CN113235584A - Composite pile foundation construction method for high-rise building - Google Patents
Composite pile foundation construction method for high-rise building Download PDFInfo
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- CN113235584A CN113235584A CN202011619135.8A CN202011619135A CN113235584A CN 113235584 A CN113235584 A CN 113235584A CN 202011619135 A CN202011619135 A CN 202011619135A CN 113235584 A CN113235584 A CN 113235584A
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- 238000010276 construction Methods 0.000 title claims abstract description 25
- 239000002131 composite material Substances 0.000 title claims abstract description 15
- 239000004568 cement Substances 0.000 claims abstract description 31
- 238000005553 drilling Methods 0.000 claims abstract description 27
- 239000002002 slurry Substances 0.000 claims abstract description 14
- 238000003825 pressing Methods 0.000 claims abstract description 12
- 238000005507 spraying Methods 0.000 claims abstract description 12
- 238000001914 filtration Methods 0.000 claims abstract description 4
- 238000004537 pulping Methods 0.000 claims abstract description 4
- 230000003068 static effect Effects 0.000 claims abstract description 4
- 239000007921 spray Substances 0.000 claims description 13
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 11
- 238000000034 method Methods 0.000 claims description 9
- 239000004570 mortar (masonry) Substances 0.000 claims description 8
- 238000013461 design Methods 0.000 claims description 6
- 238000003756 stirring Methods 0.000 claims description 6
- 241000537371 Fraxinus caroliniana Species 0.000 abstract 1
- 235000010891 Ptelea trifoliata Nutrition 0.000 abstract 1
- 239000002689 soil Substances 0.000 description 9
- 239000004567 concrete Substances 0.000 description 6
- 239000000463 material Substances 0.000 description 6
- 238000002156 mixing Methods 0.000 description 6
- 210000002435 tendon Anatomy 0.000 description 6
- 230000002787 reinforcement Effects 0.000 description 5
- 239000011513 prestressed concrete Substances 0.000 description 3
- 230000003014 reinforcing effect Effects 0.000 description 3
- 238000012360 testing method Methods 0.000 description 3
- 238000007596 consolidation process Methods 0.000 description 2
- 239000011372 high-strength concrete Substances 0.000 description 2
- 239000011178 precast concrete Substances 0.000 description 2
- 239000010802 sludge Substances 0.000 description 2
- 239000011398 Portland cement Substances 0.000 description 1
- 229910000831 Steel Inorganic materials 0.000 description 1
- 239000000853 adhesive Substances 0.000 description 1
- 230000001070 adhesive effect Effects 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 230000003111 delayed effect Effects 0.000 description 1
- 238000009826 distribution Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000002349 favourable effect Effects 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000013508 migration Methods 0.000 description 1
- 230000005012 migration Effects 0.000 description 1
- 239000005416 organic matter Substances 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 230000000979 retarding effect Effects 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/50—Piles comprising both precast concrete portions and concrete portions cast in situ
-
- 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
-
- 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
- E02D5/58—Prestressed concrete piles
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B15/00—Supports for the drilling machine, e.g. derricks or masts
- E21B15/04—Supports for the drilling machine, e.g. derricks or masts specially adapted for directional drilling, e.g. slant hole rigs
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B7/00—Special methods or apparatus for drilling
- E21B7/04—Directional drilling
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
- E02D2300/0023—Slurry
Landscapes
- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geology (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Fluid Mechanics (AREA)
- Environmental & Geological Engineering (AREA)
- Physics & Mathematics (AREA)
- Geochemistry & Mineralogy (AREA)
- Mechanical Engineering (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a composite pile foundation construction method for high-rise buildings, which specifically comprises the following steps: (1) pile position lofting: designing a pile hole position and depth according to the site environment and the position condition of the underground buried object; (2) the machine tool is adjusted in position: a drilling machine is arranged on the position of the lower pile hole, and a vertical shaft of the drilling machine is aligned with and kept vertical to the position of the lower pile hole; (3) drilling; (4) pulping: adding water ash 1: 1 ratio quantitative application and slurry filtration; (5) and (3) spraying operation: performing spraying operation from bottom to top to form a rotary spraying pile; (6) pile pressing: and (3) prefabricating the PHC tubular piles, after the jet grouting piles are finished, pressing a plurality of prefabricated PHC tubular piles into the jet grouting piles through a pile pressing machine by using a static pressure machine before cement is not solidified at an interval of 2 hours. According to the construction method, the composite pile foundation of the high-pressure jet grouting and precast PHC tubular pile is formed, so that the bearing capacity of the pile foundation is greatly improved, the requirement of high-rise buildings on the bearing capacity of a pile body is met, the construction is simple and convenient, and the construction period is short.
Description
Technical Field
The invention relates to the technical field, in particular to a composite pile foundation construction method for a high-rise building.
Background
Along with the continuous migration of rural population to cities, the urban construction land is increasingly tense, the height of buildings is increasingly high, the natural foundation commonly used by multi-story buildings in the past is not suitable, the pile foundation can better adapt to complex geological conditions and meet various load requirements and is a deep foundation form widely applied, so the pile foundation is almost a necessary scheme of all high-rise buildings, wherein a prestressed concrete pipe pile (PHC pipe pile for short) is taken as one of pile foundations, a pretensioning method prestressed process and a centrifugal process are adopted, and a slender hollow cylindrical precast concrete member is manufactured by combining high-strength concrete under the high-temperature and high-pressure steam curing condition, has high bearing capacity, good anti-seismic performance, short construction period and higher unit bearing capacity, and the single pile bearing capacity, the transverse vertical load resistance and the shear bearing capacity of the PHC pipe pile are researched more mature at present, however, the resistance to plucking and the improvement of the joints need intensive research, and the bearing capacity of the steel plate in a soft foundation is difficult to be fully developed.
In some areas, due to the fact that ponds and lakes are more, a large number of construction sites are shallow layers with thick sludge layers, due to the fact that adverse factors such as high water content of the sludge layers, low strength, large liquidity and the like, most of existing pipe pile regulations limit the use of prestressed concrete pipe piles in the soft soil sites, the main reasons are that the diameter of the prefabricated pipe pile is small, the cross-section concrete is small, the reinforcement quantity is small, the side movement of the pile cannot be effectively limited by soft soil, the stability and the shearing resistance of a pile body cannot meet the use requirements, a large-diameter cast-in-place concrete filling pile is generally selected during design, and the construction period is long, the manufacturing cost is high, the construction difficulty is large, the pile bearing capacity is low and the like.
Disclosure of Invention
The present invention aims to overcome the above-mentioned shortcomings and provide a technical solution to solve the above-mentioned problems.
The construction method of the composite pile foundation for the high-rise building specifically comprises the following steps:
(1) pile position lofting:
designing a pile hole position and depth according to the site environment and the position condition of the underground buried object;
(2) the machine tool is adjusted in position:
a drilling machine is arranged on the position of the lower pile hole, and a vertical shaft of the drilling machine is aligned with and kept vertical to the position of the lower pile hole;
(3) drilling:
drilling holes at the position of a lower pile hole by using a drilling machine, wherein the diameter of a drill bit is 150mm, and the hole-forming depth of each pile is greater than the designed depth by 0.5 m;
(4) pulping:
adopting P.O 42.5.5 cement slurry, injecting clear water into a mortar stirrer before stirring, adding the cement while stirring, quantitatively applying the cement according to the ratio of 1: 1 of water to cement, and filtering the slurry;
(5) and (3) spraying operation:
when the spray pipe is lowered to 10cm below the designed depth, cement slurry is fed, then compressed air is started, the spray pipe can be lifted by rotary spraying when the hole opening returns to the normal slurry and meets the design requirement, and the spray pipe is subjected to spray operation from bottom to top to form a rotary spraying pile;
(6) pile pressing:
and (3) prefabricating the PHC tubular piles, after the jet grouting piles are finished, pressing a plurality of prefabricated PHC tubular piles into the jet grouting piles through a pile pressing machine by using a static pressure machine before cement is not solidified at an interval of 2 hours.
Further, the inclination of the vertical shaft of the drilling machine in the step (2) is allowed to be lower than 0.5%.
Further, the front and the side of the frame of the drilling machine in the step (3) are respectively hung with vertical balls for controlling the verticality of the drilling machine.
Further, the length of the prefabricated PHC tubular pile in the step (6) is larger than or equal to that of the jet grouting pile.
Compared with the prior art, the invention has the following beneficial effects: according to the construction method, the composite pile foundation of the high-pressure jet grouting and precast PHC tubular pile is formed, so that the bearing capacity of the pile foundation is greatly improved, the requirement of high-rise buildings on the bearing capacity of a pile body is met, the construction is simple and convenient, and the construction period is short.
Additional aspects and advantages of the invention will be set forth in part in the description which follows and, in part, will be obvious from the description, or may be learned by practice of the invention.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all 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.
The construction method of the composite pile foundation for the high-rise building specifically comprises the following steps:
(1) pile position lofting:
designing a pile hole position and depth according to the site environment and the position condition of the underground buried object;
(2) the machine tool is adjusted in position:
a drilling machine is arranged on the position of the lower pile hole, and a vertical shaft of the drilling machine is aligned with and kept vertical to the position of the lower pile hole;
(3) drilling:
drilling holes at the position of a lower pile hole by using a drilling machine, wherein the diameter of a drill bit is 150mm, and the hole-forming depth of each pile is greater than the designed depth by 0.5 m;
(4) pulping:
adopting P.O 42.5.5 cement paste, injecting clear water into a mortar stirrer before stirring, and then adding the cement while stirring, wherein the weight ratio of the cement to the water is 1: 1 ratio quantitative application and slurry filtration;
(5) and (3) spraying operation:
when the spray pipe is lowered to 10cm below the designed depth, cement slurry is fed, then compressed air is started, the spray pipe can be lifted by rotary spraying when the hole opening returns to the normal slurry and meets the design requirement, and the spray pipe is subjected to spray operation from bottom to top to form a rotary spraying pile;
(6) pile pressing:
and (3) prefabricating the PHC tubular piles, after the jet grouting piles are finished, pressing a plurality of prefabricated PHC tubular piles into the jet grouting piles through a pile pressing machine by using a static pressure machine before cement is not solidified at an interval of 2 hours.
Further, the inclination of the vertical shaft of the drilling machine in the step (2) is allowed to be lower than 0.5%.
Further, the front and the side of the frame of the drilling machine in the step (3) are respectively hung with vertical balls for controlling the verticality of the drilling machine.
Further, the length of the prefabricated PHC tubular pile in the step (6) is larger than or equal to that of the jet grouting pile.
Specifically, the PHC tubular pile is prefabricated, and the PHC tubular pile is manufactured by adopting a slow bonding prestressed tendon and a post-tensioning method secondary tensioning mode, wherein the slow bonding prestressed tendon is formed by wrapping a layer of retarding mortar material with special properties outside the prestressed reinforcement. The delayed coagulation mortar material is prepared by adding the water, the cement and the sand into the mixed composite adhesive and mixing. And after the PHC tubular pile is poured, firstly tensioning for one time, tensioning part of the prestressed tendons to about 60% of the designed value of the prestress, then transporting to a construction site for pile sinking, and tensioning for two times after pile sinking is finished to tension all the prestressed tendons to the designed value of the prestress.
And (3) carrying out jet grouting pile: the cement slurry is horizontally sprayed into the soil body at a high speed by a special spray head at the end of a drill rod by a high-pressure pump, the soil layer is cut by means of the impact force of liquid, and meanwhile, the drill rod rotates at a certain speed and slowly lifts at a low speed, so that the soil body and the cement slurry are fully stirred, mixed and solidified to form a cylindrical consolidation body (namely a jet grouting pile) with certain strength, and the foundation is reinforced.
The construction parameters of the high-pressure rotary jet pile include that the water-cement ratio is 1.0, the diameter of the pile is 1000mm, the air pressure is more than or equal to 0.6Mpa, the rotation speed is 20r/min, the slurry conveying pressure is more than or equal to 36Mpa, the lifting speed is 20cm/min, the unlimited compressive strength of the high-pressure rotary jet pile is not less than 2Mpa after 28 days of age, and the cement is P.O 42.5.5 which is common portland cement and 0.5 t/m.
Based on the technical scheme, the invention has the following advantages:
1. part of the prestressed tendons are tensioned to about 60% of the designed prestress value for the first time, so that early tensioning is realized, early cracks of concrete can be effectively prevented, early shrinkage and creep of the PHC tubular pile are improved, the self-weight load and strength of the PHC tubular pile are enhanced, and the PHC tubular pile is favorable for transferring and sinking the PHC tubular pile; and then, the concrete is transported to a construction site for pile sinking, and after the pile sinking is finished, secondary tensioning is carried out after the concrete and the elastic modulus meet the design requirements, so that all the prestressed tendons are tensioned to the design value of the prestress, the loss of the prestress can be reduced, and the effective prestress is ensured. The prestressed concrete pipe pile in the prior art is used as one of pile foundations, a pretensioning prestressed process and a centrifugal process are adopted, and a long and thin hollow cylinder precast concrete component is manufactured by combining high-strength concrete under the high-temperature and high-pressure steam curing condition. The mortar material needs to be under the airtight condition of 5-40 ℃, can not be condensed before 30 days in construction, then gradually carries out hardening reaction, can reach the compressive strength of more than 30MPa, the prestressed reinforcement is tightly bonded on the concrete, the bearing capacity of a building structure is improved, and the mortar material also has good crack resistance and ductility, meanwhile, the cable is more flexibly distributed in a reinforcement-free mode, the construction is more convenient, and compared with a bonding prestress technology, a pore passage is not needed to be arranged for construction, the mud jacking is also quicker, and the mortar material has higher safety.
2. The high-pressure jet grouting pile is a method for reinforcing the jet grouting pile on a soft foundation, so that the bearing capacity of a composite foundation can be increased, the improvement of the bearing capacity of the composite foundation is determined by the bearing capacity of a single pile and the distribution density of the piles, and the bearing capacity of the single pile depends on the strength of a pile body and the bearing capacity of foundation soil to the pile. Indexes influencing the strength of the jet grouting pile include soil quality, a jet material and a water cement ratio, the type and the lifting speed of a grouting pipe, the grouting amount in unit time and the like, because the jet grouting pile is a solidified body formed by high-pressure grouting (over 20 MPa), an indoor test is difficult to complete, and the reinforcing strength is generally determined according to the unconfined compressive strength of a pile body test block in the age of 28 days. The water cement ratio is 1: 1-1.5: 1, and the 28D compressive strength of the consolidation body can reach 1.0-20 MPa. The indexes influencing the strength of the cement mixing pile comprise cement mixing ratio, external mixing agent and cement grade, and the water content, organic matter content and temperature environment in soil also have certain influence on the strength. Wherein the cement doping ratio is preferably 7-15%, the standard value of the reinforcing strength is preferably 90 days by taking a test block, and the general strength can reach 0.3^3 MPa. The cement mixing pile and the high-pressure jet grouting pile are better than the cement mixing pile and the high-pressure jet grouting pile in single pile strength or foundation reinforcement strength under the conditions of the same water-cement ratio, the same pile length, the same pile diameter and the same soil texture, and the high-pressure jet grouting pile is more suitable for reinforcement of soft foundations of high-rise buildings.
It will be evident to those skilled in the art that the invention is not limited to the details of the foregoing illustrative embodiments, and that the present invention may be embodied in other specific forms without departing from the spirit or essential attributes thereof. The present embodiments are therefore to be considered in all respects as illustrative and not restrictive, the scope of the invention being indicated by the appended claims rather than by the foregoing description, and all changes which come within the meaning and range of equivalency of the claims are therefore intended to be embraced therein.
Claims (4)
1. The construction method of the composite pile foundation for the high-rise building is characterized by comprising the following steps:
(1) pile position lofting:
designing a pile hole position and depth according to the site environment and the position condition of the underground buried object;
(2) the machine tool is adjusted in position:
a drilling machine is arranged on the position of the lower pile hole, and a vertical shaft of the drilling machine is aligned with and kept vertical to the position of the lower pile hole;
(3) drilling:
drilling holes at the position of a lower pile hole by using a drilling machine, wherein the diameter of a drill bit is 150mm, and the hole-forming depth of each pile is greater than the designed depth by 0.5 m;
(4) pulping:
adopting P.O 42.5.5 cement paste, injecting clear water into a mortar stirrer before stirring, and then adding the cement while stirring, wherein the weight ratio of the cement to the water is 1: 1 ratio quantitative application and slurry filtration;
(5) and (3) spraying operation:
when the spray pipe is lowered to 10cm below the designed depth, cement slurry is fed, then compressed air is started, the spray pipe can be lifted by rotary spraying when the hole opening returns to the normal slurry and meets the design requirement, and the spray pipe is subjected to spray operation from bottom to top to form a rotary spraying pile;
(6) pile pressing:
and (3) prefabricating the PHC tubular piles, after the jet grouting piles are finished, pressing a plurality of prefabricated PHC tubular piles into the jet grouting piles through a pile pressing machine by using a static pressure machine before cement is not solidified at an interval of 2 hours.
2. The method of constructing a composite pile foundation for high-rise buildings according to claim 1, wherein the allowable inclination of the vertical shaft of the drilling machine in the step (2) is less than 0.5%.
3. The method for constructing a composite pile foundation for high-rise buildings according to claim 1, wherein the plumb bob for controlling the verticality of the drilling machine is hung on the front and the side of the frame of the drilling machine in the step (3).
4. The composite pile foundation construction method for high-rise buildings according to claim 1, wherein the length of the precast PHC tubular pile in step (6) is greater than or equal to that of the jet grouting pile.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011619135.8A CN113235584A (en) | 2020-12-30 | 2020-12-30 | Composite pile foundation construction method for high-rise building |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202011619135.8A CN113235584A (en) | 2020-12-30 | 2020-12-30 | Composite pile foundation construction method for high-rise building |
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| CN113235584A true CN113235584A (en) | 2021-08-10 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113737778A (en) * | 2021-09-29 | 2021-12-03 | 隋付仁 | High-strength uplift pile and construction process |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2017185817A1 (en) * | 2016-04-27 | 2017-11-02 | 王继忠 | Construction method for on-site mixing cement-soil pile overground |
| CN111809611A (en) * | 2020-08-24 | 2020-10-23 | 黑龙江辰午建筑工程有限公司 | Construction method of jet grouting prefabricated composite pile |
-
2020
- 2020-12-30 CN CN202011619135.8A patent/CN113235584A/en active Pending
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2017185817A1 (en) * | 2016-04-27 | 2017-11-02 | 王继忠 | Construction method for on-site mixing cement-soil pile overground |
| CN111809611A (en) * | 2020-08-24 | 2020-10-23 | 黑龙江辰午建筑工程有限公司 | Construction method of jet grouting prefabricated composite pile |
Non-Patent Citations (1)
| Title |
|---|
| 任连伟等: ""高喷插芯组合桩技术及其应用"", 岩土工程学报 * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113737778A (en) * | 2021-09-29 | 2021-12-03 | 隋付仁 | High-strength uplift pile and construction process |
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