CN113818431B - High-pressure jet grouting pile optimized construction method for protecting adjacent building - Google Patents
High-pressure jet grouting pile optimized construction method for protecting adjacent building Download PDFInfo
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- CN113818431B CN113818431B CN202111238237.XA CN202111238237A CN113818431B CN 113818431 B CN113818431 B CN 113818431B CN 202111238237 A CN202111238237 A CN 202111238237A CN 113818431 B CN113818431 B CN 113818431B
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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
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
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- 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
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
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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
- E02D5/02—Sheet piles or sheet pile bulkheads
- E02D5/03—Prefabricated parts, e.g. composite sheet piles
- E02D5/04—Prefabricated parts, e.g. composite sheet piles made of steel
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Abstract
The invention discloses a high-pressure jet grouting pile optimized construction method for protecting adjacent buildings, which relates to the technical field of civil construction and comprises the steps of calculating the thickness of a rectangular isolation pile with equivalent thickness; arranging a pressure box on the inner side of the steel sheet pile, constructing the steel sheet pile according to the calculated thickness of the rectangular isolation pile with the equivalent thickness, and taking the steel sheet pile as the boundary of the rectangular isolation pile; after the construction of the steel sheet pile is completed, recording initial pressure values on the pressure boxes; carrying out hole leading construction at the circle center position of the originally designed round high-pressure jet grouting pile, lowering a drilling spray rod to the designed depth, lifting according to the set lifting speed, starting to carry out guniting operation, reading the reading of a pressure box in real time, adjusting grouting parameters in real time according to the reading, and ensuring the diameter of the formed pile; and finishing the construction of all high-pressure jet grouting piles in the steel sheet pile enclosing area, and removing the steel sheet piles after the strength of the high-pressure jet grouting piles meets the requirement. The invention has the advantages of good protection effect, strong adaptability, rapidness, convenience, safety, environmental protection, no pollution and the like, and can solve various problems and defects in single high-pressure jet grouting pile construction.
Description
Technical Field
The invention relates to the technical field of civil construction, in particular to an optimized construction method of a high-pressure jet grouting pile for protecting adjacent buildings.
Background
With the acceleration of the urbanization process in China, the development of urban underground spaces enters a big development period, various underground projects (such as subway tunnels, stations, underground stereo garages, underground shopping malls and the like) are carried out in cities, and with the development and utilization of the underground spaces, the construction of the underground projects is difficult to avoid near existing protective buildings, immovable buildings and deformation control buildings (structures) in the cities, such as foundation pit excavation, shield tunneling and the like near the protective buildings. The high-pressure jet grouting pile is used as a convenient and reliable foundation reinforcement means, is widely applied to reinforcement of various soft foundations, and has a good protection effect on immovable buildings as an isolation pile.
Because the traditional high-pressure jet grouting pile can generate certain disturbance on foundation soil during construction, the diameter of the formed pile in different soil layers cannot be ensured to be consistent, in addition, the time before the pile body strength is formed after the jet grouting pile construction is completed still cannot achieve the isolation effect, and even because the displacement of the soil body around the pile generates the disturbance side effect on the protected building, the protected building with extremely high deformation requirement cannot meet the relevant standard requirement. The invention thus solves the above-mentioned problems as an optimized construction method for high-pressure jet grouting piles.
Disclosure of Invention
The invention aims to solve the technical problem of overcoming the defects of the prior art and provides an optimized construction method of a high-pressure jet grouting pile for protecting adjacent buildings.
In order to solve the technical problems, the technical scheme of the invention is as follows:
a high-pressure jet grouting pile optimized construction method for protecting adjacent buildings comprises the following steps,
performing equal-section replacement on the designed circular high-pressure jet grouting pile by adopting an equivalent-section bending stiffness conversion algorithm, and calculating the thickness of a rectangular isolation pile with equivalent thickness;
pressure boxes are arranged on the inner side of the steel sheet pile at equal intervals according to the distribution condition of the soil layer, the steel sheet pile is constructed according to the calculated thickness of the rectangular isolation pile with the equivalent thickness, and the steel sheet pile is used as the boundary of the rectangular isolation pile;
carrying out hole leading construction at the circle center position of the originally designed round high-pressure jet grouting pile, lowering a drilling spray rod to the designed depth, lifting according to the set lifting speed, starting to carry out guniting operation, reading the reading of a pressure box in real time, adjusting grouting parameters in real time according to the reading, and ensuring the diameter of the formed pile;
and finishing the construction of all high-pressure jet grouting piles in the steel sheet pile enclosing area, and removing the steel sheet piles after the strength of the high-pressure jet grouting piles meets the requirement.
As a preferable scheme of the optimized construction method of the high-pressure jet grouting pile for protecting the adjacent buildings, the construction method comprises the following steps: the designed circular high-pressure jet grouting pile is subjected to equal section replacement by adopting an equivalent section bending rigidity conversion algorithm, the thickness of the rectangular isolation pile with the equivalent thickness is calculated,
reference formula
The calculation is carried out in such a way that,
wherein D is the pile diameter of the isolation pile, L is the pile spacing, D 0 Is the thickness of the equivalent rectangular isolation pile.
As a preferable scheme of the optimized construction method of the high-pressure jet grouting pile for protecting adjacent buildings, the method comprises the following steps: after the designed circular high-pressure jet grouting pile is subjected to equal section replacement by adopting an equivalent section bending rigidity conversion algorithm and the size of a rectangular isolation pile with equivalent thickness is calculated, the method also comprises the following steps,
the method comprises the steps of arranging pressure boxes at equal intervals on the inner side of a steel sheet pile according to soil layer distribution conditions, enclosing the steel sheet pile into a rectangle, conducting construction of high-pressure rotary jet grouting pile test piles in an enclosing area by using fixed guniting pressure, recording monitoring value changes on each soil layer pressure box in the construction process, extracting a maximum value Pi, recording corresponding guniting pressure Ti, calculating a pressure attenuation coefficient when the guniting diameter in each soil layer reaches a design value, and after the construction of the test piles is completed, coring and checking at a right-angle position of the rectangular enclosing area of the steel sheet pile.
As a preferable scheme of the optimized construction method of the high-pressure jet grouting pile for protecting adjacent buildings, the method comprises the following steps: before the pressure boxes are arranged on the inner side of the steel sheet pile at equal intervals according to the soil layer distribution condition, the method also comprises the following steps,
and butt-joint grooves and butt-joint lugs are correspondingly arranged at the joints of two adjacent steel sheet piles respectively.
As a preferable scheme of the optimized construction method of the high-pressure jet grouting pile for protecting the adjacent buildings, the construction method comprises the following steps: the joint of two adjacent steel sheet piles is respectively provided with a butt joint groove and a butt joint convex block, and simultaneously,
and welding triangular support steel plates on the back of each steel plate pile.
As a preferable scheme of the optimized construction method of the high-pressure jet grouting pile for protecting adjacent buildings, the method comprises the following steps: the pressure attenuation system for calculating the spraying diameter of each soil layer to reach the design value comprises,
reference formula
The calculation is carried out in such a way that,
wherein, P i For the maximum value, T, of the monitored data on each pressure cell i The spraying pressure corresponding to each soil layer, S is the horizontal vertical distance from the nozzle to the steel sheet pile, and d 0 Is the nozzle diameter, K i For the pressure damping coefficient of the soil layer grouting, i is 1, 2, 3, …, n.
As a preferable scheme of the optimized construction method of the high-pressure jet grouting pile for protecting adjacent buildings, the method comprises the following steps: constructing the steel sheet pile according to the calculated dimension of the rectangular isolation pile with the equivalent thickness, taking the steel sheet pile as the boundary of the rectangular isolation pile,
the driving depth of the steel sheet pile exceeds the design depth of the high-pressure jet grouting pile by 1-1.5 m, the upper end of the steel sheet pile is 10-20 cm higher than the ground, and the inclination of the steel sheet pile is less than or equal to 2%.
As a preferable scheme of the optimized construction method of the high-pressure jet grouting pile for protecting adjacent buildings, the method comprises the following steps: the reading of the pressure box is read in real time, grouting parameters are adjusted in real time according to the reading, the pile forming diameter is ensured to include,
the readings of the pressure cell were controlled to be maintained between 100kPa and 200 kPa.
As a preferable scheme of the optimized construction method of the high-pressure jet grouting pile for protecting adjacent buildings, the method comprises the following steps: the hole guiding construction is carried out at the circle center position of the originally designed round high-pressure rotary jet grouting pile, a drilling spray rod is lowered to the designed depth, the lifting is carried out according to the set lifting speed, the guniting operation is started to comprise,
and (5) constructing the high-pressure jet grouting pile by adopting a pile jumping construction method.
The beneficial effects of the invention are:
aiming at the engineering problem of disturbance on the soil body near a protected building in the construction process of the high-pressure jet grouting pile, the invention provides a simple, quick and effective construction method for combining the high-pressure jet grouting pile and the steel sheet pile, which is suitable for the site, reduces the disturbance of the soil body in the whole process of the construction of the high-pressure jet grouting pile through the arrangement of the steel sheet pile, and also reduces the environmental pollution and the resource waste caused by the outflow of slurry in the grouting process; aiming at the problem of overhigh underground pressure in the construction process of the high-pressure jet grouting pile, the connection mode and the section shape of the steel sheet pile are optimized, and the connection effect and the bending resistance between the steel sheet piles are enhanced; aiming at the problem that the pile-forming diameter changes in different soil layers, a pressure box detection method is adopted to monitor the pile-forming diameter in real time and adjust grouting parameters according to the conditions so as to ensure the pile-forming effect. The construction method has the advantages of good protection effect, strong adaptability, rapidness, convenience, safety, environmental protection, no pollution and the like, and can solve various problems and defects in single high-pressure jet grouting pile construction.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings needed to be used in the description of the embodiments will be briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings based on these drawings without inventive exercise.
FIG. 1 is a schematic flow chart of a high-pressure jet grouting pile optimized construction method for adjacent building protection provided by the invention;
FIG. 2 is a schematic view showing the construction state of the present invention;
FIG. 3 is a schematic view of the high-pressure jet grouting pile and steel sheet pile combined construction and pile testing coring in the present invention;
FIG. 4 is a front view of an optimized steel sheet pile according to the present invention;
FIG. 5 is a schematic diagram of the connection effect of the optimized steel sheet pile in the invention;
FIG. 6 is a schematic view of a steel sheet pile with a pressure cell installed according to the present invention;
wherein: 1. a drilling machine; 2. a processor; 3. a control center; 4. drilling and spraying a rod; 5. a first transverse steel sheet pile; 6. leading holes; 7. mixed fluid of cement paste and in-situ soil; 8. drilling a spray head; 9. a second transverse steel sheet pile; 10. a first longitudinal steel sheet pile; 11. in-situ soil; 12. a second longitudinal steel sheet pile; 13. a pile testing and core taking position; 14. a pressure cell fixture; 15. a pressure cell protection device; 16. a pressure cell; 17. connecting steel sheet piles; 18. and (5) triangular bracing steel plates.
Detailed Description
In order that the manner in which the present invention is attained and can be more readily understood, a more particular description of the invention briefly summarized above may be had by reference to the embodiments thereof which are illustrated in the appended drawings.
The embodiment provides an optimized construction method of a high-pressure jet grouting pile for protecting adjacent buildings, which specifically comprises the following steps:
the method comprises the following steps: and (3) performing equal-section replacement on the designed circular high-pressure jet grouting pile by adopting an equivalent-section bending rigidity conversion algorithm, and calculating the size of the rectangular isolation pile with equivalent thickness.
Specifically, firstly, the construction area of the high-pressure jet grouting pile and the steel sheet pile needs to be leveled, and then the thickness of the rectangular isolation pile with the equivalent thickness is calculated by adopting a formula I, wherein the formula I is
In the formula, D is the pile diameter of the isolation pile, L is the pile spacing, and D 0 Is the thickness of an equivalent rectangular spacer pile.
Step two: the steel sheet piles are optimally designed as shown in fig. 5, and particularly, butt-joint grooves and butt-joint lugs are correspondingly arranged at the joints of two adjacent steel sheet piles respectively, so that the problems of leakage and connection failure of the steel sheet piles can be solved under the condition of high underground grouting pressure after the two adjacent steel sheet piles are connected. And welding a triangular brace steel plate 18 on the back of each steel plate pile, wherein the triangular brace steel plate 18 is an isosceles triangle steel plate with a bottom angle of 30 degrees and is used for improving the bending rigidity of the steel plate pile, and flattening and sealing treatment are carried out on the bottom of the triangular brace steel plate 18, as shown in fig. 6. Meanwhile, the inner cavity can be provided with a pressure box 16 support and a lead thereof according to the distribution condition of the soil layer, and referring to fig. 6, a layer of rubber film is filled on the support to protect the pressure box 16. And (3) forming a hole on the front surface of the steel sheet pile corresponding to the bracket of the pressure box 16, and installing the pressure box 16 to monitor the grouting pressure in the enclosure. In the present embodiment, referring to fig. 4, the pressure cell 16 is specifically mounted, and the pressure cell fixing device 14 is fixedly mounted on the steel sheet pile for mounting the pressure cell 16. Meanwhile, a pressure cell protection device 15 is also installed on the steel sheet pile to protect the pressure cell 16. And then laying test piles according to the field condition, specifically, enclosing the steel sheet piles into a rectangle, constructing the high-pressure rotary jet grouting pile test piles in the enclosed area by using fixed jet grouting pressure, recording the change of monitoring values on each soil layer pressure box 16 in the construction process, extracting a maximum value Pi, recording corresponding jet grouting pressure Ti, calculating a pressure attenuation coefficient when the jet grouting diameter in each soil layer reaches a design value, and after the construction of the test piles is finished, coring and inspecting at a right-angle position of the rectangular enclosed area of the steel sheet piles.
Wherein, the pressure attenuation coefficient is obtained by calculation with a formula II
In the formula P i For the maximum value of the monitored data, T, on each pressure cell 16 i The spraying pressure corresponding to each soil layer, S is the horizontal vertical distance from the nozzle to the steel sheet pile, and d 0 Is the nozzle diameter, K i And (3) taking the values of i as 1, 2 and 3 (for distinguishing soil layers) for the pressure attenuation coefficient of grouting of each soil layer.
Step three: and (3) optimally designing the steel sheet piles according to the step two, arranging pressure boxes 16 on the inner sides of the steel sheet piles at equal intervals according to the soil layer distribution condition, and constructing the steel sheet piles in the original design area according to the calculated size of the rectangular isolation piles with the equivalent thickness, wherein the first transverse steel sheet pile 5, the second transverse steel sheet pile 9, the first longitudinal steel sheet pile 10 and the second longitudinal steel sheet pile 12 are used as the boundaries of the rectangular isolation piles to form a rectangular enclosure area. And when the steel sheet pile is constructed, the upper end of the steel sheet pile is 10-20 cm higher than the ground, the lower part of the steel sheet pile is 1-1.5 m deeper than the designed depth of the high-pressure jet grouting pile, and the inclination of the steel sheet pile is controlled to be less than or equal to 2%.
Step four: and (3) conducting hole leading 6 construction at the circle center position of the originally designed circular high-pressure jet grouting pile, lowering the drill spray rod 4 to the designed depth, lifting at a set lifting speed, starting the grouting operation, reading the reading of the pressure box 16 in real time, adjusting grouting parameters in real time according to the reading, and ensuring the pile forming diameter.
Specifically, the theoretical grouting pressure is calculated by the processor 2 of the control center 3 through the readings on the pressure boxes 16 and the soil layer pressure attenuation coefficients obtained through pile testing, the grouting pressure of the rotary nozzles is adjusted through the control center 3, the readings of the pressure boxes 16 in the soil layers are controlled to be maintained in a stable interval (100-200 kPa), generally, when the readings of the pressure boxes 16 are smaller than 100kPa, the diameter of the rotary jet grouting pile cannot reach a design value, namely, the rotary jet grouting pile is not in contact with a steel sheet pile, and when the readings of the pressure boxes 16 are larger than 200kPa, the grouting pressure in the steel sheet pile is considered to be too large, so that the deformation of the steel sheet pile is caused.
Step six: and finishing the construction of all high-pressure jet grouting piles in the steel sheet pile enclosing area, and removing the steel sheet piles after the strength of the high-pressure jet grouting piles meets the requirement.
The construction of the steel sheet pile adopts a pile jumping construction method, namely, the first, the third and the fifth … … piles are firstly poured, and after the high-pressure jet grouting pile poured before has certain strength, the second and the fourth … … piles are poured to complete the construction of all pile bodies. Construction like this can avoid appearing the intensity of stake and receive the influence of adjacent stake construction.
In addition to the above embodiments, the present invention may have other embodiments; all technical solutions formed by adopting equivalent substitutions or equivalent transformations fall within the protection scope of the claims of the present invention.
Claims (9)
1. A high-pressure jet grouting pile optimized construction method for protecting adjacent buildings is characterized by comprising the following steps: comprises the steps of (a) preparing a substrate,
performing equal-section replacement on the designed circular high-pressure jet grouting pile by adopting an equivalent-section bending stiffness conversion algorithm, and calculating the thickness of a rectangular isolation pile with equivalent thickness;
pressure boxes are arranged on the inner side of the steel sheet pile at equal intervals according to the distribution condition of the soil layer, the steel sheet pile is constructed according to the calculated thickness of the rectangular isolation pile with the equivalent thickness, and the steel sheet pile is used as the boundary of the rectangular isolation pile;
carrying out hole leading construction at the circle center position of the originally designed round high-pressure jet grouting pile, lowering a drilling spray rod to the designed depth, lifting according to the set lifting speed, starting to carry out guniting operation, reading the reading of a pressure box in real time, adjusting grouting parameters in real time according to the reading, and ensuring the diameter of the formed pile;
and finishing the construction of all high-pressure jet grouting piles in the steel sheet pile enclosure area, and removing the steel sheet piles after the strength of the high-pressure jet grouting piles meets the requirement.
2. The optimized construction method of high-pressure jet grouting piles for adjacent building protection according to claim 1, characterized in that: the designed circular high-pressure jet grouting pile is subjected to equal section replacement by adopting an equivalent section bending rigidity conversion algorithm, the thickness of the rectangular isolation pile with the equivalent thickness is calculated,
reference formula
The calculation is carried out in such a way that,
wherein D is the pile diameter of the isolation pile, L is the pile spacing, D 0 Is the thickness of the equivalent rectangular isolation pile.
3. The optimized construction method of the high-pressure jet grouting pile for adjacent building protection according to claim 1, characterized in that: after the equal section replacement is carried out on the designed circular high-pressure jet grouting pile by adopting an equivalent section bending rigidity conversion algorithm and the thickness of the rectangular isolation pile with the equivalent thickness is calculated, the method also comprises the following steps,
the method comprises the steps of arranging pressure boxes at equal intervals on the inner side of a steel sheet pile according to soil layer distribution conditions, enclosing the steel sheet pile into a rectangle, conducting construction of high-pressure rotary jet grouting pile test piles in an enclosing area by using fixed guniting pressure, recording monitoring value changes on each soil layer pressure box in the construction process, extracting a maximum value Pi, recording corresponding guniting pressure Ti, calculating a pressure attenuation coefficient when the guniting diameter in each soil layer reaches a design value, and after the construction of the test piles is completed, coring and checking at a right-angle position of the rectangular enclosing area of the steel sheet pile.
4. A high-pressure jet grouting pile optimized construction method for adjacent building protection according to claim 1 or 3, characterized in that: before the pressure boxes are arranged on the inner side of the steel sheet pile at equal intervals according to the distribution condition of soil layers, the method also comprises the following steps,
and butt-joint grooves and butt-joint lugs are correspondingly arranged at the joints of two adjacent steel sheet piles respectively.
5. The optimized construction method of the high-pressure jet grouting pile for adjacent building protection according to claim 4, wherein: the joint of two adjacent steel sheet piles is respectively and correspondingly provided with a butt joint groove and a butt joint lug, and also comprises,
and welding triangular support steel plates on the back of each steel plate pile.
6. A high-pressure jet grouting pile optimized construction method for adjacent building protection according to claim 3, characterized in that: the pressure attenuation coefficient when the guniting diameter in each soil layer reaches the design value is calculated,
reference formula
The calculation is carried out in such a way that,
wherein, P i For the maximum value, T, of the monitored data on each pressure cell i The corresponding guniting pressure of each soil layer, S is the horizontal and vertical distance from the nozzle to the steel sheet pile, and d 0 Is the nozzle diameter, K i For the pressure damping coefficient of the grouting of the respective soil layers, i ═ 1, 2, 3.
7. The optimized construction method of high-pressure jet grouting piles for adjacent building protection according to claim 1, characterized in that: constructing the steel sheet pile according to the calculated dimension of the rectangular isolation pile with the equivalent thickness, taking the steel sheet pile as the boundary of the rectangular isolation pile,
the driving depth of the steel sheet pile exceeds the design depth of the high-pressure jet grouting pile by 1-1.5 m, the upper end of the steel sheet pile is 10-20 cm higher than the ground, and the inclination of the steel sheet pile is less than or equal to 2%.
8. The optimized construction method of high-pressure jet grouting piles for adjacent building protection according to claim 1, characterized in that: the reading of the pressure box is read in real time, grouting parameters are adjusted in real time according to the reading, the pile forming diameter is ensured to include,
the readings of the pressure cell were controlled to be maintained between 100kPa and 200 kPa.
9. The optimized construction method of the high-pressure jet grouting pile for adjacent building protection according to claim 1, characterized in that: the hole guiding construction is carried out at the circle center position of the originally designed round high-pressure rotary jet grouting pile, a drilling spray rod is lowered to the designed depth, the lifting is carried out according to the set lifting speed, the guniting operation is started to comprise,
and (5) constructing the high-pressure jet grouting pile by adopting a pile jumping construction method.
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