CN111501781A - Supporting method and structure combining consolidation grouting of hybrid filling ultra-deep foundation pit with double rows of steel pipe piles - Google Patents

Supporting method and structure combining consolidation grouting of hybrid filling ultra-deep foundation pit with double rows of steel pipe piles Download PDF

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Publication number
CN111501781A
CN111501781A CN202010422242.5A CN202010422242A CN111501781A CN 111501781 A CN111501781 A CN 111501781A CN 202010422242 A CN202010422242 A CN 202010422242A CN 111501781 A CN111501781 A CN 111501781A
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CN
China
Prior art keywords
steel pipe
grouting
foundation pit
supporting
ultra
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Pending
Application number
CN202010422242.5A
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Chinese (zh)
Inventor
吴攀
董伟娜
辛俊
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Qingdao Haichuan Construction Group Co Ltd
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Qingdao Haichuan Construction Group Co Ltd
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Application filed by Qingdao Haichuan Construction Group Co Ltd filed Critical Qingdao Haichuan Construction Group Co Ltd
Priority to CN202010422242.5A priority Critical patent/CN111501781A/en
Publication of CN111501781A publication Critical patent/CN111501781A/en
Pending legal-status Critical Current

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Classifications

    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00Excavations; Bordering of excavations; Making embankments
    • E02D17/02Foundation pits
    • E02D17/04Bordering surfacing or stiffening the sides of foundation pits
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/22Piles
    • E02D5/24Prefabricated piles
    • E02D5/28Prefabricated piles made of steel or other metals
    • E02D5/285Prefabricated piles made of steel or other metals tubular, e.g. prefabricated from sheet pile elements
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/74Means for anchoring structural elements or bulkheads

Abstract

The invention relates to a supporting method combining consolidation grouting of an ultra-deep foundation pit filled with miscellaneous earth and double rows of steel pipe piles. The invention solves the problem that the supporting piles and walls can not be constructed under the condition that the upper half part of the adjacent building is filled with soil and the lower half part of the adjacent building is an ultra-deep foundation pit, greatly lightens the disturbance to the foundation pit by utilizing the combined supporting technology, and effectively protects the safety of the existing building.

Description

Supporting method and structure combining consolidation grouting of hybrid filling ultra-deep foundation pit with double rows of steel pipe piles
Technical Field
The invention relates to the technical field of building installation, in particular to a supporting method and a supporting structure of a hybrid filling ultra-deep foundation pit by combining consolidation grouting with double rows of steel pipe piles.
Background
Along with the increasing of urban building density, the deep foundation pit supporting difficulty of various complex geological conditions is gradually increased, loose backfill soil layers with thicker and high loose coefficients are frequently encountered in engineering, excavation is easy to cause unstable side slopes, the influence on adjacent buildings is large, and supporting structures with high rigidity, such as row piles, continuous walls and the like, are generally adopted for supporting the adjacent buildings so as to ensure the safety of the adjacent structures. The pile row and the continuous wall are difficult to construct under the conditions of upper soil filling and lower hard rock. For the construction of the anchor rod in the filled ground, a sleeve drilling or self-advancing anchor rod is often adopted, for the miscellaneous filled soil containing obstacles such as rock blocks, concrete blocks and the like, the water-jet type sleeve drilling is easy to cause ground subsidence due to complex components, more obstacles and large void ratio, the pneumatic following pipe type sleeve drilling is low in efficiency and high in uniform manufacturing cost, and the conventional self-advancing anchor rod is difficult to drill.
Disclosure of Invention
The invention aims to provide a method and a structure for supporting and protecting an ultra-deep foundation pit by combining consolidation grouting of miscellaneous fill with double rows of steel pipe piles.
In order to solve the technical problem, the method for supporting and protecting the ultra-deep foundation pit by combining the consolidation grouting of the miscellaneous fill soil and the double-row steel pipe piles comprises the following steps,
(1) positioning and paying off;
(2) drilling and installing the steel pipe pile;
(3) pressure grouting of the steel pipe pile;
(4) grouting the perforated pipe;
(5) pouring the crown coupling beam;
(6) carrying out layered excavation;
(7) constructing a rear impact self-advancing anchor rod;
(8) and constructing a surface layer and a waist beam.
The steel pipe pile drilling and installing steps comprise the following steps: positioning, positioning a drilling machine, drilling, manufacturing and installing a steel pipe pile, sealing the periphery of the steel pipe, and sealing the hole with a grouting bag for pressure grouting.
In the step of slip casting of the perforated pipe, the method comprises the following steps: positioning, positioning a drilling machine, drilling holes, installing a perforated pipe, sealing holes on the periphery of the perforated pipe, and performing pressure grouting on the perforated pipe.
The crown coupling beam pouring step comprises the following steps: chiseling a pile head, binding reinforcing steel bars, supporting a template, pouring concrete, removing the template and maintaining.
The construction step of the rear impact self-advancing anchor rod comprises the following steps: excavating, positioning a drilling machine, installing a rear pneumatic impactor, processing and installing a self-propelled anchor rod, driving the anchor rod section by section, performing pressure grouting, and locking an end head.
The invention also relates to a supporting structure combining the consolidation grouting of the hybrid filling ultra-deep foundation pit and double rows of steel pipe piles, which comprises double rows of steel pipe piles arranged on the inner surface of the excavation and grouting floral tubes arranged between the double rows of steel pipe piles, wherein the top ends of the double rows of steel pipe piles are connected through crown connecting beams, anchor rods are arranged on the inner surface of the excavation, and waist beams are arranged on the anchor rods.
The steel pipe pile close to one side of the foundation pit is embedded into the foundation 1.5m below the substrate, and the steel pipe pile far away from one side of the foundation pit is embedded into the foundation 1.5m below the bedrock.
The anchor rod is a rear impact self-advancing anchor rod.
The anchor rod comprises a drill rod of the drilling machine, a pneumatic impactor, a percussion bit, a connecting piece and a self-advancing rod body. Coupling, mud hole and drill bit.
After the structure is adopted, the invention solves the support problem under the condition of the bedrock under the condition of the miscellaneous fill soil at the upper part of the adjacent building, has obvious effect on treating the loose miscellaneous fill soil deep foundation pit slope support, advanced technology, pioneer in the industry and advanced domestic, and has obvious social benefit and economic benefit.
The invention solves the problem that the supporting piles and walls can not be constructed under the condition that the upper half part of the adjacent building is filled with soil and the lower half part of the adjacent building is an ultra-deep foundation pit, greatly lightens the disturbance to the foundation pit by utilizing the combined supporting technology, and effectively protects the safety of the existing building. The double-row steel pipe piles are combined with pressure grouting and perforated pipe grouting technologies, so that a soil retaining structure with large thickness and good rigidity is formed, the traditional pile-row and diaphragm wall soil retaining structure is replaced, and the process is relatively simple. By adopting a new grouting bag hole sealing technology, pressure grouting is performed in the steel pipe pile to penetrate and perform grouting to the backfill soil around the steel pipe pile through the steel pipe grout outlet hole, so that hole sealing grouting is rapid and simple, cost and expense are low, and construction speed is accelerated. The novel technology of the post-impact self-advancing anchor rod is adopted, the problem that the miscellaneous filling anchor rod is difficult to form a hole is solved, and meanwhile, the filling is reinforced by pressure grouting consolidation, so that good anchoring and reinforcing effects are achieved. The use of large amount of water for conventional pile anchor hole forming is avoided, the original soil is used as a part of a supporting structure after grouting reinforcement, a large amount of slurry pollution is avoided, and the requirements of energy conservation and environmental protection are met.
Drawings
The present invention will be described in further detail with reference to the accompanying drawings and specific embodiments.
Fig. 1 is a schematic structural view of the present invention.
Fig. 2 is a schematic structural view of the anchor rod of the present invention.
The structure of the embodiment of fig. 3 is schematically illustrated.
The method comprises the following steps of excavating a vertical face 1, double rows of steel pipe piles 2, grouting perforated pipes 3, crown connecting beams 4, anchor rods 5, waist beams 6, drill rods 61 of a drilling machine, a pneumatic impactor 62, an impact drill bit 63, a connecting piece 64, a self-advancing rod body 65, a coupling 66, a grout outlet 67 and a drill bit 68.
Detailed Description
The supporting construction method combining miscellaneous fill consolidation grouting with double-row steel pipe piles comprises the steps of firstly constructing double-row vertical steel pipe piles, embedding the steel pipe piles at one side close to a foundation pit into the position 1.5m below a foundation, embedding the steel pipe piles at one side far away from the foundation pit into the position 1.5m below a foundation rock, installing the steel pipes after the steel pipe piles are subjected to hole forming through mud retaining walls, punching grouting holes in a plum blossom shape around the steel pipes, sealing gaps between the outer walls of the pipes and a soil body with quick setting mortar after the steel pipes are placed downwards and installed, grouting bags in the steel pipes by hole sealing pressure, and consolidating loose backfill soil around the reinforced steel pipe. The back filling soil in the range of the double rows of steel pipe piles is consolidated and reinforced by adopting the cast-in-place reinforced concrete crown connection beam, and the back filling soil with larger thickness, strong rigidity and strong bending and shearing resistance is formed together with the steel pipe piles.
When the support is excavated in a layered mode, due to the fact that miscellaneous filling soil is loose and a large number of obstacles exist, hole collapse is achieved during anchor rod construction horizontally and obliquely downwards, on the one hand, the anchor rod construction is difficult to process when meeting the obstacles, if water-jet casing drilling is easy to cause ground subsidence, if pneumatic casing drilling is extremely low in efficiency, the manufacturing cost is high, and a conventional self-advancing anchor rod is difficult to drill. Through research and exploration of technical personnel, a post-impact self-advancing anchor rod technology is adopted on site, a conventional engineering drilling machine (a geological drilling machine, a down-the-hole drilling machine and the like) is matched with a pneumatic impactor, an impactor drill bit is improved to be connected with a self-advancing anchor rod, the self-advancing anchor rod is provided with an alloy drill bit to impact broken stone and other obstacles, the self-advancing anchor rod is driven into a miscellaneous filling soil layer by the impactor section by section, after the self-advancing anchor rod is driven to a designed depth, irregular anchoring bodies are formed around the anchor rod through pressure grouting, and meanwhile, backfilled soil is reinforced and consolidated.
Construction process flow
Positioning and paying-off → drilling and installing of steel pipe pile → pressure grouting of steel pipe pile → grouting of flower pipe → pouring of crown tie beam → layered excavation → construction of rear impact self-propelled anchor rod → construction of surface layer and waist beam
1. Steel pipe pile construction process
Positioning → drilling machine in place → drilling → manufacturing and installing steel pipe pile → sealing the periphery of steel pipe → pressure grouting for sealing the hole of grouting bag
2. Floral tube grouting construction process flow
Positioning → positioning of a drilling machine → drilling → installation of a floral tube → sealing of the periphery of the floral tube → pressure grouting of the floral tube.
3. Crown coupling beam construction process
Pile head chiseling → reinforcement binding → formwork support → concreting → form removal → maintenance
The key points of the operation
1) Steel pipe material and processing: the steel pipe pile adopts a phi 146-5 steel pipe, the flower pipe adopts a phi 50-3 steel pipe, the periphery of the steel pipe is provided with a quincunx pulp outlet hole, the distance is 30cm, and the diameter is 10 mm.
2) Vertical steel-pipe pile and floral tube pore-forming adopt the down-the-hole to bore and be equipped with moist yellow mud dado, and the pore-forming degree of depth needs the extra-deep 50cm, and the crane is equipped with the manual work and lays in the installation of steel-pipe pile, adopts the cooperation of vibratory hammer to vibrate to the design degree of depth not in place down to the steel pipe. The schematic diagram of double-row steel pipe piles and perforated pipes for grouting is shown in figure 1.
Hole sealing measures are as follows: gaps between the periphery of the top of the steel pipe pile and the drilled hole are filled with quick-setting cement mortar, the filling depth is not less than 0.5m, the quick-setting cement mortar is mixed with cement, sand and a quick-setting agent =1:1:0.05, and pressure grouting can be performed in the steel pipe after the hole sealing mortar is solidified for 2 hours. During grouting, the grouting pipe is inserted into the bottom of the steel pipe to fill the steel pipe, then the utility model discloses simple and easy hole sealing grouting bag is put into the hole, the distance drill way is no less than 30cm, after the grouting pump enters the grout pipe through the grout inlet, grout is discharged from the grout outlet at the inner end and the grout outlet in the grouting bag, the grouting bag is gradually filled, after a certain degree is reached, the bag body is tightly attached to the hole wall all around, a sealing effect is formed, grouting is continued to form pressure grouting, grouting pressure can reach 0.5-1.0MPa, gaps and weak positions in the drill hole are completely filled with grout and permeate to the peripheral backfill soil, the peripheral backfill soil is reinforced, and a good grouting reinforcement effect is achieved.
The floral tube grouting is connected with the grouting tube in a welded joint mode.
The construction process flow of the rear impact self-advancing anchor rod is as follows:
excavation → positioning → drilling machine in place → installation of rear pneumatic impacter → self-propelled anchor rod processing installation → node-by-node driving → pressure grouting → end locking
Rear impact self-advancing anchor rod construction operation key point
1) The method is characterized in that a geological drilling machine or a down-the-hole drilling machine is adopted, a pneumatic impactor is arranged at the front end of the drilling machine, a drill bit of the impactor is processed and connected with a self-advancing anchor rod screw thread, and an air compressor with the power of 13-17m3/min is adopted to drive the anchor rod into the miscellaneous fill layer in a rotating mode while impacting. The self-advancing anchor rod is made of high-strength geological tubes, each section is 2-3m, a square buckle is connected with an external hoop, quincunx grout outlet holes are formed in the periphery of a steel tube, and an alloy drill bit is arranged at the front end. The drilling utilizes the rotary jacking force of a drilling machine and the high-frequency impact force of a rear-end impactor, the drilling speed of the fine particle backfill component part is increased, and when the fine particle backfill component part meets obstacles such as the rock block and the like, the high-frequency impact is matched with an alloy drill bit to break the rock block or penetrate through the rock block to continue drilling until the drilling is realized to the designed depth. The structure of the rear impact self-advancing anchor rod is shown in figure 2.
2) After the rear impact self-advancing anchor rod is arranged in place, a grouting machine is connected with the outer end head of the self-advancing anchor rod through a screw thread, pressure grouting is carried out, pure cement slurry is adopted for grouting, the grouting pressure and the grouting amount are determined according to the porosity of a stratum, the grouting pressure is generally not more than 1MPa, the grouting pressure is not more than 0.5MPa close to important buildings, structures and pipeline positions, the peripheral reflection during grouting is closely observed, the grouting liquid can be changed from thin to thick, 1:1 can be adopted at first, the later-stage grouting thickening is 0.5:1, the grouting amount is generally 50-200kg/m, and the grouting can be stopped when the grouting amount is less than 1L/min continuously for 10 min.
3) And (4) pouring a waist beam at the end part or installing a steel beam, and spraying concrete on the surface layer.
4) And a screw rod and a steel backing plate are installed, and a nut is locked by a long-arm torque wrench.
Examples of the applications
The engineering land has 4-16 layers, the underground has 3 layers and the absolute elevation of the substrate is 12.45-15.45 m. The total length of the foundation pit is about 590m, and the excavation depth is 10-16 m. The north side of the foundation pit is the current outpatient service and ward building, a multi-layer building close to the foundation pit adopts an independent foundation, a granite strong weathering zone is used as a bearing layer, and the distance between an excavation line and the nearest part of the building is only 700 mm. The indoor elevation of the building is 31.95m, the elevation of the independent foundation substrate is 23.5-25.5 m, namely the thickness of the miscellaneous fill below the indoor terrace is 6.45-8.45 m, and medium weathered granite and slightly weathered granite are below the independent foundation.
Engineering geological and hydrogeological conditions: the landform type of the field is erosion-erosion accumulation gentle slope, and the surface layer is manually reformed. Hydrogeological conditions: the groundwater type of the proposed site is mainly backwashed water on the upper layer of backfill soil and bedrock fracture water, and mainly receives atmospheric precipitation supply and lateral flow and sink.
Design scheme
The geological condition of the upper part of the part is very poor, the excavation is very easy to collapse and sink, the environmental condition is severe, and the deep foundation pit is excavated near the edge of the building, so that the building is very easy to crack and sink, and the structure safety and the use are influenced. If the support piles are adopted, only the impact bored concrete piles can be used due to the limitation of stratum conditions, the space is insufficient when the impact bored concrete piles are adopted, and the impact vibration has great influence on the structure and the use of the building. Through analysis and combination with the previous construction experience, the part adopts a scheme of combining double-row steel pipe piles with anchor rod support, wherein the upper backfill geological condition is very complex, holes cannot be formed in the conventional hole forming mode adopted in the test section, the method of combining miscellaneous fill consolidation grouting with double-row steel pipe piles is finally determined according to the research of technical personnel, namely the support mode of combining vertical double-row grouting steel pipe piles, perforated pipe grouting and oblique rear impact self-propelled anchor rod grouting consolidation backfill is adopted, and the typical support section is shown in figure 3.

Claims (9)

1. A method for supporting and protecting a hybrid filling ultra-deep foundation pit by combining consolidation grouting with double rows of steel pipe piles is characterized by comprising the following steps: comprises the following steps of (a) carrying out,
(1) positioning and paying off;
(2) drilling and installing the steel pipe pile;
(3) pressure grouting of the steel pipe pile;
(4) grouting the perforated pipe;
(5) pouring the crown coupling beam;
(6) carrying out layered excavation;
(7) constructing a rear impact self-advancing anchor rod;
(8) and constructing a surface layer and a waist beam.
2. The method for supporting and protecting the ultra-deep foundation pit with miscellaneous fill soil by combining consolidation grouting and double rows of steel pipe piles according to claim 1, which is characterized in that: the steel pipe pile drilling and installing steps comprise the following steps: positioning, positioning a drilling machine, drilling, manufacturing and installing a steel pipe pile, sealing the periphery of the steel pipe, and sealing the hole with a grouting bag for pressure grouting.
3. The method for supporting and protecting the ultra-deep foundation pit with miscellaneous fill soil by combining consolidation grouting and double rows of steel pipe piles according to claim 1, which is characterized in that: in the step of slip casting of the perforated pipe, the method comprises the following steps: positioning, positioning a drilling machine, drilling holes, installing a perforated pipe, sealing holes on the periphery of the perforated pipe, and performing pressure grouting on the perforated pipe.
4. The method for supporting and protecting the ultra-deep foundation pit with miscellaneous fill soil by combining consolidation grouting and double rows of steel pipe piles according to claim 1, which is characterized in that: the crown coupling beam pouring step comprises the following steps: chiseling a pile head, binding reinforcing steel bars, supporting a template, pouring concrete, removing the template and maintaining.
5. The method for supporting and protecting the ultra-deep foundation pit with miscellaneous fill soil by combining consolidation grouting and double rows of steel pipe piles according to claim 1, which is characterized in that: the construction step of the rear impact self-advancing anchor rod comprises the following steps: excavating, positioning a drilling machine, installing a rear pneumatic impactor, processing and installing a self-propelled anchor rod, driving the anchor rod section by section, performing pressure grouting, and locking an end head.
6. The utility model provides a miscellaneous ultra-deep foundation ditch consolidation slip casting that fills up combines double steel-pipe pile supporting construction which characterized in that: including setting up double steel-pipe pile on the excavation facade, setting up the slip casting floral tube between double steel-pipe pile, double steel-pipe pile top is connected through crown coupling beam, sets up the stock on the excavation the inside, set up the waist rail on the stock.
7. The ultra-deep foundation pit consolidation grouting combined double-row steel pipe pile supporting structure filled with miscellaneous earth according to claim 6, characterized in that: the steel pipe pile close to one side of the foundation pit is embedded into the foundation 1.5m below the substrate, and the steel pipe pile far away from one side of the foundation pit is embedded into the foundation 1.5m below the bedrock.
8. The ultra-deep foundation pit consolidation grouting combined double-row steel pipe pile supporting structure filled with miscellaneous earth according to claim 6, characterized in that: the anchor rod is a rear impact self-advancing anchor rod.
9. The ultra-deep foundation pit consolidation grouting combined double-row steel pipe pile supporting structure filled with miscellaneous earth according to claim 6, characterized in that: the anchor rod comprises a drilling machine drill rod, a pneumatic impactor, an impact drill bit, a connecting piece, a self-advancing rod body, a coupling, a grout outlet hole and a drill bit.
CN202010422242.5A 2020-05-19 2020-05-19 Supporting method and structure combining consolidation grouting of hybrid filling ultra-deep foundation pit with double rows of steel pipe piles Pending CN111501781A (en)

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CN112030979A (en) * 2020-08-11 2020-12-04 江苏纬信工程咨询有限公司 Construction process for excavating after consolidation of miscellaneous filling
CN112813984A (en) * 2020-12-31 2021-05-18 攀钢集团工程技术有限公司 Deep foundation pit construction method under complex geological condition

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