CN113152450A - Application of prestressed concrete pipe pile planting technology in complex foundation - Google Patents
Application of prestressed concrete pipe pile planting technology in complex foundation Download PDFInfo
- Publication number
- CN113152450A CN113152450A CN202110437613.1A CN202110437613A CN113152450A CN 113152450 A CN113152450 A CN 113152450A CN 202110437613 A CN202110437613 A CN 202110437613A CN 113152450 A CN113152450 A CN 113152450A
- Authority
- CN
- China
- Prior art keywords
- pile
- foundation
- hole
- construction
- soil
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 239000011513 prestressed concrete Substances 0.000 title claims abstract description 23
- 238000005516 engineering process Methods 0.000 title claims abstract description 20
- 238000000034 method Methods 0.000 claims abstract description 61
- 238000010276 construction Methods 0.000 claims abstract description 49
- 239000002689 soil Substances 0.000 claims abstract description 35
- 230000008569 process Effects 0.000 claims abstract description 18
- 238000004140 cleaning Methods 0.000 claims abstract description 16
- 238000013461 design Methods 0.000 claims abstract description 12
- 238000005553 drilling Methods 0.000 claims description 32
- 238000001514 detection method Methods 0.000 claims description 20
- 239000004568 cement Substances 0.000 claims description 19
- 230000000087 stabilizing effect Effects 0.000 claims description 15
- 239000004575 stone Substances 0.000 claims description 14
- 239000004567 concrete Substances 0.000 claims description 12
- 230000003068 static effect Effects 0.000 claims description 11
- 238000005259 measurement Methods 0.000 claims description 9
- 239000000843 powder Substances 0.000 claims description 9
- 238000005527 soil sampling Methods 0.000 claims description 9
- 238000009412 basement excavation Methods 0.000 claims description 6
- 238000002156 mixing Methods 0.000 claims description 6
- 239000011150 reinforced concrete Substances 0.000 claims description 6
- 239000011372 high-strength concrete Substances 0.000 claims description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 4
- 238000011065 in-situ storage Methods 0.000 claims description 3
- 238000012360 testing method Methods 0.000 claims description 3
- 239000011398 Portland cement Substances 0.000 claims description 2
- 239000003651 drinking water Substances 0.000 claims description 2
- 235000020188 drinking water Nutrition 0.000 claims description 2
- 230000007613 environmental effect Effects 0.000 claims description 2
- 239000000463 material Substances 0.000 claims description 2
- 239000000203 mixture Substances 0.000 claims description 2
- 239000002245 particle Substances 0.000 claims description 2
- 238000003825 pressing Methods 0.000 claims description 2
- 238000012797 qualification Methods 0.000 claims description 2
- 238000000275 quality assurance Methods 0.000 claims description 2
- 239000002994 raw material Substances 0.000 claims description 2
- 238000013102 re-test Methods 0.000 claims description 2
- 239000002893 slag Substances 0.000 claims description 2
- 239000000126 substance Substances 0.000 claims description 2
- 230000000387 litholytic effect Effects 0.000 abstract 1
- 230000009471 action Effects 0.000 description 3
- 238000009933 burial Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 239000011435 rock Substances 0.000 description 2
- 241001391944 Commicarpus scandens Species 0.000 description 1
- 230000004075 alteration Effects 0.000 description 1
- 230000004888 barrier function Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000001125 extrusion Methods 0.000 description 1
- 230000002349 favourable effect Effects 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000004904 shortening Methods 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
Images
Classifications
-
- 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
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D1/00—Investigation of foundation soil in situ
- E02D1/02—Investigation of foundation soil in situ before construction work
- E02D1/04—Sampling of soil
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
-
- 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
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
- E02D7/20—Placing by pressure or pulling power
Landscapes
- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Chemical & Material Sciences (AREA)
- Analytical Chemistry (AREA)
- Soil Sciences (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses an application of a prestressed concrete pipe pile planting technology in a complex foundation, which comprises the following steps: s1, cleaning: leveling the piling region through a leveling machine, cleaning the leveled soil through a cleaning machine, cleaning the above-ground and underground obstacles, ensuring smooth drainage and being applicable to all soil layers except litholytic geological sections. The invention discloses an application of a prestressed concrete pipe pile planting technology in a complex foundation, aiming at the characteristic that a prestressed concrete pipe pile is hard and soft, a pile foundation type is required to be adopted for design, the pile planting method process can be tried to be adopted to improve the prestressed concrete pipe pile construction process, the construction period can be greatly shortened, the engineering investment is saved, the pile foundation quality is convenient to detect, the civilized construction degree is high, the difference with the traditional small hole guiding process is larger, the success rate is high, and the application is worthy of popularization and application.
Description
Technical Field
The invention relates to the technical field of pile planting, in particular to application of a prestressed concrete pipe pile planting technology in a complex foundation.
Background
The PHC pipe pile, namely the prestressed high-strength concrete pipe pile, adopts the process of pre-tension prestressed centrifugal forming, and is subjected to steam curing at about 180 ℃ under 10 atmospheric pressures (about 1.0 Mpa), so as to prepare a hollow cylindrical concrete prefabricated component, the standard section length is 10m, the diameter is 300-800 mm, the concrete strength grade is not less than C80, the bearing capacity of a single pile is high, because the concrete strength of the PHC pipe pile body is high, the single pile can be driven into a compact sand layer and a strong rock layer, the bearing capacity of the pile end can be improved by 70-80% compared with the original soil quality due to the extrusion effect, and the friction resistance of the pile side is improved by 20-40%, therefore, the designed value of the bearing capacity of the PHC pipe pile is higher than that of a sinking pipe filling pile, a drilling filling pile and a manual hole digging pile with the same diameter.
A certain teaching integrated building (the structural form is four-five layers of a frame, the total building area is 8192.24m 2), because the geological condition of the project is complex, the project is originally a hilly area, part of backfill soil is thicker than 12m, and the strong weathering burial depth of part of the section is 4m deep; therefore, the original design foundation adopts 108 drilled holes to pour concrete piles, the total number of the piles is 1000-; the construction is civilized, the investment of the engineering cost is saved (the cost of a single pile foundation is reduced from the original 300 ten thousand yuan to 150 ten thousand yuan), and favorable conditions are created for the realization of the total construction period.
At present, the pile planting technology of prestressed concrete pipe Piles (PHC) has no national or local standard, standard and regulation at present, and designers are dare to apply due to lack of design basis when adopting the construction method for construction, so that the construction industry standard competent departments are advised to come out of the technical regulation as soon as possible; the pile quality is evaluated by testing piles, detecting and expanding the pile detection quantity by various means and the like before no regulations exist, and the prestressed concrete pipe Pile (PHC) is widely applied to the pile foundation engineering due to the fact that the single pile has high bearing capacity, low manufacturing cost, convenient construction and basically zero pollution, is deeply favored by design, construction and constructors and is widely applied to the pile foundation, but for end bearing piles, if a bearing layer in a complex foundation is a strong rock stratum and is shallow in burial depth or lack of a sufficient deep silt layer, the prestressed concrete pipe pile is easy to break, and a pile body is cracked or burst, so that the pile cannot be formed.
Disclosure of Invention
Technical problem to be solved
Aiming at the defects of the prior art, the invention provides the application of the pile planting technology of the prestressed concrete pipe pile in the complex foundation, solves the problem that the traditional pile planting technology does not use complex terrain, and can effectively solve the problem in the background technology.
(II) technical scheme
In order to achieve the purpose, the invention is realized by the following technical scheme: the application of the prestressed concrete pipe pile planting technology in the complex foundation comprises the following steps:
s1, cleaning: leveling the piling area by a leveling machine, cleaning the leveled land by a cleaning machine, cleaning the above-ground and underground obstacles, ensuring smooth drainage and adopting a soil layer except a karst geological section in an application range;
s2, measurement and alignment: the pile driving area can be conveniently measured through the surveying instrument and the ruler, then comparison is carried out through measurement data, coordinate points and level datum points of a planning department provided by an owner, and after repeated comparison and measurement, data are ensured to be correct, and the safety of later construction is further improved;
s3, lofting: after comparison, measuring and positioning axes and elevation control points, after data are obtained, pile position lofting is carried out, and reasonable construction sequence and technical measures are formulated before foundation excavation, so that pile position deviation and inclination caused by excavation are prevented;
s4, a pile-hole finding condition: the geological drilling machine is adopted to carry out exploration by arranging holes one by one according to the plane arrangement of the pile foundation so as to find out whether underground obstacles or old foundations exist under the pile position;
s5, judgment: the condition inside the pile foundation can be known through the detection of one pile and one hole of the geological drilling rig, if an obstacle or an old foundation occurs, the obstacle or the old foundation needs to be cleaned in time, and whether the pile hole is led can be conveniently judged through the detection;
s6, drilling: when the hole pile needing to be drilled is drilled, the drilling speed is controlled according to the soil quality condition, after the hole pile is drilled to the designed depth, the soil is cleaned in an idle running mode in situ, and after the hole pile is stopped, the hole pile is extracted and drilled;
s7, taking soil: the method is characterized in that a long spiral drilling soil sampler is used for soil sampling, and when the original pile position is drilled and soil sampled, the bearing capacity of a single pile is reduced due to the soil sampling, so that the depth of the hole leading drilling soil sampling is determined by combining the design of the effective pile length and the thickness of a cement stabilizing layer;
s8, shift: after the soil taking at the previous pile position is finished, the worker moves the long spiral drilling soil taking machine to the next pile position;
s9, stabilizing layer: in order to ensure the quality and reliability of the pile, a buffer layer with the thickness of about 1.2m (3D outer diameter) of a 6% cement stone powder stable layer is needed to be adopted for the pile bottom with the hole in place. The mixing proportion is consistent with the method for preparing a 6% cement stone powder stable layer base layer of a highway, and the pile bottom is filled after mixing, so that the pile is prevented from being broken or broken when the pile reaches the hammer retracting standard;
s10, wrapping layer: the diameter D +50 of the pilot hole pile is larger than D, so that the deviation of the pile aperture due to the mechanical operation and the stability and reliability after pile forming are caused, and the C35 fine aggregate concrete wrapping layer is adopted for filling immediately after the cement stabilizing layer at the bottom of the pile is finished;
s11, no lead hole is needed: when no obstacle or old foundation exists in the geological drilling machine pile foundation, construction can be directly carried out without carrying out later soil taking, laying of a stabilizing layer and a wrapping layer;
s12, pile foundation construction: the pile foundation is constructed by adopting a hammering method or a static pressure method, the construction process standard of the hammering method of the reinforced concrete precast pile is executed when the hammering method is adopted for construction, and the construction process standard of the static pressure method of the reinforced concrete precast pile is executed when the static pressure method is adopted for construction;
s13, detection: whether the pile foundation meets the standard or not can be detected through low-strain detection or high-strain detection of the foundation pile.
Preferably, the size of the sample pile is in accordance with the size requirement of a design construction drawing, and the deviation is controlled: the foundation with more than 3 piles is within 2cm, the foundation with single row of piles or double rows of piles is within 1cm, pile driving can be carried out only when the foundation meets the design requirements and specifications through the representative of an owner and the supervision and recheck on site, and the positioning axis control and elevation control points must be guided to the place which is not easily affected by pile driving and the accuracy of the positioning axis control and elevation control points should be checked frequently.
Preferably, the advance drilling exploration report adopts a long spiral drilling machine to drill and guide soil, and it must be pointed out that a large hole (50 larger than the pile diameter) must be guided, the outer diameter of a mechanical drill bit of the guide hole must reach more than D +50, and hole forming parameter records are made, so as to provide accurate data for next procedure construction, different from the traditional small guide hole (100 smaller than the pile diameter) process.
Preferably, the wrapping layer usage V (volume) is calculated by the following formula: v = π · ((D +50)/1000^2-D/1000^2)/4 · (H0-1.2) · 1.2 wherein: d-is the tubular pile external diameter (mm), H0-is effective pile length (m), 1.2-is the concrete filling coefficient around the stake, after the pilot hole acceptance is qualified, adopt 6% cement stone powder stable layer to mix according to its mix proportion and fill about 1.2~1.5m thick at the bottom of the stake after good, quantity V1 is calculated according to the following formula: v1= pi. ((D +50)/1000^2/4 · 1.2-1.5, wherein D-is the outer diameter (mm) of the tubular pile, and 1.2-1.5-is the thickness of the filling layer.
Preferably, when the hammering method is adopted for construction, a proper hammering type pile driver and a proper diesel hammer (an electric hammer is adopted according to the current environmental protection requirement) are selected, and when the static pressure method is adopted for construction, a proper pile pressing machine is selected.
Preferably, the prestressed high-strength concrete pipe Pile (PHC) material; and requiring to provide delivery qualification certificates, concrete test block reports, raw material quality assurance books and retest reports, wherein the cement: ordinary portland cement or portland slag cement, stone: broken stone, particle size 5-40 mm, mud content not more than 2%, water: drinking water or clean water containing no harmful substances is used.
(III) advantageous effects
The invention provides application of a prestressed concrete pipe pile planting technology in a complex foundation. The method has the following beneficial effects: in the invention, a geological drilling machine is used for conveniently drilling a pile foundation, and one-pile one-hole exploration is adopted, so that whether a barrier or an old foundation exists in the pile foundation can be judged, so that whether hole leading is needed is judged, if direct construction is not needed, long spiral drilling is needed for soil borrowing if hole leading is needed, soil in the pile foundation is conveniently taken out, then a cement stone powder stabilizing layer with the thickness of 1.2m is paved at the bottom of the pile foundation to increase the stability of the pile foundation, then a fine stone concrete wrapping layer is paved on the stabilizing layer to increase the stability of the stabilizing layer, the occurrence of scattering in the pile foundation is reduced, then the hole leading is constructed, after the construction is completed, a low-strain method or a foundation pile high-strain method is needed for detection, the use is convenient, the successful application of a prestressed high-strength concrete pipe pile planting method in a complex foundation is verified by a foundation engineering detection means, the method has the advantages of high construction speed, good civilized construction environment, engineering investment saving, and capability of improving the construction process of the prestressed concrete pipe pile by trying to adopt the pile foundation type aiming at the characteristics of hardness and softness resistance of the prestressed concrete pipe pile, greatly shortening the construction period, saving the engineering investment, being convenient for detecting the quality of the pile foundation, having high civilized construction degree, having a larger difference with the traditional small hole guiding process, having high success rate and being worthy of popularization and application.
Drawings
Fig. 1 is a process flow chart of the application of the prestressed concrete pipe pile planting technology in a complex foundation.
Detailed Description
The described embodiments are only some embodiments of the invention, 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.
Based on the technical problems existing in the background technology, the invention provides a technical scheme that: the application of the prestressed concrete pipe pile planting technology in the complex foundation comprises the following steps:
s1, cleaning: leveling the piling area by a leveling machine, cleaning the leveled land by a cleaning machine, cleaning the above-ground and underground obstacles, ensuring smooth drainage and adopting a soil layer except a karst geological section in an application range;
s2, measurement and alignment: the pile driving area can be conveniently measured through the surveying instrument and the ruler, then comparison is carried out through measurement data, coordinate points and level datum points of a planning department provided by an owner, and after repeated comparison and measurement, data are ensured to be correct, and the safety of later construction is further improved;
s3, lofting: after comparison, measuring and positioning axes and elevation control points, after data are obtained, pile position lofting is carried out, and reasonable construction sequence and technical measures are formulated before foundation excavation, so that pile position deviation and inclination caused by excavation are prevented;
s4, a pile-hole finding condition: the geological drilling machine is adopted to carry out exploration by arranging holes one by one according to the plane arrangement of the pile foundation so as to find out whether underground obstacles or old foundations exist under the pile position;
s5, judgment: the condition inside the pile foundation can be known through the detection of one pile and one hole of the geological drilling rig, if an obstacle or an old foundation occurs, the obstacle or the old foundation needs to be cleaned in time, and whether the pile hole is led can be conveniently judged through the detection;
s6, drilling: when the hole pile needing to be drilled is drilled, the drilling speed is controlled according to the soil quality condition, after the hole pile is drilled to the designed depth, the soil is cleaned in an idle running mode in situ, and after the hole pile is stopped, the hole pile is extracted and drilled;
s7, taking soil: the method is characterized in that a long spiral drilling soil sampler is used for soil sampling, and when the original pile position is drilled and soil sampled, the bearing capacity of a single pile is reduced due to the soil sampling, so that the depth of the hole leading drilling soil sampling is determined by combining the design of the effective pile length and the thickness of a cement stabilizing layer;
s8, shift: after the soil taking at the previous pile position is finished, the worker moves the long spiral drilling soil taking machine to the next pile position;
s9, stabilizing layer: in order to ensure the quality and reliability of the pile, a buffer layer with the thickness of about 1.2m (3D outer diameter) of a 6% cement stone powder stable layer is needed to be adopted for the pile bottom with the hole in place. The mixing proportion is consistent with the method for preparing a 6% cement stone powder stable layer base layer of a highway, and the pile bottom is filled after mixing, so that the pile is prevented from being broken or broken when the pile reaches the hammer retracting standard;
s10, wrapping layer: the diameter D +50 of the pilot hole pile is larger than D, so that the deviation of the pile aperture due to the mechanical operation and the stability and reliability after pile forming are caused, and the C35 fine aggregate concrete wrapping layer is adopted for filling immediately after the cement stabilizing layer at the bottom of the pile is finished;
s11, no lead hole is needed: when no obstacle or old foundation exists in the geological drilling machine pile foundation, construction can be directly carried out without carrying out later soil taking, laying of a stabilizing layer and a wrapping layer;
s12, pile foundation construction: the pile foundation is constructed by adopting a hammering method or a static pressure method, the construction process standard of the hammering method of the reinforced concrete precast pile is executed when the hammering method is adopted for construction, and the construction process standard of the static pressure method of the reinforced concrete precast pile is executed when the static pressure method is adopted for construction;
s13, detection: whether the pile foundation meets the standard or not can be detected through low-strain detection or high-strain detection of the foundation pile.
The method adopts a low-strain method to detect 57 piles in total, wherein 48 piles of type I are detected with the proportion of 84.21 percent, 9 piles of type II are detected with the proportion of 15.78 percent, and no piles of type III are detected, and adopts a foundation pile high-strain method to detect 41 piles in total, wherein 41 piles of type I (with complete pile body structure) account for 100 percent of the number of the detected piles; the detection value of the vertical compression resistance bearing capacity of the single detection pile meets the design requirement.
It is noted that, herein, relational terms such as first and second, and the like may be used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Also, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation. The use of the phrase "comprising one of the elements does not exclude the presence of other like elements in the process, method, article, or apparatus that comprises the element.
Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that changes, modifications, substitutions and alterations can be made in these embodiments without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents.
Claims (6)
1. The application of the pile planting technology of the prestressed concrete pipe pile in the complex foundation is characterized in that: the method comprises the following steps:
s1, cleaning: leveling the piling area by a leveling machine, cleaning the leveled land by a cleaning machine, cleaning the above-ground and underground obstacles, ensuring smooth drainage and adopting a soil layer except a karst geological section in an application range;
s2, measurement and alignment: the pile driving area can be conveniently measured through the surveying instrument and the ruler, then comparison is carried out through measurement data, coordinate points and level datum points of a planning department provided by an owner, and after repeated comparison and measurement, data are ensured to be correct, and the safety of later construction is further improved;
s3, lofting: after comparison, measuring and positioning axes and elevation control points, after data are obtained, pile position lofting is carried out, and reasonable construction sequence and technical measures are formulated before foundation excavation, so that pile position deviation and inclination caused by excavation are prevented;
s4, a pile-hole finding condition: the geological drilling machine is adopted to carry out exploration by arranging holes one by one according to the plane arrangement of the pile foundation so as to find out whether underground obstacles or old foundations exist under the pile position;
s5, judgment: the condition inside the pile foundation can be known through the detection of one pile and one hole of the geological drilling rig, if an obstacle or an old foundation occurs, the obstacle or the old foundation needs to be cleaned in time, and whether the pile hole is led can be conveniently judged through the detection;
s6, drilling: when the hole pile needing to be drilled is drilled, the drilling speed is controlled according to the soil quality condition, after the hole pile is drilled to the designed depth, the soil is cleaned in an idle running mode in situ, and after the hole pile is stopped, the hole pile is extracted and drilled;
s7, taking soil: the method is characterized in that a long spiral drilling soil sampler is used for soil sampling, and when the original pile position is drilled and soil sampled, the bearing capacity of a single pile is reduced due to the soil sampling, so that the depth of the hole leading drilling soil sampling is determined by combining the design of the effective pile length and the thickness of a cement stabilizing layer;
s8, shift: after the soil taking at the previous pile position is finished, the worker moves the long spiral drilling soil taking machine to the next pile position;
s9, stabilizing layer: in order to ensure the quality and reliability of the pile, a buffer layer with the thickness of about 1.2m (3D outer diameter) of a 6% cement stone powder stable layer is needed to be adopted for the pile bottom with the in-place leading hole;
the mixing proportion is consistent with the method for preparing a 6% cement stone powder stable layer base layer of a highway, and the pile bottom is filled after mixing, so that the pile is prevented from being broken or broken when the pile reaches the hammer retracting standard;
s10, wrapping layer: the diameter D +50 of the pilot hole pile is larger than D, so that the deviation of the pile aperture due to the mechanical operation and the stability and reliability after pile forming are caused, and the C35 fine aggregate concrete wrapping layer is adopted for filling immediately after the cement stabilizing layer at the bottom of the pile is finished;
s11, no lead hole is needed: when no obstacle or old foundation exists in the geological drilling machine pile foundation, construction can be directly carried out without carrying out later soil taking, laying of a stabilizing layer and a wrapping layer;
s12, pile foundation construction: the pile foundation is constructed by adopting a hammering method or a static pressure method, the construction process standard of the hammering method of the reinforced concrete precast pile is executed when the hammering method is adopted for construction, and the construction process standard of the static pressure method of the reinforced concrete precast pile is executed when the static pressure method is adopted for construction;
s13, detection: whether the pile foundation meets the standard or not can be detected through low-strain detection or high-strain detection of the foundation pile.
2. The application of the pile planting technology of the prestressed concrete pipe pile in the complex foundation according to the claim 1, is characterized in that: the size of the sample pile is required to meet the size requirement of a design construction drawing, and deviation control is carried out: the foundation with more than 3 piles is within 2cm, the foundation with single row of piles or double rows of piles is within 1cm, pile driving can be carried out only when the foundation meets the design requirements and specifications through the representative of an owner and the supervision and recheck on site, and the positioning axis control and elevation control points must be guided to the place which is not easily affected by pile driving and the accuracy of the positioning axis control and elevation control points should be checked frequently.
3. The application of the pile planting technology of the prestressed concrete pipe pile in the complex foundation according to the claim 1, is characterized in that: the advanced drilling exploration report adopts a long spiral drilling machine to drill and guide soil, and points out that a large hole (50 larger than the pile diameter) needs to be guided, the outer diameter of a mechanical drill bit of the guide hole needs to reach more than D +50, and hole forming parameter records are made, so that accurate data can be provided for next procedure construction, wherein the process is different from the traditional small guide hole (100 smaller than the pile diameter).
4. The application of the pile planting technology of the prestressed concrete pipe pile in the complex foundation according to the claim 1, is characterized in that: the wrapping layer dosage V (volume) is calculated by the following formula: v = π · ((D +50)/1000^2-D/1000^2)/4 · (H0-1.2) · 1.2 wherein: d-is the tubular pile external diameter (mm), H0-is effective pile length (m), 1.2-is the concrete filling coefficient around the stake, after the pilot hole acceptance is qualified, adopt 6% cement stone powder stable layer to mix according to its mix proportion and fill about 1.2~1.5m thick at the bottom of the stake after good, quantity V1 is calculated according to the following formula: v1= pi. ((D +50)/1000^2/4 · 1.2-1.5, wherein D-is the outer diameter (mm) of the tubular pile, and 1.2-1.5-is the thickness of the filling layer.
5. The application of the pile planting technology of the prestressed concrete pipe pile in the complex foundation according to the claim 1, is characterized in that: when the hammering method is adopted for construction, a proper hammering type pile driver and a proper diesel hammer (an electric hammer is adopted according to the current environmental protection requirement) are selected, and when the static pressure method is adopted for construction, a proper pile pressing machine is selected.
6. The application of the pile planting technology of the prestressed concrete pipe pile in the complex foundation according to the claim 1, is characterized in that: the prestressed high-strength concrete pipe Pile (PHC) material; and requiring to provide delivery qualification certificates, concrete test block reports, raw material quality assurance books and retest reports, wherein the cement: ordinary portland cement or portland slag cement, stone: broken stone, particle size 5-40 mm, mud content not more than 2%, water: drinking water or clean water containing no harmful substances is used.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110437613.1A CN113152450A (en) | 2021-04-22 | 2021-04-22 | Application of prestressed concrete pipe pile planting technology in complex foundation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110437613.1A CN113152450A (en) | 2021-04-22 | 2021-04-22 | Application of prestressed concrete pipe pile planting technology in complex foundation |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN113152450A true CN113152450A (en) | 2021-07-23 |
Family
ID=76869561
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202110437613.1A Pending CN113152450A (en) | 2021-04-22 | 2021-04-22 | Application of prestressed concrete pipe pile planting technology in complex foundation |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN113152450A (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113802555A (en) * | 2021-09-23 | 2021-12-17 | 中国二十冶集团有限公司 | Comprehensive construction method for large-area prestressed pipe piles in existing open-air storage yard area |
| CN114775671A (en) * | 2022-04-29 | 2022-07-22 | 保利长大工程有限公司 | Large-diameter precast tubular pile construction method under complex geology |
| CN115544702A (en) * | 2022-10-25 | 2022-12-30 | 中国石油大学(北京) | Method, device and equipment for checking stress of oil-gas pipeline immersed tube construction and storage medium |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2010236311A (en) * | 2009-03-31 | 2010-10-21 | Mitani Sekisan Co Ltd | Method for constructing pile foundation, and the pile foundation for use in the same |
| CN207083672U (en) * | 2017-08-17 | 2018-03-13 | 广东飘之绿名木古树保护有限公司 | A kind of ancient tree supporting bar structure |
| CN207268110U (en) * | 2017-08-17 | 2018-04-24 | 广东飘之绿名木古树保护有限公司 | One kind tree pond Fence structure |
| CN109371974A (en) * | 2018-10-25 | 2019-02-22 | 广西建工集团基础建设有限公司 | A kind of PHC tubular pole implantation construction method suitable for hard geology |
| CN112281829A (en) * | 2020-11-09 | 2021-01-29 | 中国瑞林工程技术股份有限公司 | Composite pile foundation structure and construction method thereof |
-
2021
- 2021-04-22 CN CN202110437613.1A patent/CN113152450A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2010236311A (en) * | 2009-03-31 | 2010-10-21 | Mitani Sekisan Co Ltd | Method for constructing pile foundation, and the pile foundation for use in the same |
| CN207083672U (en) * | 2017-08-17 | 2018-03-13 | 广东飘之绿名木古树保护有限公司 | A kind of ancient tree supporting bar structure |
| CN207268110U (en) * | 2017-08-17 | 2018-04-24 | 广东飘之绿名木古树保护有限公司 | One kind tree pond Fence structure |
| CN109371974A (en) * | 2018-10-25 | 2019-02-22 | 广西建工集团基础建设有限公司 | A kind of PHC tubular pole implantation construction method suitable for hard geology |
| CN112281829A (en) * | 2020-11-09 | 2021-01-29 | 中国瑞林工程技术股份有限公司 | Composite pile foundation structure and construction method thereof |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113802555A (en) * | 2021-09-23 | 2021-12-17 | 中国二十冶集团有限公司 | Comprehensive construction method for large-area prestressed pipe piles in existing open-air storage yard area |
| CN114775671A (en) * | 2022-04-29 | 2022-07-22 | 保利长大工程有限公司 | Large-diameter precast tubular pile construction method under complex geology |
| CN115544702A (en) * | 2022-10-25 | 2022-12-30 | 中国石油大学(北京) | Method, device and equipment for checking stress of oil-gas pipeline immersed tube construction and storage medium |
| CN115544702B (en) * | 2022-10-25 | 2023-05-02 | 中国石油大学(北京) | Oil-gas pipeline immersed tube construction stress checking method, device, equipment and storage medium |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102277867B (en) | Construction method for collapsible loess foundation | |
| CN113152450A (en) | Application of prestressed concrete pipe pile planting technology in complex foundation | |
| Bustamante et al. | Design of axially loaded piles—French practice | |
| CN204199335U (en) | A kind of pressure release well reducing PHC tube pile construction soil compaction effect | |
| CN106400768A (en) | Submerging test method for collapsible loess tunnel | |
| CN107130918A (en) | Dam Heavy Curtain Grouting impact pore-forming construction method | |
| CN104329020B (en) | A kind of reinforced long spire embedding rock construction equipment and technique thereof | |
| CN112281829A (en) | Composite pile foundation structure and construction method thereof | |
| CN115126441B (en) | Vertical deep drilling grouting and stopping process | |
| Hung et al. | Practice and experience in deep excavations in soft soil of Ho Chi Minh City, Vietnam | |
| Suckling | Effect of support fluids on pile performance–a field trial in east London | |
| CN113846618A (en) | Dynamic compaction replacement reinforcing method for foundation treatment | |
| CN110500119B (en) | Waterproof consolidation structure construction method for penetrating through debris flow accumulation body tunnel | |
| CN114808923B (en) | Cave grouting construction treatment method | |
| CN105040699A (en) | Drilling pile planting method | |
| CN112343051B (en) | Method for rotary digging implantation pile sinking in high backfill region | |
| Long et al. | Retaining wall behaviour in Dublin's fluvio-glacial gravel, Ireland | |
| CN114993248A (en) | Ground settlement monitoring method | |
| CN113914304A (en) | CFG pile long spiral drill hole core pipe pumping mixture pouring pile-forming construction method | |
| CN114198124A (en) | Construction method for grouting and water plugging of roof fall area of inclined shaft of coal mine | |
| CN111778968A (en) | Construction method of high-content fly ash-based occlusive pile for waterproof curtain | |
| CN115233658B (en) | Construction method of dry-operation bottom-enlarging bored pile | |
| CN210768767U (en) | Waterproof consolidation structure for penetrating through debris flow accumulation body tunnel | |
| Li et al. | Application of CSM Waterproof Curtain in Foundation Pit Engineering of Deep Saturated Sand Layer | |
| Bell et al. | Landslides associated with the Pietermaritzburg Formation in the greater Durban area, South Africa: some case histories |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20210723 |