wall to cause blockage when the steel pile casing is buried.
The construction process is as follows:
the first step, burying a pile foundation steel casing drilling section, checking the working state of a sensor, and specifically comprising the following steps:
1) The equipment approach comprises pile foundation steel pile casing drilling sections, connecting sections and piling equipment;
2) Measuring and paying off and positioning to enable the pile foundation steel casing center to coincide with the pile position center;
3) Leveling the field;
4) Checking working states of an outer horizontal pressure sensor and an inner grouting pressure sensor which are arranged in a drilling section, and electrifying and testing each pressure sensor;
5) Burying a pile foundation steel pile casing drilling section, and closing the hinged cover plate;
6) The pilot steel pile casing drilling section monitors initial data in real time, and the pressure sensors can normally output signals, so that the signals are stable;
The second step, connect gradually and transfer the steel pile casing linkage segment, specifically include the following step:
1) The drilling section slowly enters the soil, after the drilling section enters the soil, the verticality and the position precision of the entering soil are measured and verified, the precision requirement is met, and the drilling section is fixed by utilizing the guide groove;
2) Each section is driven into, the connecting sections are buried in sequence, and the grouting pipe of the connecting section is rotated to be connected with the grouting pipe of the lower section; the lock catch is connected, and the perpendicularity of the connecting sections is measured;
3) In the connection process of each connecting section, the data transmission wires of the pressure sensor are sequentially connected, one group of wires are disassembled and one group of wires are connected in the connection process, a group of signals are always kept to be transmitted, and the wires are placed in the wire grooves;
4) The drilling section slowly enters soil, the initial lateral soil pressure P 0 of the soil layer along different depths is recorded in real time by means of a first group of horizontal pressure sensors arranged on the outer side of the drilling section, pressure transmission consists of three groups of data, the maximum error among the three groups of data is 23%, and an average value is obtained;
5) The depth of the drilling section entering the soil is consistent with the designed elevation of the pile bottom;
Thirdly, pile foundation construction, which specifically comprises the following steps:
1) Forming a pile hole through mechanical drilling, and cleaning the hole in time after reaching a specified elevation, wherein no sediment exists at the bottom of the hole;
2) Lowering a reinforcement cage, arranging a guide pipe downwards, and pouring underwater concrete to form a pile foundation by adopting a slurry descending guide pipe method;
fourth, pile foundation steel pile casing tube drawing and dynamic synchronous grouting according to the real-time monitoring pressure, comprising the following steps:
1) When the pile foundation steel pile casing is pulled out, the pile body reaches 70% of design strength index;
2) Pulling out the steel casing uniformly and slowly at the speed of 0.3 m/s;
3) When the pipe is pulled out, double slurry is injected through a slurry injection port above the steel casing, and the slurry injection process is continuous;
4) The steel pile casing is pulled out in sections, the grouting pipe is removed in sequence, the length of a transmission lead of the pressure sensor is adjusted in sequence, finally, the lock catch is released, and the section of connecting section is removed; when the length of the transmission lead of the pressure sensor is adjusted, the lead is disassembled into one group and one group, and a group of signals are always kept to be transmitted;
5) Each grouting opening is preset with an initial grouting pressure P, the grouting pressure is controlled according to depth, and then is adjusted according to a control effect of P 2, wherein the initial pressure P is as follows:
p＝1.5×0.45×(18.4×4+19.1×5+20.8×5)＝184.3kPa
6) The lateral soil pressure P 1 of soil layers along different depths is recorded in real time by means of the outer horizontal pressure sensor arranged on the outer steel wall of the drilling section, meanwhile, the maximum errors of synchronous grouting pressure P 2;P1、P2 data are 25% and 16% respectively by means of the inner grouting pressure sensor arranged in the cavity of the drilling section, average values are taken, the grouting pressure of grouting opening slurry above the pile casing is dynamically adjusted according to the measured different pressure values, and the synchronous grouting pressure P 2 always meets the following conditions in the pipe drawing process:
1.05P1≤P2≤1.2P0
7) Synchronous grouting slurry mixing ratio: and (3) solution A: liquid b=1:1, wherein the liquid a is mixed in the following ratio: and (3) cement: fly ash: bentonite=1:0.66:0.55; the solution B is neutral water glass with the Baume degree of 35-40 degrees, the slurry is fully and uniformly stirred, and the grouting amount of each grouting opening is as follows:
The deformation of the subway tunnel is monitored in real time in the pulling process of the pile foundation steel casing, the maximum displacement of the subway tunnel towards the pile foundation direction is 0.8mm, and the horizontal deformation of stratum soil bodies can be effectively controlled by adopting the construction method of dynamically monitoring and adjusting synchronous grouting pressure.
The beneficial effects of the invention are as follows:
1. gaps generated during tube drawing can be filled, so that transverse displacement generated by spontaneous filling of soil body in the gaps is prevented, traction is generated on an underground structure, and lateral displacement of the underground structure is avoided;
2. filling antifriction and anti-drag materials to prevent the friction resistance of the pile side from generating additional internal force on the pile foundation;
3. the filled material can enable the pile foundation and the soil body to be combined more tightly, and the bearing capacity of the pile foundation of the friction pile can be improved;
4. By arranging a plurality of pressure sensors and taking the average value of the measured pressure values, the measurement result can be more accurate;
5. By dynamically implementing synchronous grouting, different amounts of slurry can be injected according to the change of soil layer pressure at different depths during pipe drawing, so that the horizontal deformation of stratum soil body can be effectively controlled;
6. The pressure sensor directly obtains stratum pressure data to guide grouting parameter setting, so that the defect of insufficient experience of design or constructors is effectively avoided, and the error of grouting pressure or grouting quantity setting during pipe drawing caused by parameter estimation errors is effectively avoided, so that the method has wider applicability;
7. The two groups of pressure sensors are uniformly distributed in the range of the steel casing of the drilling section and are vertically aligned, so that damage to the sensors caused by surrounding soil bodies when the drilling section enters soil or is pulled out can be avoided, and the stable output of the numerical values of the pressure sensors is ensured;
8. Eight grouting pipes are evenly arranged at 45-degree intervals along the circumferential direction of the inner-layer steel wall, the vibration force received by the steel pile casings during grouting is even, and the transverse shaking of the steel pile casings during grouting can be remarkably reduced, so that the risk of connection looseness between the steel pile casings can be reduced, the steel pile casings can be prevented from being inclined easily, the injected slurry can also be subjected to even vibration force, and after the slurry is solidified, the texture is more compact and even, and the structural strength is higher.
Although embodiments of the present invention have been disclosed above, it is not limited to the details and embodiments shown and described, it is well suited to various fields of use for which the invention would be readily apparent to those skilled in the art, and accordingly, the invention is not limited to the specific details and illustrations shown and described herein, without departing from the general concepts defined in the claims and their equivalents.
Claims (10)
1. The utility model provides a pile foundation steel pile casing of controllable stratum deformation, its characterized in that, including two at least sections steel pile casings of connecting from top to bottom with assemble respectively in grouting pipe, outside horizontal pressure sensor and the inboard grouting pressure sensor of steel pile casing, every section steel pile casing includes inlayer steel wall, cover are located inlayer steel wall and with the outer steel wall of inboard steel wall interval certain distance and connect inlayer steel wall with the connection strengthening rib of outer steel wall, grouting pipe set up respectively in every section steel pile casing the inlayer steel wall with between the outer steel wall, and adjacent in the steel pile casing grouting pipe is linked together, the connection strengthening rib includes vertical reinforcement rib and crisscross attached in horizontal reinforcement rib on inlayer steel wall outer peripheral face and the outer steel wall inner peripheral face, and the left and right sides both ends on the inlayer steel wall outer peripheral face are respectively through vertical reinforcement rib connection is adjacent the tip of horizontal reinforcement rib on the outer steel pile foundation inner peripheral face, is located down the steel pile casing the section the drilling depth of recess is formed for boring the steel pile casing inner side pressure sensor's horizontal pressure sensor, the section is the depth of boring with the steel pile casing inner side pressure sensor's the horizontal pressure sensor is formed to the inner side of pile casing section.
2. The pile foundation steel casing of claim 1, wherein the formation deformation is controllable, wherein: the top of the steel pile casing is provided with a plurality of grouting openings, a plurality of grouting pipes which are vertically arranged are arranged in the steel pile casing, and each grouting pipe is connected with one grouting opening.
3. The pile foundation steel casing of claim 1, wherein the formation deformation is controllable, wherein: the steel casings are fixedly connected through lock catches.
4. The pile foundation steel casing of claim 1, wherein the formation deformation is controllable, wherein: eight grouting pipes are arranged in each steel casing, and the eight grouting pipes are evenly arranged at 45-degree intervals along the circumferential direction of the inner-layer steel wall.
5. The pile foundation steel casing of claim 1, wherein the formation deformation is controllable, wherein: the connecting reinforcing ribs further comprise a partition plate, the partition plate divides the transverse reinforcing ribs and the longitudinal reinforcing ribs into non-porous reinforcing ribs positioned above the partition plate and belt Kong Jiajin ribs positioned below the partition plate, and a plurality of circulation holes penetrate through the longitudinal reinforcing ribs in the belt Kong Jiajin ribs along the vertical direction.
6. The pile foundation steel casing of claim 1, wherein the formation deformation is controllable, wherein: the transverse ribbing ribs on the inner layer steel wall are arranged at intervals of 5 degrees along the circumferential direction of the inner layer steel wall, and the transverse ribbing ribs on the outer layer steel wall are arranged at intervals of 5 degrees along the circumferential direction of the outer layer steel wall.
7. The pile foundation steel casing of claim 6, wherein the formation deformation is controllable, wherein: three assembly grooves are uniformly formed in the circumferential direction of the inner-layer steel wall, and each assembly groove is internally provided with one outer-side horizontal pressure sensor; the number of the inner grouting pressure sensors is three, and the three inner grouting pressure sensors are respectively and correspondingly arranged below the three assembly grooves.
8. The pile foundation steel casing of claim 1, wherein the formation deformation is controllable, wherein: the bottom of the steel casing is hinged with a hinged cover plate for preventing soil from entering the steel casing.
9. A method of constructing a pile foundation steel casing based on controlled formation deformation according to any one of claims 1 to 8, comprising the steps of:
Step one, burying a drilling section of a pile foundation steel casing, and checking the working state of a pressure sensor;
Step two, sequentially connecting the connecting sections of the pile foundation steel casing, and specifically comprising the following steps:
slowly entering soil into the drilling section, measuring and verifying the verticality and the position accuracy of the entering soil after the completion of entering the soil into the drilling section, and if the accuracy is insufficient, adjusting the drilling section; if the precision requirement is met, fixing the drilling section by using the guide groove;
The connecting sections are buried in sequence, and the grouting pipe in the connecting section is rotated to be connected with the grouting pipe in the steel casing connected with the lower part; the steel casings connected through the lock catch connection ensure that the connection section is tightly connected with the drilling section and the connection section; the perpendicularity of each section of connecting section is required to be measured, so that no deviation is ensured;
In the connecting process of each connecting section, the data transmission wires of the outside horizontal pressure sensor are sequentially connected, and in the connecting process, the wires are not removed from connection at the same time, so that at least one group of signals are ensured to be transmitted;
Recording initial lateral soil pressure P 0 of the soil layer along different depths in real time by an outer horizontal pressure sensor, wherein the pressure transmission consists of three groups of data, and taking an average value when the maximum error among the three groups of data is not more than 30%; when the maximum error between the three groups of data exceeds 30%, taking the two groups of data with smaller error as the reference, and taking the average value of the result;
thirdly, constructing pile foundations;
step four, drawing a steel casing tube, and dynamically implementing synchronous grouting according to the real-time monitoring pressure, and specifically comprises the following steps:
The method comprises the steps of when continuous grouting is carried out through a grouting opening, drawing out the steel casing in sections at a speed of not less than 0.1m/s and not more than 0.3m/s, and sequentially removing grouting pipes in the steel casing; sequentially adjusting the length of the transmission lead of the pressure sensor, finally releasing the lock catch, and removing the steel-saving protective cylinder, wherein the lead is not dismounted at the same time when the length of the transmission lead of the pressure sensor is adjusted, so that at least one group of signals are ensured to be transmitted;
the lateral soil pressure P 1 of the soil layer along different depths is recorded in real time through an outer side horizontal pressure sensor arranged on the outer layer steel wall of the drilling section, and meanwhile, the synchronous grouting pressure P 2 is recorded in real time by means of an inner side grouting pressure sensor arranged in the drilling section; according to the measured different pressure values, the grouting pressure of the grouting opening slurry above the steel casing is dynamically adjusted, and in the pipe drawing process, the synchronous grouting pressure P 2 always meets the following conditions:
；
Each grouting opening is initially set along different depth grouting pressures according to the following formula, and then is adjusted according to the control effect of P 2:
；
Wherein K 0 is the stratum side pressure coefficient, and 0.3-0.5 is taken; Is the soil weight of the ith layer,/> For the i-th layer soil thickness,/>For grouting pressure experience coefficient, soft soil is preferably 1.1-1.2, and dense clay, sand and weathered rock are preferably 1.3-1.8;
The grouting amount of each grouting opening is as follows:
；
Wherein q is grouting amount, the unit is mm 3/s, R is the outer diameter of the steel casing, R is the inner diameter of the steel casing, the unit of R and R is mm, n is the number of grouting holes, The unit is mm/s, the range is 1.2-1.8, and the high value is taken for gravel and medium coarse sand.
10. The method of constructing a pile foundation steel casing with controlled formation deformation of claim 9, wherein: in the fourth step, the slurry for grouting adopts double-slurry, and the mixing ratio of the slurry is as follows: and (3) solution A: liquid b=1:1, wherein the liquid a is mixed in the following ratio: and (3) cement: fly ash: bentonite=1:0.66:0.55; the liquid B is neutral water glass with the Baume degree of 35-40 degrees.
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