CN114753361A - Pile foundation steel casing capable of controlling stratum deformation and construction method thereof - Google Patents
Pile foundation steel casing capable of controlling stratum deformation and construction method thereof Download PDFInfo
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- CN114753361A CN114753361A CN202210463811.XA CN202210463811A CN114753361A CN 114753361 A CN114753361 A CN 114753361A CN 202210463811 A CN202210463811 A CN 202210463811A CN 114753361 A CN114753361 A CN 114753361A
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 232
- 239000010959 steel Substances 0.000 title claims abstract description 232
- 238000010276 construction Methods 0.000 title claims abstract description 30
- 238000005553 drilling Methods 0.000 claims abstract description 63
- 239000002689 soil Substances 0.000 claims abstract description 57
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 48
- 239000002002 slurry Substances 0.000 claims abstract description 21
- 230000002093 peripheral effect Effects 0.000 claims abstract description 18
- 230000001360 synchronised effect Effects 0.000 claims abstract description 14
- 230000015572 biosynthetic process Effects 0.000 claims abstract description 10
- 238000000034 method Methods 0.000 claims description 31
- 230000005540 biological transmission Effects 0.000 claims description 19
- 239000007788 liquid Substances 0.000 claims description 17
- 230000008569 process Effects 0.000 claims description 14
- 238000005192 partition Methods 0.000 claims description 12
- 239000011440 grout Substances 0.000 claims description 8
- 230000005484 gravity Effects 0.000 claims description 7
- 230000000694 effects Effects 0.000 claims description 6
- 238000012935 Averaging Methods 0.000 claims description 5
- 238000012544 monitoring process Methods 0.000 claims description 5
- 239000004576 sand Substances 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
- 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
- 235000013601 eggs Nutrition 0.000 claims description 3
- 239000011435 rock Substances 0.000 claims description 3
- 230000009286 beneficial effect Effects 0.000 abstract description 3
- 230000008859 change Effects 0.000 abstract description 3
- 235000017166 Bambusa arundinacea Nutrition 0.000 description 12
- 235000017491 Bambusa tulda Nutrition 0.000 description 12
- 241001330002 Bambuseae Species 0.000 description 12
- 235000015334 Phyllostachys viridis Nutrition 0.000 description 12
- 239000011425 bamboo Substances 0.000 description 12
- 238000007569 slipcasting Methods 0.000 description 9
- 230000006872 improvement Effects 0.000 description 8
- 239000000243 solution Substances 0.000 description 8
- 238000006073 displacement reaction Methods 0.000 description 7
- 238000013461 design Methods 0.000 description 4
- 239000000463 material Substances 0.000 description 4
- 230000002787 reinforcement Effects 0.000 description 4
- 238000004140 cleaning Methods 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
- 238000009412 basement excavation Methods 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 230000008094 contradictory effect Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 230000018109 developmental process Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000012530 fluid Substances 0.000 description 1
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- 230000004048 modification Effects 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 239000004065 semiconductor Substances 0.000 description 1
- 238000012546 transfer Methods 0.000 description 1
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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
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- 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 casing capable of controlling stratum deformation, which comprises a steel casing, a grouting pipe, an outer horizontal pressure sensor and an inner grouting pressure sensor, wherein the steel 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 casing, the connecting reinforcing ribs comprise longitudinal reinforcing ribs and transverse reinforcing ribs which are attached to the outer peripheral surface of the inner steel wall and the inner peripheral surface of the outer steel wall in a staggered mode, the steel casing positioned at the lowermost end of the pile foundation steel casing is a drilling section, the steel casing above the drilling section is a connecting section, the outer peripheral surface of the steel casing of the drilling section is sunken inwards to form an assembling groove, and the outer horizontal pressure sensor and the inner grouting pressure sensor are installed in the drilling section. The invention also provides a construction method of the pile foundation steel casing capable of controlling the formation deformation. The invention has the beneficial effects that: through dynamic implementation of synchronous grouting, different amounts of slurry can be injected according to the change of soil layer pressures at different depths during pipe drawing, and therefore horizontal deformation of a stratum soil body can be effectively controlled.
Description
[ technical field ] A method for producing a semiconductor device
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 of the invention ]
In recent years, as underground constructions/structures are increasingly dense, cases of constructing rotary-digging cast-in-place piles around the underground constructions/structures are increasing. When the rotary excavating cast-in-place pile is constructed, in order to prevent hole collapse, a steel pile casing is needed to protect the hole pile. However, the steel casing has a certain thickness, and after the steel casing is lifted, a gap exists between the pile foundation and the soil layer, and the gap can cause soil displacement, so that the deformation of surrounding buildings such as subways and underground pipe galleries is caused. Therefore, a technical measure which can overcome the collapse of the soil body around the pile foundation caused by the lifting of the steel casing and further control the deformation of the stratum is needed.
Through the search of the prior art documents, the Chinese patent with the patent number of 202011108302.2 discloses a method for grouting and protecting walls of weak stratum pile foundations by using steel pile casings. Aiming at the problem that a soft soil layer on the top of the pile is easy to collapse, the steel casing with the outer wall provided with the grouting pipe is embedded at the top of the pile, the steel casing is recycled after grouting filling, and pile foundation construction is carried out. In fact, the rotary excavating cast-in-place pile is often long, and multiple sections of steel casing barrels need to be respectively put down and welded. The steel protects a section of thick bamboo and can't solve the grouting pipe stifled hole of hammering in-process and the connection problem of a multisection steel protects a section of thick bamboo. Meanwhile, deformation and hole collapse risks still exist in pile foundation construction after the weak stratum retaining wall is formed, and deformation control of adjacent buildings is not facilitated.
Therefore, it is necessary to invent a pile foundation steel casing capable of controlling formation deformation and a construction method thereof for pile foundation construction.
[ summary of the invention ]
The invention discloses a pile foundation steel casing capable of controlling stratum deformation, which can effectively solve the technical problems related to the background technology.
In order to achieve the purpose, the technical scheme of the invention is as follows:
a pile foundation steel casing capable of controlling stratum deformation comprises at least two sections of steel casings which are connected up and down, grouting pipes, an outer side horizontal pressure sensor and an inner side grouting pressure sensor, wherein the grouting pipes, the outer side horizontal pressure sensor and the inner side grouting pressure sensor are respectively assembled on the steel casings, each section of steel casing comprises an inner layer steel wall, an outer layer steel wall which is sleeved on the inner layer steel wall and is spaced from the inner side steel wall by a certain distance, and connecting reinforcing ribs which are connected with the inner layer steel wall and the outer layer steel wall, the grouting pipes are respectively arranged between the inner layer steel wall and the outer layer steel wall of each section of steel casing, the adjacent grouting pipes in the steel casings are communicated, each connecting reinforcing rib comprises a longitudinal reinforcing rib and a transverse reinforcing rib which is attached to the outer peripheral surface of the inner layer steel wall and the inner peripheral surface of the outer layer steel wall in a staggered mode, the left end part and the right end part of the transverse reinforcing rib on the outer peripheral surface of the inner layer steel wall are respectively connected with the end part of the transverse reinforcing rib on the inner peripheral surface of the adjacent outer layer steel wall through the longitudinal reinforcing rib, the steel casing at the lowermost end of the pile foundation steel casing is a drilling section, the steel casing above the drilling section is a connecting section, the outer peripheral surface of the steel casing of the drilling section is inwards recessed to form an assembly groove, the outer horizontal pressure sensor is accommodated in the assembly groove, and the inner grouting pressure sensor is installed on the inner surface of the steel casing of the drilling section.
As a preferable improvement of the invention, a plurality of grouting ports are arranged at the top of the steel casing, a plurality of vertically arranged grouting pipes are arranged in the steel casing, and each grouting pipe is connected with one grouting port.
As a preferable improvement of the invention, the steel casing cylinders are fixedly connected through a lock catch.
As a preferable improvement of the invention, eight grouting pipes are arranged in each steel casing, and the eight grouting pipes are uniformly arranged at intervals of 45 ° along the circumferential direction of the inner steel wall.
As a preferable improvement of the present invention, the connection reinforcing rib further includes a partition plate, the partition plate divides the transverse reinforced rib and the longitudinal reinforced rib into a non-hole reinforced rib located above the partition plate and a perforated reinforced rib located below the partition plate, and a plurality of flow holes are vertically penetrated through a longitudinal reinforced rib of the perforated reinforced ribs.
As a preferable improvement of the present invention, the transverse reinforcing ribs on the inner steel wall are provided at every 5 ° intervals in the circumferential direction of the inner steel wall, and the transverse reinforcing ribs on the outer steel wall are provided at every 5 ° intervals in the circumferential direction of the outer steel wall.
As a preferable improvement of the present invention, three assembly grooves are uniformly arranged along the circumferential direction of the inner steel wall, and one of the outside horizontal pressure sensors is arranged in each assembly groove; the number of the inner side grouting pressure sensors is three, and the three inner side grouting pressure sensors are correspondingly arranged below the three assembly grooves respectively.
As a preferable 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, embedding a drilling section of a pile foundation steel casing, and checking the working state of a pressure sensor;
step two, connect gradually the linkage segment of a transferred pile foundation steel casing, specifically include the following steps:
slowly burying soil in the drilling section, measuring and verifying the burying verticality and the position precision after the burying of the drilling section is finished, and adjusting if the precision is not sufficient; if the precision requirement is met, fixing the drilling section by using the guide groove;
embedding connecting sections in sequence, and rotating the grouting pipes in the connecting sections to connect the grouting pipes in the steel casing connected below; the steel casing connected with the connecting section through the lock catch ensures that the connecting section is connected and fastened with the drilling section and the connecting section; perpendicularity needs to be measured at each connecting section, and deviation is avoided;
in the connection process of all the connection sections, the data transmission wires of the outer horizontal pressure sensors are sequentially connected, and in the connection process, the wires are not disconnected at the same time, so that at least one group of signals are ensured to be transmitted;
recording the initial lateral soil pressure P of the soil layer along different depths in real time through an outer horizontal pressure sensor0The pressure transmission consists of three groups of data, and the average value is taken when the maximum error between the three groups of data does not exceed 30 percent; when the maximum error among the three groups of data exceeds 30%, averaging the results based on the two groups of data with smaller errors;
step three, pile foundation construction;
step four, drawing the steel casing and dynamically implementing synchronous grouting according to real-time monitoring pressure, and specifically comprises the following steps:
continuously grouting through a grouting opening, and simultaneously, pulling 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 dismantling grouting pipes in the steel casing; sequentially adjusting the length of a transmission lead of the pressure sensor, finally loosening the lock catch, and removing the section of steel casing, wherein when the length of the transmission lead of the pressure sensor is adjusted, the lead is not disconnected at the same time, so that at least one group of signals are ensured to be transmitted;
lateral soil pressure P of soil layers along different depths is recorded in real time through an outer horizontal pressure sensor arranged on an outer steel wall of a drilling section1Meanwhile, the synchronous grouting pressure P is recorded in real time by an inner side grouting pressure sensor arranged in the drilling section2(ii) a According to the measured different pressure values, dynamically adjusting the grouting pressure of the grout at the grouting opening above the steel casing, and synchronously grouting pressure P in the pipe drawing process2The following conditions should always be satisfied:
1.05P1≤P2≤1.2P0
the grouting pressure of each grouting opening along different depths can be preliminarily set according to the following formula and then according to P2Adjusting the control effect:
wherein, K0Taking the lateral pressure coefficient of the stratum as 0.3-0.5; gamma rayiIs the i-th layer soil gravity, HiIs the i-th soil gravity, alphapFor the grouting pressure empirical coefficient, 1.1-1.2 of soft soil is suitable, and 1.3-1.8 of dense cohesive soil, sandy soil and weathered rock are suitable;
the grouting amount of each grouting opening is as follows:
wherein R is the outer diameter of the steel casing, R is the inner diameter of the steel casing, n is the number of grouting holes, and alphasThe method is an empirical coefficient of grouting amount, the range of the empirical coefficient is 1.2-1.8, and higher values are taken for eggs, gravels and medium coarse sand.
In a preferred improvement of the invention, in the fourth step, the slurry for grouting is a two-fluid slurry, and the slurry mixing ratio is as follows: solution A: the liquid B is 1:1, wherein the mixing ratio of the liquid A is as follows: cement: fly ash: bentonite 1:0.66: 0.55; the B liquid is neutral water glass with Baume degree of 35-40 degrees, and the viscosity of the double-liquid slurry is more than 35 percent.
The invention has the following beneficial effects:
1. gaps generated during pipe drawing can be filled, so that transverse displacement generated by spontaneous filling of the gaps of soil bodies is prevented, a traction effect is generated on an underground structure, and the lateral displacement of the underground structure is avoided;
2. filling anti-friction and anti-drag materials to prevent the side frictional resistance of the pile from generating additional internal force on the pile foundation;
3. the filled material can enable the pile foundation to be combined with the soil body 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 averaging 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 pressures at different depths during pipe drawing, so that the horizontal deformation of a stratum soil body can be effectively controlled;
6. the method has the advantages that the formation pressure data are directly obtained through the pressure sensor to guide the setting of grouting parameters, so that the problems that design or constructors are lack of experience and the setting of grouting pressure or grouting amount is wrong during pipe drawing due to wrong estimated parameters are effectively avoided, and the method is wider in 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 the situation that the sensors are damaged by peripheral soil when the drilling section is buried or pulled out can be avoided, and the stable output of the numerical value of the pressure sensors is ensured;
8. eight slip casting pipes evenly arrange along the circumferencial direction interval 45 of inlayer steel wall, during the slip casting, the steel protects the vibrational force that a section of thick bamboo received evenly, can show the horizontal rocking that reduces a steel when the slip casting and protect a section of thick bamboo, like this, not only can reduce the steel and protect and connect not hard up risk between the section of thick bamboo, can also make the steel protect a section of thick bamboo and be difficult to produce the slope to the grout of injection also can receive even oscillating force, the grout solidifies the back, the texture is more compact and uniform, structural strength is higher.
[ description of the drawings ]
In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the drawings needed to be used in the description of the embodiments are briefly introduced below, it is obvious that the drawings in the following description are only some embodiments of the present invention, and other drawings can be obtained by those skilled in the art without inventive efforts, wherein:
FIG. 1 is a schematic vertical sectional structural view of a pile foundation steel casing of the present invention;
FIG. 2 is a schematic cross-sectional structural view of a pile foundation steel casing of the present invention;
FIG. 3 is an enlarged view of portion A of FIG. 2;
FIG. 4 is a schematic diagram of a pressure sensor arrangement in a drilling section of the present invention;
FIG. 5 is a schematic view of the structure of a longitudinal ribbed bar of the present invention with holes;
FIG. 6 is a schematic view of the construction of the hinged lid of the present invention;
fig. 7 is a construction flow chart of the construction method of the pile foundation steel casing capable of controlling formation deformation.
[ detailed description ] embodiments
The technical solutions in the embodiments of the present invention will be described clearly and completely with reference to the following embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
It should be noted that all the directional indicators (such as up, down, left, right, front, and rear … …) in the embodiment of the present invention are only used to explain the relative position relationship between the components, the movement situation, etc. in a specific posture (as shown in the drawing), and if the specific posture is changed, the directional indicator is changed accordingly.
In addition, the descriptions related to "first", "second", etc. in the present invention are only for descriptive purposes and are not to be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one of the feature. In the description of the present invention, "a plurality" means at least two, e.g., two, three, etc., unless specifically limited otherwise.
In the present invention, unless otherwise expressly stated or limited, the terms "connected," "secured," and the like are to be construed broadly, and for example, "secured" may be a fixed connection, a removable connection, or an integral part; can be mechanically or electrically connected; they may be directly connected or indirectly connected through intervening media, or they may be connected internally or in any other suitable relationship, unless expressly stated otherwise. The specific meanings of the above terms in the present invention can be understood by those skilled in the art according to specific situations.
In addition, the technical solutions in the embodiments of the present invention may be combined with each other, but it must be based on the realization of those skilled in the art, and when the technical solutions are contradictory or cannot be realized, such a combination of technical solutions should not be considered to exist, and is not within the protection scope of the present invention.
Referring to fig. 1-3, the invention provides a pile foundation steel casing capable of controlling formation deformation, which includes at least two sections of steel casings 100 connected up and down, and grouting pipes 3, an outer horizontal pressure sensor 10 and an inner grouting pressure sensor 11 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 a connecting reinforcing rib for connecting the inner steel wall 2 and the outer steel wall 1.
Specifically, the thickness of the inner layer steel wall 2 and the outer layer steel wall 1 is 2mm, and the interval is 80 mm.
The inner diameter of the grouting pipe 3 is 50mm, the grouting pipes are respectively arranged between the inner layer steel wall 2 and the outer layer steel wall 1 of each section of the steel casing 100, and the grouting pipes 3 in the adjacent steel casing 100 are communicated.
The top of the steel casing 100 is provided with a plurality of grouting ports (not numbered), the steel casing 100 is internally provided with a plurality of vertically arranged grouting pipes 3, and each grouting pipe 3 is connected with one grouting port.
Each steel protects and sets up eight in the section of thick bamboo 100 slip casting pipe 3, and eight slip casting pipe 3 is followed the circumferencial direction interval 45 of inlayer steel wall 2 is evenly arranged.
The connecting reinforcing ribs comprise longitudinal reinforcing ribs 5 and transverse reinforcing ribs 4 attached to the outer peripheral surface of the inner steel wall 2 and the inner peripheral surface of the outer 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 steel wall 2 are connected with the end portions of the transverse reinforcing ribs 4 on the inner peripheral surface of the outer steel wall 1 adjacent to each other through the longitudinal reinforcing ribs 5.
Specifically, the transverse reinforcing ribs 4 on the inner steel wall 2 are arranged at intervals of 5 degrees in the circumferential direction of the inner steel wall 2, and the transverse reinforcing ribs 4 on the outer steel wall 1 are arranged at intervals of 5 degrees in the circumferential direction of the outer steel wall 1.
Further, as shown in fig. 4, the steel casing 100 located at the lowest end of the steel casing of the pile foundation is a drilling section, the steel casing 100 above the drilling section is a connection 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 installed 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 a data transmission wire of the pressure sensor is routed along the wire groove 12, so that the transmission wire can be prevented from being damaged in the construction process.
As shown in fig. 5, the connecting reinforcing rib further includes a partition plate 13, the partition plate 13 divides the transverse reinforcing rib 4 and the longitudinal reinforcing rib 5 into a non-porous reinforcing rib located above the partition plate 13 and a perforated reinforcing rib located below the partition plate 13, and the longitudinal reinforcing rib 5 of the perforated reinforcing rib penetrates through a plurality of flow holes 6 in the vertical direction, so that slurry can flow through each other.
The number of the assembling grooves is three along the circumferential direction of the inner steel wall 2, and one outer horizontal pressure sensor 10 is arranged in each assembling groove; the number of the inner side grouting pressure sensors 11 is three, and the inner side grouting pressure sensors 11 are correspondingly arranged below the three assembling grooves respectively.
Further, the outer horizontal pressure sensor 10 is vertically aligned with the inner grouting pressure sensor 11 therebelow.
Further, as shown in fig. 6, 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 the hinged cover plate 8 is arranged to prevent soil from entering the cylinder wall to cause blockage.
With reference to fig. 7, the invention further provides a construction method of the pile foundation steel casing based on the controllable formation deformation, and the construction method comprises the following steps:
step one, burying the drilling section of pile foundation steel casing underground, checking the working state of a pressure sensor, and specifically comprising the following steps:
the equipment enters a field and 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 casing and the center of the pile position is required to be not more than 50 mm;
checking the working states of an outer side horizontal pressure sensor and an inner side grouting pressure sensor which are arranged on a drilling section, and requiring each pressure sensor to be electrified for testing;
embedding a drilling section of the pile foundation steel casing to ensure that the hinged cover plate is in a closed state;
a drilling section is tried, initial data are monitored in real time, the pressure sensor is required to normally output signals, and the signals are stable and do not break;
step two, connect gradually the linkage segment of a transferred pile foundation steel casing, specifically include the following steps:
slowly burying soil in the drilling section, measuring and verifying the burying verticality and the position precision after the burying of the drilling section is finished, and adjusting if the precision is not sufficient; if the precision requirement is met, fixing the drilling section by using the guide groove;
embedding the connecting sections in sequence, and rotating the grouting pipes in the connecting sections to connect the grouting pipes in the steel casing connected below; the steel casing connected with the connecting section through the lock catch ensures that the connecting section is connected and fastened with the drilling section and the connecting section; perpendicularity of each connecting section needs to be measured, and deviation is avoided;
in the connection process, the data transmission leads of the outer horizontal pressure sensors are sequentially connected, and in the connection process, the leads are not detached at the same time, so that at least one group of signals are ensured to be transmitted, and in addition, the data transmission leads are arranged in the lead grooves, so that the damage in the construction process is avoided;
by means of outside horizontal pressure sensorsRecording the initial lateral soil pressure P of the soil layer along different depths in real time0The pressure transmission consists of three groups of data, and the average value is taken when the maximum error among the three groups of data does not exceed 30 percent; when the maximum error among the three groups of data exceeds 30%, averaging the results based on the two groups of data with smaller errors;
step three, pile foundation construction, which specifically comprises the following steps:
forming a pile hole by means of mechanical drilling or manual excavation and the like, and cleaning the hole in time after the pile hole reaches a specified elevation to ensure that no sediment is left at the bottom of the hole; if the stratum conditions are poor, mud can be adopted for hole protection;
a reinforcement cage is placed downwards, a guide pipe is arranged below the reinforcement cage, and underwater concrete is poured to form a pile foundation by adopting a mud-down vertical lifting guide pipe method;
step four, drawing the steel casing and dynamically implementing synchronous grouting according to real-time monitoring pressure, and specifically comprises the following steps:
continuously grouting through a grouting opening, and simultaneously, pulling 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 dismantling grouting pipes in the steel casing; sequentially adjusting the length of a transmission lead of the pressure sensor, finally loosening the lock catch, and removing the section of steel casing, wherein when the length of the transmission lead of the pressure sensor is adjusted, the leads are not disconnected at the same time, so that at least one group of signals are ensured to be transmitted;
it should be further explained that, when the steel casing 100 is drawn, the pile body should reach over 70% of the design strength index.
Lateral soil pressure P of soil layers along different depths is recorded in real time through an outer horizontal pressure sensor arranged on an outer steel wall of a drilling section1Meanwhile, the synchronous grouting pressure P is recorded in real time by an inner side grouting pressure sensor arranged in the drilling section2(ii) a Dynamically adjusting the grouting pressure P of the grout at the grouting opening above the steel casing according to the measured different pressure values1、P2The data processing mode is same as P0Synchronous grouting pressure P in the pipe drawing process2The following conditions should always be satisfied:
1.05P1≤P2≤1.2P0
the grouting pressure of each grouting opening along different depths can be preliminarily set according to the following formula and then according to P2And (3) adjusting the control effect:
wherein, K0Taking the lateral pressure coefficient of the stratum as 0.3-0.5; gamma rayiIs the i-th layer soil gravity, HiIs the i-th soil gravity, alphapFor the grouting pressure empirical coefficient, the soft soil is preferably 1.1-1.2, and the dense cohesive soil, sandy soil and weathered rock are preferably 1.3-1.8;
the grouting amount of each grouting opening is as follows:
wherein R is the outer diameter of the steel casing, R is the inner diameter of the steel casing, n is the number of grouting holes, and alphasThe method is an empirical coefficient of grouting amount, the range of the empirical coefficient is 1.2-1.8, and higher values are taken for eggs, gravels and medium-coarse sand.
It needs to be further explained that the deformation of the adjacent building/structure is monitored in real time during the pulling process of the pile foundation steel casing, and the displacement of the building/structure towards the pile foundation direction is found, so that the grouting amount is increased properly.
Furthermore, the slurry for grouting adopts double-slurry, and the slurry mixing ratio is as follows: solution A: the liquid B is 1:1, wherein the mixing ratio of the liquid A is as follows: cement: fly ash: bentonite 1:0.66: 0.55; the B liquid is neutral water glass with Baume degree of 35-40 degrees, and the viscosity of the double-liquid slurry is more than 35 percent. The slurry should be well stirred.
The following describes in detail the pile foundation steel casing capable of controlling formation deformation and the construction method thereof according to the present invention in specific example 1.
Example 1
The side of the coarse sand layer subway shield tunnel in Guangdong province is used for pile foundation construction, the diameter of a pile foundation is 500mm, the length of the pile is 13m, and the distance from the pile foundation to a subway is 3.1 m. The ground stratum is composed of silty clay, medium coarse sand and thickness from top to bottomRespectively 4m, 5m and 5m, and the gravity is respectively 18.4kN/m3、19.1kN/m3、20.8kN/m3. In order to control the influence of pile foundation construction pipe drawing on the subway shield tunnel, pile foundation steel casing construction with controllable stratum deformation is adopted on site.
Pile foundation steel casing with inner diameter of 500mm and outer diameter of 584mm is adopted, and the thickness of the inner layer steel wall and the outer layer steel wall is 2mm and the interval is 80 mm. The total number of the grouting pipes is 8, the grouting pipes are uniformly arranged at intervals of 45 degrees along the annular direction, and the inner diameter of each grouting pipe is 50 mm. And transverse reinforced ribs and longitudinal reinforced ribs are arranged between the inner layer steel wall and the outer layer steel wall. And 3 outer horizontal pressure sensors and inner grouting pressure sensors are uniformly arranged at the drilling section close to the hinged cover plate at intervals of 120 degrees in the circumferential direction, and each group of pressure sensors is provided. The bottom of the drilling section is provided with a clapboard, and 3 circulation holes are arranged on the longitudinal reinforced ribs below the clapboard. The bottom end of the steel casing is provided with a hinged cover plate, and the hinged cover plate can prevent soil from entering the cylinder wall to cause blockage when the steel casing is embedded.
The construction process is as follows:
the method comprises the following steps of firstly, embedding a pile foundation steel casing drilling section, and checking the working state of a sensor, wherein the method specifically comprises the following steps:
1) the equipment enters a field and comprises a pile foundation steel casing drilling section, a connecting section and piling equipment;
2) measuring and setting and positioning to enable the center of the pile foundation steel casing to coincide with the center of the pile position;
3) leveling the field;
4) checking the working states of an outer side horizontal pressure sensor and an inner side grouting pressure sensor which are arranged in the drilling section, and electrifying each pressure sensor for testing;
5) embedding a drilling section of the pile foundation steel casing, and closing the hinged cover plate;
6) trial drilling of a drilling section of the steel casing, monitoring initial data in real time, enabling the pressure sensor to normally output signals, and enabling the signals to be stable;
the second step, connect gradually and transfer the steel and protect a connecting section, specifically include following step:
1) slowly burying the drilling section, measuring and verifying the burying verticality and position precision after the burying of the drilling section is finished, meeting the precision requirement, and fixing the drilling section by using a guide groove;
2) when one section is driven in, the connecting section is buried in sequence, and the grouting pipe of the connecting section is rotated to be connected with the grouting pipe of the lower section; connecting the lock catches, and measuring the verticality of the connecting sections;
3) in the process of connecting the connecting sections, the pressure sensor data transmission leads are connected in sequence, one group of leads are disconnected and connected in the connecting process, one group of signals are always transmitted, and the leads are arranged in a lead groove;
4) slowly burying the drilling section, and recording the initial lateral soil pressure P of the soil layer along different depths in real time by means of a first group of horizontal pressure sensors arranged outside the drilling section0The pressure transmission consists of three groups of data, the maximum error among the three groups of data is 23 percent, and an average value is taken;
5) the depth of the drill section into the soil is consistent with the designed elevation of the pile bottom;
and 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 is left at the bottom of the hole;
2) a reinforcement cage is lowered, a guide pipe is arranged below the reinforcement cage, and underwater concrete is poured by adopting a mud downward direct-rising guide pipe method to form a pile foundation;
step four, pile foundation steel protects a section of thick bamboo tube drawing and implements synchronous slip casting according to real-time supervision pressure developments, specifically includes following step:
1) when the pile foundation steel casing is drawn, the pile body reaches 70% of the design strength index;
2) uniformly and slowly pulling out the steel pile casing at the speed of 0.3 m/s;
3) when the pipe is pulled out, injecting double-liquid slurry through a grouting opening above the steel casing, wherein the grouting process is continuous;
4) pulling out the steel casing section by section, sequentially dismantling the grouting pipes, sequentially adjusting the length of a transmission lead of the pressure sensor, and finally loosening the lock catch to remove the section connecting section; when the length of the transmission lead of the pressure sensor is adjusted, one group of leads is disconnected and connected, and a group of signals are always transmitted;
5) each grouting opening is preset with initial grouting pressure P, the grouting pressure is controlled according to the depth and then is controlled according to P2The control effect is adjusted, and the initial pressure p is as follows:
p＝1.5×0.45×(18.4×4+19.1×5+20.8×4)＝170.3kPa
6) lateral soil pressure P of soil layers along different depths is recorded in real time by means of an outer horizontal pressure sensor arranged on an outer steel wall of a drilling section1Meanwhile, the synchronous grouting pressure P is recorded in real time by an inner side grouting pressure sensor arranged in the cavity of the drilling section2；P1、P2The maximum errors of the data are respectively 25% and 16%, the average values are obtained, the grouting pressure of the grout at the grouting opening above the pile casing is dynamically adjusted according to the measured different pressure values, and the grouting pressure P is synchronized in the pipe drawing process2The following conditions should always be satisfied:
1.05P1≤P2≤1.2P0
7) synchronous grouting slurry mixing ratio: solution A: the liquid B is 1:1, wherein the mixing ratio of the liquid A is as follows: cement: fly ash: bentonite 1:0.66: 0.55; the B liquid is neutral water glass with the Baume degree of 35-40 degrees, the viscosity of the double-liquid slurry is 35 percent, 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 pile foundation steel casing pulling process, the maximum displacement of the subway tunnel towards the pile foundation direction is 0.8mm, and the horizontal deformation of the stratum soil body can be effectively controlled by adopting a dynamic monitoring and adjusting synchronous grouting pressure construction method.
The invention has the following beneficial effects:
1. gaps generated during pipe drawing can be filled, so that transverse displacement generated by spontaneous filling of the gaps of soil bodies is prevented, a traction effect is generated on an underground structure, and the lateral displacement of the underground structure is avoided;
2. filling an anti-friction and anti-drag material to prevent the side frictional resistance of the pile from generating additional internal force on the pile foundation;
3. the filled material can enable the pile foundation to be combined with the soil body 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 averaging 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 pressures at different depths during pipe drawing, so that the horizontal deformation of a stratum soil body can be effectively controlled;
6. the method has the advantages that the formation pressure data are directly obtained through the pressure sensor to guide the setting of grouting parameters, so that the problems that design or constructors are lack of experience and the setting of grouting pressure or grouting amount is wrong during pipe drawing due to wrong estimated parameters are effectively avoided, and the method is wider in 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 arranged in an aligned manner, so that the sensors can be prevented from being damaged by peripheral soil when the drilling section is buried or pulled out, and the stable output of the numerical values of the pressure sensors is ensured;
8. eight slip casting pipes evenly arrange along the circumferencial direction interval 45 of inlayer steel wall, during slip casting, the vibrational force that a steel protected a section of thick bamboo and received is even, can show the horizontal rocking that reduces a steel when the slip casting protected a section of thick bamboo, like this, not only can reduce the steel and protect the risk that connects not hard up between the section of thick bamboo, can also make the steel protect a section of thick bamboo and be difficult to produce the slope, and the grout of pouring into also can receive even oscillating force, the grout solidifies the back, the texture is more compact and uniform, structural strength is higher.
While embodiments of the invention have been disclosed above, it is not limited to the applications set forth in the specification and the embodiments, which are fully applicable to various fields of endeavor for which the invention pertains, and further modifications may readily be made by those skilled in the art, it being understood that the invention is not limited to the details shown and described herein without departing from the general concept defined by the appended claims and their equivalents.
Claims (10)
1. The pile foundation steel casing capable of controlling stratum deformation is characterized by comprising at least two sections of steel casings which are connected up and down, and a grouting pipe, an outer horizontal pressure sensor and an inner grouting pressure sensor which are respectively assembled on the steel casings, wherein each section of steel casing comprises an inner steel wall, an outer steel wall which is sleeved on the inner steel wall and is spaced from the inner steel wall by a certain distance, and connecting reinforcing ribs which are used for connecting the inner steel wall and the outer steel wall, the grouting pipe is respectively arranged between the inner steel wall and the outer steel wall of each section of steel casing, the adjacent grouting pipes in the steel casings are communicated, the connecting reinforcing ribs comprise longitudinal reinforcing ribs and transverse reinforcing ribs which are attached to the outer peripheral surfaces of the inner steel wall and the outer steel wall in a staggered manner, and the left ends and the right ends of the transverse reinforcing ribs on the outer peripheral surfaces of the inner steel wall are respectively connected with the ends of the transverse reinforcing ribs on the inner peripheral surfaces of the adjacent outer steel walls through the longitudinal reinforcing ribs The steel casing is a drilling section, the steel casing above the drilling section is a connecting section, the outer peripheral surface of the steel casing of the drilling section is inwards recessed to form an assembly groove, the outer horizontal pressure sensor is accommodated in the assembly groove, and the inner grouting pressure sensor is installed on the inner side surface of the steel casing of the drilling section.
2. The pile foundation steel casing of claim 1, wherein the pile foundation steel casing is characterized in that: the top of a steel casing is provided with a plurality of grouting openings, a plurality of vertically arranged grouting pipes are arranged in the steel casing, and each grouting pipe is connected with one grouting opening.
3. The pile foundation steel casing of claim 1, wherein the pile foundation steel casing is characterized in that: the steel casing is fixedly connected through a lock catch.
4. The pile foundation steel casing of claim 1, wherein the pile foundation steel casing is characterized in that: and eight grouting pipes are arranged in each steel casing and are uniformly arranged at intervals of 45 degrees along the circumferential direction of the inner steel wall.
5. The pile foundation steel casing of claim 1, wherein the pile foundation steel casing is characterized in that: the connecting reinforcing rib further comprises a partition board, the partition board divides the transverse reinforcing rib and the longitudinal reinforcing rib into a hole-free reinforcing rib and a hole-containing reinforcing rib, the hole-free reinforcing rib is located above the partition board, the hole-containing reinforcing rib is located below the partition board, and a plurality of circulation holes penetrate through the longitudinal reinforcing rib in the hole-containing reinforcing rib along the vertical direction.
6. The pile foundation steel casing of claim 1, wherein the pile foundation steel casing is characterized in that: the transverse reinforcing ribs on the inner steel wall are arranged at intervals of 5 degrees along the circumferential direction of the inner steel wall, and the transverse reinforcing ribs on the outer steel wall are arranged at intervals of 5 degrees along the circumferential direction of the outer steel wall.
7. The pile foundation steel casing of claim 6, wherein the pile foundation steel casing is characterized in that: the number of the assembling grooves is three, and the outer side horizontal pressure sensor is arranged in each assembling groove; the number of the inner side grouting pressure sensors is three, and the three inner side grouting pressure sensors are correspondingly arranged below the three assembling grooves respectively.
8. The pile foundation steel casing of claim 1, wherein the pile foundation steel casing is characterized in that: the bottom of the steel casing is hinged with a hinged cover plate used for preventing soil from entering the steel casing.
9. A construction method of a pile foundation steel casing capable of controlling formation deformation based on any one of claims 1 to 9, characterized by comprising the following steps:
step one, embedding a drilling section of a pile foundation steel casing, and checking the working state of a pressure sensor;
step two, connect gradually the linkage segment of a transferred pile foundation steel casing, specifically include the following steps:
slowly burying soil in the drilling section, measuring and verifying the burying verticality and the position precision after the burying of the drilling section is finished, and adjusting if the precision is not sufficient; if the precision requirement is met, fixing the drilling section by using the guide groove;
embedding the connecting sections in sequence, and rotating the grouting pipes in the connecting sections to connect the grouting pipes in the steel casing connected below; the steel casing connected through the lock catch ensures that the connection section is connected and fastened with the drilling section and the connection section; perpendicularity needs to be measured at each connecting section, and deviation is avoided;
in the connection process of all the connection sections, data transmission wires of the horizontal pressure sensors at the outer sides are sequentially connected, and in the connection process, the wires are not detached at the same time, so that at least one group of signals are ensured to be transmitted;
recording the initial lateral soil pressure P of the soil layer along different depths in real time through an outer horizontal pressure sensor0The pressure transmission consists of three groups of data, and the average value is taken when the maximum error among the three groups of data does not exceed 30 percent; when the maximum error among the three groups of data exceeds 30%, taking the two groups of data with smaller errors as a reference, and averaging the results;
step three, pile foundation construction;
step four, drawing the steel casing and dynamically implementing synchronous grouting according to real-time monitoring pressure, and specifically comprises the following steps:
continuously grouting through a grouting opening, and simultaneously, pulling 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 dismantling grouting pipes in the steel casing; sequentially adjusting the length of a transmission lead of the pressure sensor, finally loosening the lock catch, and removing the section of steel casing, wherein when the length of the transmission lead of the pressure sensor is adjusted, the lead is not disconnected at the same time, so that at least one group of signals are ensured to be transmitted;
lateral soil pressure P of soil layers along different depths is recorded in real time through an outer horizontal pressure sensor arranged on an outer steel wall of a drilling section1Meanwhile, the synchronous grouting pressure P is recorded in real time by an inner side grouting pressure sensor arranged inside the drilling section2(ii) a According to the measured different pressure values, dynamically adjusting the grouting pressure of the grout at the grouting opening above the steel casing, and synchronously grouting pressure P in the pipe drawing process2Should beginThe following conditions are finally satisfied:
1.05P1≤P2≤1.2P0
the grouting pressure of each grouting opening along different depths can be preliminarily set according to the following formula and then according to P2And (3) adjusting the control effect:
wherein, K0Taking the lateral pressure coefficient of the stratum as 0.3-0.5; gamma rayiIs the i-th layer soil gravity, HiIs the i-th soil gravity, alphapFor the grouting pressure empirical coefficient, the soft soil is preferably 1.1-1.2, and the dense cohesive soil, sandy soil and weathered rock are preferably 1.3-1.8;
the grouting amount of each grouting opening is as follows:
wherein R is the outer diameter of the steel casing, R is the inner diameter of the steel casing, n is the number of grouting holes, and alphasThe method is an empirical coefficient of grouting amount, the range of the empirical coefficient is 1.2-1.8, and higher values are taken for eggs, gravels and medium-coarse sand.
10. The construction method of the pile foundation steel casing capable of controlling the formation deformation according to claim 9, characterized by comprising the following steps: in the fourth step, the slurry for grouting adopts double-slurry, and the slurry mixing ratio is as follows: solution A: the liquid B is 1:1, wherein the mixing ratio of the liquid A is as follows: cement: fly ash: bentonite 1:0.66: 0.55; the B liquid is neutral water glass with Baume degree of 35-40 degrees, and the viscosity of the double-liquid slurry is more than 35 percent.
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