CN115030155B - Construction method of photovoltaic support precast pile for harder stratum based on grouting process - Google Patents
Construction method of photovoltaic support precast pile for harder stratum based on grouting process Download PDFInfo
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- CN115030155B CN115030155B CN202210615389.5A CN202210615389A CN115030155B CN 115030155 B CN115030155 B CN 115030155B CN 202210615389 A CN202210615389 A CN 202210615389A CN 115030155 B CN115030155 B CN 115030155B
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- 239000002002 slurry Substances 0.000 claims abstract description 28
- 239000004568 cement Substances 0.000 claims abstract description 23
- 238000003780 insertion Methods 0.000 claims abstract description 6
- 230000037431 insertion Effects 0.000 claims abstract description 6
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 5
- 239000004567 concrete Substances 0.000 claims description 42
- 229910000831 Steel Inorganic materials 0.000 claims description 37
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- 239000011178 precast concrete Substances 0.000 description 11
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- 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
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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
- E02D5/24—Prefabricated piles
- E02D5/30—Prefabricated piles made of concrete or reinforced concrete or made of steel and concrete
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- H—ELECTRICITY
- H02—GENERATION; CONVERSION OR DISTRIBUTION OF ELECTRIC POWER
- H02S—GENERATION OF ELECTRIC POWER BY CONVERSION OF INFRARED RADIATION, VISIBLE LIGHT OR ULTRAVIOLET LIGHT, e.g. USING PHOTOVOLTAIC [PV] MODULES
- H02S20/00—Supporting structures for PV modules
- H02S20/20—Supporting structures directly fixed to an immovable object
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/50—Photovoltaic [PV] energy
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Abstract
The application discloses a construction method of a photovoltaic support precast pile for a harder stratum based on a grouting process, which comprises the following steps of: step S1, measuring and paying-off: surveying pile positions and setting the distance between adjacent pile positions; step S2, drilling a precast pile: drilling the set pile position; step S3 pile insertion: placing the precast pile into the hole site; step S4, grouting: the pure pressure grouting method is adopted to grouting with M10 cement paste with the water cement ratio of 0.75. The construction method is simple and easy to implement, cement slurry is uniformly poured into the precast pile and gaps between the precast pile and the drilled holes by adopting the grouting pipe buried in the precast pile, and the grouting pipe is combined with stratum around the pile body through the actions of infiltration, splitting, filling and the like of high-pressure cement slurry, so that the friction resistance of the pile side is increased, the strength of the stratum around the precast pile is improved and reinforced to a certain extent, the bearing capacity of a single pile is effectively improved, and the settlement of a pile foundation is reduced.
Description
Technical Field
The application relates to the technical field of photovoltaic support foundations, in particular to a construction method of a photovoltaic support precast pile for a harder stratum based on a grouting process.
Background
The photovoltaic support foundation is used as a supporting structure of a photovoltaic support structure, is an important component of a photovoltaic power generation system, and the safety, stability and attractiveness of the photovoltaic support foundation directly influence the engineering quality and the engineering appearance of the whole photovoltaic power station.
In particular, the hilly and hilly areas with harder stratum are influenced by the 'agricultural light complementation' policy, the ground clearance of the photovoltaic module is strictly regulated, for example, the agricultural light complementation project in Yunnan province, the ground clearance of the lowest position of the photovoltaic module is required to be more than 2.5 meters, and the size and the burial depth of the photovoltaic bracket foundation are increased to different degrees. Meanwhile, due to the influence of construction cost, the photovoltaic support structure is gradually changed from a double-upright support to a single-upright support, and the importance of the photovoltaic support foundation is further increased.
At present, a photovoltaic support foundation in the 'agricultural light complementation' project generally adopts a bored pile, the diameter of the pile is about 300mm, and the diameter of the pile body is not large. Because the support foundation points are scattered, foundation concrete pouring is very time-consuming, foundation steel bar installation accuracy is poor, concrete protection layer thickness is difficult to grasp, pile body perpendicularity and plane deviation are difficult to control, and meanwhile construction cannot be performed in rainy days.
The precast pile is prefabricated by a factory, the maintenance condition is good, the installation accuracy of foundation steel bars is high, the control effect of a concrete protection layer is good, better weather resistance and corrosion resistance are achieved, the perpendicularity and plane deviation precision of the pile body are easy to control, and meanwhile precast pile manufacturing can be carried out in rainy days. However, at present, a pile sinking process is generally adopted for the photovoltaic support foundation precast pile in China, and the pile body is pressed into the soil layer by using external force until the requirements of related parameters are met. Therefore, the soil sensitivity is high, the method is mainly suitable for soft soil layers, and when the method encounters harder stratum, hidden quality hazards such as pile breakage, pile body inclination and the like are easily generated, so that the method cannot be used in harder stratum areas.
Disclosure of Invention
The application provides a construction method of a photovoltaic support precast pile based on a grouting process and used for harder strata, which is used for solving the problem that the precast pile cannot be used in the harder stratum area. The grouting pile is inserted into a mechanical drilling hole in a mode of mechanical pile insertion by the aid of the grouting pipe which is buried in advance, a grouting pump is adopted to form high-pressure cement slurry with concentrated energy, gaps between the precast pile and the drilling hole are filled, the slurry is combined with stratum around the pile body through the actions of infiltration, splitting and the like, friction resistance of the pile side is increased, strength of stratum around the precast pile is improved and reinforced to a certain extent, bearing capacity of a single pile is effectively improved, pile foundation settlement is reduced, and compared with the existing bored pile used in a harder stratum area, construction speed is high, construction quality is high, and interference in rainy days is small.
The application provides a construction method of a photovoltaic support precast pile for a harder stratum based on a grouting process, which comprises the following steps of:
step S1, measuring and paying-off: surveying pile positions and setting the distance between adjacent pile positions;
step S2, drilling a precast pile: drilling the set pile position, measuring the thickness of the virtual soil at the bottom of the hole after drilling, cleaning the scattered soil on the ground around the pile hole at any time, and checking the pore-forming quality; the thickness of the virtual soil at the bottom of the hole is less than or equal to 10cm; the allowable deviation of the verticality of each meter of the bored precast pile is 10mm;
step S3 pile insertion: placing the precast pile into the hole site, wherein the pile body is vertical when the precast pile is placed;
step S4, grouting: grouting by adopting a pure pressure grouting method by using M10 cement paste with a water cement ratio of 0.75, grouting by using a BW250 type piston grouting pump, arranging a pressure gauge on a pipeline of the grouting pump communicated with the top surface of a grouting pipe, backfilling grouting pressure to be 0.05-0.5 MPa and final pressure to be 0.5MPa, stopping grouting after the ground has slurry flowing out and the concentration of the flowing slurry is kept to be the same as that of the grouting slurry for 5min, and tightly plugging grouting holes by adopting expansion cement after grouting is finished;
the precast pile comprises a concrete precast pile which is accommodated in the inner wall of the drilling hole; the concrete precast pile includes: the grouting pile comprises a plurality of stress ribs, grouting pipes, conical pile heads and installation connecting assemblies; a conical pile head is arranged on the bottom surface of the concrete precast pile;
a grouting pipe is arranged at the central shaft inside the concrete precast pile; the top end of the grouting pipe extends out of the top surface of the concrete precast pile, and a bottom surface liquid outlet hole of the grouting pipe is formed in the bottom surface of the conical pile head; the lower part of the inner wall of the drill hole and the outer side wall of the conical pile head are provided with outflow gaps; a grouting gap is arranged between the inner wall of the drill hole and the outer side wall of the concrete precast pile at intervals; backfilling grouting to fill the grouting gaps;
the mounting connection assembly is arranged on the top surface of the concrete precast pile;
the stress ribs are arranged at intervals along the circumferential direction of the concrete precast pile and are accommodated in the concrete precast pile;
the photovoltaic support includes: the upright post is arranged on the top surface of the photovoltaic bracket; the bottom surface of the upright post is connected with the top surface of the precast pile through an installation connecting component.
Preferably, the thickness of the virtual soil is measured by using a sounding rope, a sounding rope hammer or a portable lamp. 3. The construction method of the photovoltaic bracket precast pile for harder strata based on the grouting process according to claim 1, wherein the setting of the preset pile position in the step S2 is set by adopting a contraposition ring method.
Preferably, the step S1 includes: and (3) carrying out pile placing operation after the measured pile positions are subjected to measurement supervision and repeated measurement, and checking whether the dimension between the pile positions to be driven and the adjacent piles meets the preset distance before construction every day.
Preferably, the step S2 includes the steps of:
step S21: drilling and discharging the set pile position by adopting a crawler-type hydraulic drilling machine JK580, stopping drilling and lifting the drill after the depth is controlled; after drilling to a predetermined depth, idle soil removal is performed at the bottom of the hole, and then the drill rod is stopped and lifted, keeping the drill rod straight to prevent the drill hole from expanding.
Preferably, it comprises: the lower steel plate is arranged on the top surface of the concrete precast pile and is accommodated in the drilled hole; the top surface of the grouting pipe is accommodated in an opening hole formed in the lower steel plate.
Preferably, it comprises: an upper steel plate and a sleeve; the sleeve is arranged on the top surface of the lower steel plate, and the grouting pipe is accommodated in the sleeve; the upper steel plate cover is arranged on the top surface of the sleeve; the installation end of the installation connecting component extends out of the top surface of the upper steel plate.
Preferably, the photovoltaic bracket comprises: the device comprises an oblique beam, a supporting column and a plurality of oblique struts; the top surface of the upright post is connected with the bottom surface of the supporting column; the middle area of the bottom surface of the oblique beam is connected with the top surface of the support column; one end of the diagonal brace is connected with the support column, and the other end is connected with the periphery of the bottom surface of the diagonal brace.
Preferably, the mounting connection assembly includes: u-shaped connecting rod and nut; the U-shaped connecting rod is accommodated and arranged at the upper part of the precast pile; two ends of the U-shaped connecting rod extend out of the top surface of the precast pile; the extending end of the U-shaped connecting rod is provided with an embedded bolt; the connecting nut is in threaded connection with the embedded bolt.
Preferably, the cross section of the concrete precast pile is round or square.
The application has the beneficial effects that:
1) The construction method of the photovoltaic support precast pile based on the grouting process is simple and easy to implement, adopts precast piles as a main bearing structure, adopts the operations of measuring and paying off, drilling, inserting piles and backfilling grouting, adopts grouting pipes embedded in precast piles to uniformly pour cement slurry into precast piles and gaps between the precast piles and the drilling holes, combines the high-pressure cement slurry with the stratum around the pile body through the actions of infiltration, splitting, filling and the like, increases the friction resistance of the pile side, improves and strengthens the strength of the stratum around the precast piles to a certain extent, effectively improves the bearing capacity of single piles, reduces pile foundation settlement, enables the photovoltaic support to reliably bear the destructive power of downward pressing or upward pulling, and provides reliable and durable supporting force for the solar photovoltaic panel at the upper part of the support.
2) Compared with the construction method of the bored pile, the construction method of the photovoltaic support precast pile based on the grouting process for harder strata has the advantages of high foundation reinforcement installation accuracy, good control effect of the concrete protection layer, better weather resistance and corrosion resistance, easy control of pile body verticality and plane deviation precision, and great reduction of influence of rainy days on construction. The method realizes the modularization of the pile foundation of the photovoltaic bracket, and the construction is rapid and accurate.
3) Compared with precast piles adopting pile sinking technology, the precast pile construction method for the photovoltaic support based on the grouting technology provided by the application has low requirements on pile body concrete grade, and solves the problems of potential quality hazards such as pile breakage, pile body inclination and the like easily generated during construction of the harder stratum.
4) According to the construction method of the precast pile of the photovoltaic support based on the grouting process for the harder stratum, which is provided by the application, the diameter of the adopted drilled hole is 10mm larger than the diameter of the precast pile, and the pile body verticality is very easy to ensure because the embedded depth of the precast pile is not deep (the pile depth is smaller than 2 meters).
5) According to the construction method of the photovoltaic support precast pile based on the grouting process and used for harder strata, the installation accuracy of the embedded bolts is guaranteed by using the upper steel plate and the lower steel plate in the precast pile manufacturing process, and the embedded bolts are connected with the photovoltaic support upright posts through the bolt connection, so that the construction method is firmer than the traditional welding mode.
Drawings
Fig. 1 is a schematic diagram of a front view structure of a construction method of a precast pile of a photovoltaic bracket based on a grouting process for a harder stratum;
fig. 2 is a schematic top view structure diagram of a construction method of a photovoltaic bracket precast pile for a harder stratum based on a grouting process;
FIG. 3 is a schematic view of the cross-sectional structure of the A-A direction in FIG. 1;
FIG. 4 is a schematic diagram of a prefabricated pile prefabricated state front view structure provided by the application;
fig. 5 is a schematic diagram of a front view structure of an installation state of a construction method of a precast pile of a photovoltaic bracket based on a grouting process for a harder stratum;
fig. 6 is a schematic view of a front view of a photovoltaic bracket according to an embodiment of the present application;
FIG. 7 is a block diagram of a construction method provided by the present application;
legend description:
11. drilling the inner wall of the hole; 110. grouting the gap; 111. a concrete precast pile; 112. grouting pipe; 113. A U-shaped connecting rod; 114. a thread; 115. a nut; 116. a lower steel plate; 117. conical pile heads; 118. a stress bar; 119. an outflow gap; 120. stirrups; 122. a steel plate is arranged; 132. a sloping beam; 134. diagonal bracing; 135. a through hole; 14. a column; 142. a support column; 15. solar photovoltaic panels.
Detailed Description
For the purpose of making the objects, technical solutions and advantages of the embodiments of the present application more apparent, the technical solutions of the embodiments of the present application will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present application, and it is apparent that the described embodiments are some embodiments of the present application, but not all embodiments. The components of the embodiments of the present application generally described and illustrated in the figures herein may be arranged and designed in a wide variety of different configurations.
Thus, the following detailed description of the embodiments of the application, as presented in the figures, is not intended to limit the scope of the application, as claimed, but is merely representative of selected embodiments of the application. All other embodiments, based on the embodiments of the application, which are apparent to those of ordinary skill in the art without inventive faculty, are intended to be within the scope of the application.
The technical means which are not described in detail and are not used for solving the technical problems of the application are all arranged according to common general knowledge in the field, and various common general knowledge arrangement modes can be realized.
Referring to fig. 1-4, the construction method of the photovoltaic support precast pile based on the grouting process for harder strata provided by the application comprises the following steps:
step S1, measuring and paying-off: surveying pile positions and setting the distance between adjacent pile positions;
step S2, drilling: drilling the set pile position, measuring the thickness of the virtual soil at the bottom of the hole after drilling, cleaning the scattered soil on the ground around the pile hole at any time, and checking the pore-forming quality; the thickness of the virtual soil at the bottom of the hole is less than or equal to 10cm; the allowable deviation of the verticality of each meter of the bored precast pile is 10mm;
step S3 pile insertion: the precast pile is placed in the hole site, and the diameter of the drilled hole is only 10mm larger than that of the precast pile, so that the perpendicularity of the pile body is easy to ensure. The method comprises the steps of carrying out a first treatment on the surface of the
Step S4, backfilling grouting: grouting M10 cement paste with the water-cement mass ratio of 0.75 by adopting a pure-pressure grouting method, grouting after the BW250 type piston type grouting pump is communicated with a pipeline on the top surface of the grouting pipe 112, arranging a pressure gauge on the pipeline, which is communicated with the grouting pipe 112, of the grouting pump, backfilling the grouting pressure to be 0.05-0.5 MPa, and stopping grouting after the grouting is finished when the ground has slurry flowing out and the concentration of the flowing slurry is the same as that of the grouting slurry, and tightly plugging a grouting hole by adopting expansion cement;
the precast pile comprises a concrete precast pile 111 which is accommodated in the inner wall 11 of the borehole; the concrete precast pile 111 includes: a plurality of tendons 118, grouting pipes 112, tapered pile heads 117, and mounting connection assemblies; a conical pile head 117 is arranged on the bottom surface of the concrete precast pile 111;
a grouting pipe 112 is arranged at the central shaft inside the precast concrete pile 111; the top end of the grouting pipe 112 extends out of the top surface of the precast concrete pile 111, and a liquid outlet hole on the bottom surface of the grouting pipe 112 is formed in the bottom surface of the conical pile head 117; an outflow gap 119 is arranged between the lower part of the inner wall 11 of the drill hole and the outer side wall of the conical pile head 117; a grouting gap 110 is formed between the inner wall 11 of the drill hole and the outer side wall of the precast concrete pile 111.
The installation connection assembly is arranged on the top surface of the concrete precast pile 111;
the stress bars 118 are disposed at intervals along the circumferential direction of the precast concrete pile 111 and are accommodated in the precast concrete pile 111. The stress strength of the inner wall 11 of the drill hole can be effectively improved by arranging the stress ribs 118, and particularly the stress reliability of the inner wall in the downward pressing or upward pulling direction can be enhanced. The required mechanical properties are not obtained and the sinking and pulling up forces of the solar photovoltaic panel 15 are tolerated.
Referring to fig. 5, the photovoltaic bracket includes: the upright post 14, the photovoltaic bracket is arranged on the top surface of the upright post 14; the bottom surface of the upright post 14 is connected with the top surface of the precast pile through an installation connecting component.
After the precast pile is installed by the method, the normal installation and support stress requirements of the photovoltaic support with the height of 2-4 m on the overground part can be effectively improved. The precast pile is simple in structure, high in unification degree of the appearance structure, convenient to realize modularization of large-scale construction, rapid and accurate in construction. The precast pile is particularly suitable for mountain areas with hard geological areas and steep terrains.
During prefabrication, concrete is poured into the inner cavity of the die from the upper part, the concrete is piled up along the die from the bottom upwards, and after the die is fully poured, the lower steel plate 116, the sleeve 123, the upper steel plate 122 and the nut 115 are vibrated and installed. After the concrete is solidified, the die, the nut 115, the upper steel plate 122 and the sleeve 123 are removed, and the concrete is transported to the vicinity of the drilled hole and then installed by performing the pile inserting operation of step S3.
After that, pressure grouting is performed through step S4. The grouting pressure is 0.5MPa, so that the cement slurry can fill up the outflow gap 119 and the grouting gap 110, split penetration can be carried out on the pile bottom and the bottom layer around the pile side, meanwhile, the penetration and cementing hardening effects of the cement slurry can improve and strengthen the strength of the stratum around the precast pile to a certain extent, the bearing capacity of the precast pile is effectively enhanced, and the solar photovoltaic panel 15 foundation which can adapt to the requirements of harder stratum is obtained.
The external force applied by drilling in the method does not directly act on the precast pile, so that the precast pile can be effectively protected, and the phenomenon that the precast pile cannot be installed and the stability in subsequent use is low due to breakage caused by the external force or internal accumulated stress is avoided. Meanwhile, the precast pile and the grouting pipe 112 preset in the precast pile are adopted, so that the precast pile and the drilled hole can be reliably and fixedly installed, and a reliable solar photovoltaic panel foundation is obtained. The water-ash ratio in the application is 0.75.
The pile body structure comprises conical pile head 117, grouting pipe 112 pipeline, prefabricated pile body and embedded bolt 114, has realized the modularization of 13 pile foundations of photovoltaic support, and the quick change, accurate construction has effectively solved current prefabricated pile and has had poor, the easy broken stake of hammering pile sinking's problem to pile body structure requirement height, topography adaptability, has guaranteed engineering quality and construction progress. The tapered pile head 117 is provided to facilitate insertion into a borehole.
In a specific embodiment, when the thickness of the virtual soil at the bottom of the hole exceeds the quality standard, analyzing the reason, and taking measures to treat;
preferably, step S2 comprises the steps of:
step S21: drilling and discharging the set pile position by adopting a crawler-type hydraulic drilling machine JK580, stopping drilling and lifting the drill after the depth is controlled; after drilling to a predetermined depth, idle soil removal is performed at the bottom of the hole, and then the drill rod is stopped and lifted, keeping the drill rod straight to prevent the drill hole from expanding. According to the operation, drilling holes meeting the installation requirements of the solar photovoltaic panels 15 in the areas can be obtained, and precast pile installation is facilitated.
Preferably, the thickness of the virtual soil is measured by using a sounding rope, a sounding rope hammer or a portable lamp.
In one embodiment, the operation of controlling the allowable deviation of the drilled precast pile per meter verticality to be 10mm comprises the following steps: when the drill hole is drilled, if a soil layer containing more stones or a soft plastic clay layer with larger water content is encountered, the drill rod is prevented from shaking, so that the hole wall is attached to disturbed soil and the hole bottom is increased to fall soil.
Preferably, the setting of the preset pile position in step S2 is set by adopting a contraposition ring method.
Preferably, step S1 comprises: the pile position to be measured is measured, the pile is repeated after being measured and monitored without errors, and whether the size between the pile position to be measured and the adjacent pile meets the preset interval is checked before construction every day; by this operation a certain number of level points can be set for pile height control. According to the operation, the accuracy and the reliability of drilling can be effectively improved.
Preferably, the photovoltaic bracket comprises: diagonal beam 132, support column 142, a plurality of diagonal braces 134; the top surface of the upright post 14 is connected with the bottom surface of the supporting column 142; the middle area of the bottom surface of the oblique beam 132 is connected with the top surface of the support column 142; one end of the diagonal brace 134 is connected to the support column 142, and the other end is connected to the periphery of the bottom surface of the diagonal beam 132.
Preferably, it comprises: the lower steel plate 116 is arranged on the top surface of the precast pile and is accommodated in the drilled hole; the top surface of the grouting pipe 112 is accommodated in an opening 135 formed in the lower steel plate 116, and the top end of the grouting pipe 112112 can be protected from impact deformation in the transferring process.
Preferably, it comprises: an upper steel plate 122 and a sleeve 123; the sleeve 123 is arranged on the top surface of the lower steel plate 116, and the grouting pipe 112 is accommodated in the sleeve 123; the upper steel plate 122 is covered on the top surface of the sleeve 123; the mounting end of the mounting connection assembly is extended out of the top surface of the upper steel plate 122.
Preferably, the mounting connection assembly comprises: a U-shaped connecting rod 113, a connecting nut 115; the U-shaped connecting rod 113 is accommodated and arranged at the upper part of the precast pile; two ends of the U-shaped connecting rod 113 extend out of the top surface of the precast pile; the extending end of the U-shaped connecting rod 113 is provided with an embedded bolt 114; the coupling nut 115 is screwed with the embedded bolt 114.
When the precast pile is buried underground according to the arrangement, the normal exposure of the installation connecting assembly can be realized, and the installation operation is convenient. In one embodiment, the connecting nuts 115 and the embedded bolts 114 of the mounting connection assembly are extended out of the top surface of the upper steel plate 122.
Compared with the prior art, the application has the advantages that;
the construction method provided by the application adopts a grouting process, has low requirement on the concrete grade of the pile body structure of the precast pile, and avoids the problems that the pile sinking process is easy to cause hidden quality hazards such as pile breakage, pile body inclination and the like in the construction of hard stratum such as granite and the like, so that the precast pile of the photovoltaic bracket can be used in the hard stratum region;
further, the construction method provided by the application fills the gap between the precast pile and the drilled hole from bottom to top by grouting after pile bottom, combines the cement slurry with the stratum around the pile body through the actions of infiltration, splitting, filling and the like of high-pressure slurry, increases the friction resistance of the pile side, improves and strengthens the strength of the stratum around the precast pile to a certain extent, effectively improves the bearing capacity of a single pile, reduces pile foundation settlement, ensures that the photovoltaic support can reliably bear the destructive power of downward pressing or upward pulling, and provides reliable and durable supporting force for the solar photovoltaic panel at the upper part of the support;
further, compared with the conventional bored pile construction method, the construction method provided by the application has the advantages of high foundation reinforcement installation accuracy, good concrete protection layer control effect, better weather resistance and corrosion resistance, easiness in controlling pile body verticality and plane deviation precision, and great reduction of influence on construction in rainy days. Realizing the modularization, the rapidness and the accuracy of construction of the pile foundation of the photovoltaic bracket
Furthermore, the construction method provided by the application adopts the drilling diameter which is 10mm larger than the pile diameter of the precast pile, and the perpendicularity of the pile body is very easy to ensure because the embedding depth of the precast pile is not deep (the pile depth is smaller than 2 meters).
Further, according to the construction method provided by the application, the U-shaped bolt, the upper steel plate, the lower steel plate and the sleeve 123 are arranged at the top of the precast pile, so that the installation precision of the U-shaped bolt can be effectively improved, the U-shaped bolt is connected with the upright post 14 through the bolt, the connection strength between the upright post 14 and the precast pile can be effectively improved, and the construction method is firmer than a traditional welding mode.
Examples
The method comprises the following steps:
s1, measuring and paying off: the pile can be put after the measured pile is repeatedly measured by the measurement supervision, and the pile is checked whether the size between the pile to be driven and the adjacent pile is correct before construction every day. A certain number of level points are set for facilitating pile height control.
S2, drilling: and the crawler-type hydraulic drilling machine JK580 is used for aligning the pile position, starting the machine to drill and unearth, stopping drilling and lifting after the depth is controlled. After drilling to a predetermined depth, idle soil removal must be performed at the bottom of the hole, and then rotation is stopped; and lifting the drill rod, and not rotating the drill rod. When the thickness of the virtual soil at the bottom of the hole exceeds the quality standard, analyzing reasons and adopting measures to process. Soil scattered on the ground during the drilling process must be removed and transported away at any time. And checking the pore-forming quality. The depth of the hole and the thickness of the virtual soil are measured by a depth measuring rope hammer or a portable lamp. The thickness of the virtual soil is equal to the difference of the drilling depths. The thickness of the virtual soil should generally not exceed 10cm. When drilling into soil layers with more stones or soft plastic clay layers with larger water content, the drill rod must be prevented from shaking to cause the aperture to be enlarged, so that the hole wall is attached to disturbed soil and the hole bottom is added with falling soil. The allowable deviation of the verticality of the bored precast pile per meter is 10mm.
S3 pile inserting: and fixing hanging strips on the precast piles, and hanging to a designated hole site by using an excavator and vertically placing.
S4, back filling and grouting of the reserved holes: the grouting material adopts M10 cement paste with the water-cement ratio: 0.75. the pure pressure grouting method is adopted, a stopper is adopted for sealing the orifice, and a pressure gauge is arranged at the orifice. And grouting by using a BW250 type piston grouting pump, uniformly stirring and transporting cement paste on site, and arranging a tee joint and a gate valve at the grouting pump outlet to install a paste return pipeline. Grouting is carried out by a grouting pipe, and when the ground has slurry flowing out and the concentration is the same, grouting is stopped after pressure is maintained for 5 min; if the slurry is mixed or run out of other holes, stopping grouting when the slurry concentration flowing out of the slurry mixing holes or the slurry running holes is basically consistent with the grouting concentration of the grouting holes; if the grouting pressure reaches 0.5MPa, but the slurry can not be injected yet, the longitudinal grouting pipe is blocked, and radial grouting is needed. When the grouting pressure reaches the design final pressure or the adjacent holes are in slurry stringing, the grouting can be stopped. In the grouting process, the change of grouting pressure and flow is observed at any time, and a grouting record table is prepared. The backfill grouting pressure is generally 0.05-0.1MPa, and the final pressure is 0.5MPa. Grouting end standard: under the specified pressure, the grouting holes stop sucking the slurry, grouting can be finished after continuous grouting for 5min, or grouting can be finished when a large amount of slurry overflows from the radial exhaust holes. After grouting, closing the orifice gate valve and stopping the grouting pump, and tightly plugging the grouting hole by adopting the expansion cement.
The precast concrete pile 111 is C30 reinforced concrete, the pile diameter is 300mm, 4 piles are adopted for each photovoltaic bracket 13, the length of the primary pile is 2700mm, and the pile top is 800mm higher than the ground. The upright post 14 of the photovoltaic bracket 13 is connected with the precast pile foundation by adopting foundation bolts. The construction of hole forming by drilling machine is adopted, and the grouting pipe 112 is a PE pipe buried in the precast pile.
The single pile photovoltaic supporting structure adopts 2 inclined struts to prop up the inclined beam 132 and the cross beam, so that the photovoltaic cell panel is supported, and the connection between the steel inclined strut 134 and the steel column is realized through the anchor ear, so that the single pile photovoltaic supporting structure has the characteristics of simplicity and high efficiency. The photovoltaic module is connected with the cross beam through stainless steel bolts, and each photovoltaic plate is fixed on the cross beam through 4 bolts. The cross beam is bolted to the diagonal beam 132.
Pile foundation column spacing is 4.4m, and meets the land requirement of the composite photovoltaic project in Yunnan province. The span of the cross beam is 4.4m, the inclined beam 132 adopts C90×45X20X2.5 mm magnesium-aluminum-zinc plated thin-wall curled channel steel, the cross beam adopts C90×45X20X2.0 mm magnesium-aluminum-zinc plated thin-wall curled channel steel, the front inclined strut 134 adopts C60×40X20X2.0 mm magnesium-aluminum-zinc plated thin-wall curled channel steel, the rear inclined strut 134 adopts C60×40X20X3.0 mm magnesium-aluminum-zinc plated thin-wall curled channel steel, the lower upright column 14 adopts phi 159×4.5mm hot-dip galvanized steel pipe, and the upper upright column 14 adopts phi 146×3.0mm hot-dip galvanized steel pipe. Wherein, the cross beam and the oblique beam 132 are made of Q355 magnesium-aluminum-zinc plated steel, the oblique strut 134 is made of Q235B hot dip galvanized steel, the upright post 14 is made of Q420B hot dip galvanized steel, and other parts of connectors are made of Q355B magnesium-aluminum-zinc plated or Q235B hot dip galvanized steel. The photovoltaic bracket and the basic body form are shown in figure 6.
The precast pile comprises a concrete precast pile 111 which is accommodated in the inner wall 11 of the borehole; the concrete precast pile 111 includes: a plurality of tendons 118, grouting pipes 112, tapered pile heads 117, and mounting connection assemblies; a conical pile head 117 is arranged on the bottom surface of the concrete precast pile 111;
a grouting pipe 112 is arranged at the central shaft inside the precast concrete pile 111; the top end of the grouting pipe 112 extends out of the top surface of the precast concrete pile 111, the bottom surface of the grouting pipe 112 extends out of the bottom surface of the conical pile head 117 and an outflow gap 119 is arranged at intervals with the bottom surface of the inner wall 11 of the drilled hole; the space between the inner wall 11 of the drill hole and the outer side wall of the precast concrete pile 111 is a grouting gap 110;
the installation connection assembly is arranged on the top surface of the concrete precast pile 111;
the stress bars 118 are disposed at intervals along the circumferential direction of the precast concrete pile 111 and are accommodated in the precast concrete pile 111. The stress strength of the inner wall 11 of the drill hole can be effectively improved by arranging the stress ribs 118, and particularly the stress reliability of the inner wall in the downward pressing or upward pulling direction can be enhanced. The required mechanical properties are not obtained, and the sinking and pulling-up forces of the solar photovoltaic panel 15 are resisted;
referring to fig. 6, the photovoltaic bracket includes: the upright post 14 and the photovoltaic bracket 13 are arranged on the top surface of the upright post 14; the bottom surface of the upright post 14 is connected with the top surface of the precast pile through an installation connecting component.
The method is adopted for settingAs shown in fig. 7, and 4 brackets are installed to effectively support the diagonal member 132 with a transverse length of 16.3 m. The included angle between the inclined beam 132 and the ground after installation is 22 degrees, and the interval between the lowest end of the inclined beam 132 and the ground is 2.5m. After installation, the area of the inclined beam 132 is 64.385m 2 . When in installation, the distance between adjacent precast piles on the inclined slope is 4.5m
The solar photovoltaic panel bracket installed according to the method has the advantages that under the action of wind, dead weight and other load, the phenomenon of downward pressing or upward pulling damage of the photovoltaic bracket foundation is likely to occur, the foundation is subjected to bearing capacity checking calculation, and the load effect is used as a foundation design basis according to the standard combination of the load effect under the normal use limit state. The design method of the support foundation is designed by referring to the technical Specification of solar power generation support foundation GB 51101-2016 and the technical Specification of building pile foundation JGJ 94-2008. The foundation needs to calculate and recheck the vertical bearing capacity and the horizontal bearing capacity of the pile foundation. Vertical compression resistance and pulling resistance bearing capacity are estimated and checked according to 5.3.5 of basic technical Specification of solar power generation support; the horizontal bearing capacity is estimated and checked according to the section 5.7.1 of the technical Specification of building pile foundation.
The fixed bolster adopts precast pile foundation, adopts drilling machinery pore-forming construction, and the pile body adopts C30 reinforced concrete, and the stake footpath 300mm, and every photovoltaic support adopts 4 piles, and just the stake length is 2700mm, and the stake top is 800mm above ground, and the bottom buries 1900mm. The photovoltaic support upright post 14 is connected with the prefabricated pile foundation through bolts, and reliable connection between the upright post 14 and the foundation is ensured. The basic calculation is mainly as follows:
1) Pile foundation anti-pulling bearing capacity calculation
According to the relevant standards of pile foundations, the pulling force born by the pile foundations can be calculated to obtain N Upward pulling force =11.9kN。
And carrying out a single pile pulling-out resistance test on the cast-in-situ bored piles and precast piles with the same size and the same reinforcement. In the test, the pile types are loaded to 50kN, the pile pulling-up amount is not more than 10mm, the pile has reached the maximum loading value required by the design, the pile pulling-up amount reaches the relative stable standard, the intra-group range is not more than 30% of the average value, and the average value of 50kN is taken as the vertical pulling-up limit bearing capacity of the single pile, namely the vertical pulling-up bearing capacity characteristic value of the single pile is 25kN; both pile-type pulling resistance can meet the requirements.
2) Pile foundation horizontal force bearing capacity calculation
According to the technical specification of building pile foundation, the counter force and bending moment of the pile bottom are calculated, and the pile top horizontal force N horizontal force=28.3 kN is converted according to the equivalent bending moment of the pile body at the ground.
And carrying out a single pile pulling-out resistance test on the cast-in-situ bored piles and precast piles with the same size and the same reinforcement. In the test, the average value of the horizontal critical load of the single pile of the bored pile is 40kN, the average value of the horizontal ultimate bearing capacity of the single pile is 50kN, the average value of the horizontal critical load of the single pile of the precast pile is 40kN, and the average value of the horizontal ultimate bearing capacity of the single pile is 52kN. Both pile types of horizontal forces meet the requirements.
3) Pile foundation vertical bearing capacity calculation
According to the standard combined action of the axle center load effect, N is calculated Vertical force The single pile pull-out test was performed using cast-in-situ bored piles and precast piles of the same size and reinforcement at 15.8 kN. In the test, the pile is loaded to 60kN, the maximum loading value required by the design is reached, the pile top settlement reaches the relative stability standard, the intra-group extremely poor is not more than 30% of the average value, and the average value of 60kN is taken as the vertical compression ultimate bearing capacity of the single pile, namely the characteristic value of the bearing capacity is 30kN. The two pile-type vertical bearing capacities meet the requirements.
From the above, when the prefabricated pile of the solar photovoltaic panel bracket based on the grouting process is used for harder strata, the constructed prefabricated pile is basically the same as the bored pile in the stress performance, and is better than the existing bored pile in the horizontal ultimate bearing capacity.
Although the present application has been described with reference to the foregoing embodiments, it will be apparent to those skilled in the art that modifications may be made to the embodiments described, or equivalents may be substituted for elements thereof, and any modifications, equivalents, improvements and changes may be made without departing from the spirit and principles of the present application.
Claims (9)
1. The construction method of the photovoltaic support precast pile for the harder stratum based on the grouting process is characterized by comprising the following steps of:
step S1, measuring and paying-off: surveying pile positions and setting the distance between adjacent pile positions;
step S2, drilling a precast pile: drilling the set pile position, measuring the thickness of the virtual soil at the bottom of the hole after drilling, cleaning the scattered soil on the ground around the pile hole at any time, and checking the pore-forming quality; the thickness of the virtual soil at the bottom of the hole is less than or equal to 10cm; the allowable deviation of the verticality of each meter of the bored precast pile is 10mm;
step S3 pile insertion: vertically placing the precast pile into the hole site;
step S4, grouting: grouting by adopting a pure pressure grouting method by using M10 cement paste with a water cement ratio of 0.75, grouting by using a BW250 type piston grouting pump, arranging a pressure gauge on a pipeline of the grouting pump communicated with the top surface of a grouting pipe, backfilling grouting pressure to be 0.05-0.5 MPa and final pressure to be 0.5MPa, stopping grouting after the ground has slurry flowing out and the concentration of the flowing slurry is kept to be the same as that of the grouting slurry for 5min, and tightly plugging grouting holes by adopting expansion cement after grouting is finished;
the precast pile comprises a concrete precast pile which is accommodated in the inner wall of the drilling hole; the concrete precast pile includes: the grouting pile comprises a plurality of stress ribs, grouting pipes, conical pile heads and installation connecting assemblies; a conical pile head is arranged on the bottom surface of the concrete precast pile;
a grouting pipe is arranged at the central shaft inside the concrete precast pile; the top end of the grouting pipe extends out of the top surface of the concrete precast pile, and a bottom surface liquid outlet hole of the grouting pipe is formed in the bottom surface of the conical pile head; the lower part of the inner wall of the drill hole and the outer side wall of the conical pile head are provided with outflow gaps; a grouting gap is arranged between the inner wall of the drill hole and the outer side wall of the concrete precast pile at intervals; backfilling grouting to fill the grouting gaps;
the mounting connection assembly is arranged on the top surface of the concrete precast pile;
the stress ribs are arranged at intervals along the circumferential direction of the concrete precast pile and are accommodated in the concrete precast pile;
the photovoltaic support includes: the upright post is arranged on the top surface of the photovoltaic bracket; the bottom surface of the upright post is connected with the top surface of the precast pile through an installation connecting component;
the step S2 includes the steps of:
step S21: drilling and discharging the set pile position by adopting a crawler-type hydraulic drilling machine JK580, stopping drilling and lifting the drill after the depth is controlled; after drilling to a predetermined depth, idle soil removal is performed at the bottom of the hole, and then the drill rod is stopped and lifted, keeping the drill rod straight to prevent the drill hole from expanding.
2. The construction method of the photovoltaic bracket precast pile for harder strata based on the grouting process as claimed in claim 1, wherein the thickness of the virtual soil is measured by using a sounding rope, a sounding rope hammer or a portable lamp.
3. The construction method of the photovoltaic bracket precast pile for harder strata based on the grouting process according to claim 1, wherein the setting of the preset pile position in the step S2 is set by adopting a contraposition ring method.
4. The method for constructing a photovoltaic bracket precast pile for harder strata based on a grouting process as claimed in claim 1, wherein the step S1 comprises: and (3) carrying out pile placing operation after the measured pile positions are subjected to measurement supervision and repeated measurement, and checking whether the dimension between the pile positions to be driven and the adjacent piles meets the preset distance before construction every day.
5. The construction method of the photovoltaic bracket precast pile for harder strata based on the grouting process as claimed in claim 1, comprising the following steps: the lower steel plate is arranged on the top surface of the concrete precast pile and is accommodated in the drilled hole; the top surface of the grouting pipe is accommodated in an opening hole formed in the lower steel plate.
6. The construction method of the photovoltaic bracket precast pile for harder strata based on the grouting process as claimed in claim 1, comprising the following steps: an upper steel plate and a sleeve; the sleeve is arranged on the top surface of the lower steel plate, and the grouting pipe is accommodated in the sleeve; the upper steel plate cover is arranged on the top surface of the sleeve; the installation end of the installation connecting component extends out of the top surface of the upper steel plate.
7. The method for constructing a preformed pile of a photovoltaic bracket for a harder stratum based on a grouting process as claimed in claim 1, wherein the photovoltaic bracket comprises: the device comprises an oblique beam, a supporting column and a plurality of oblique struts; the top surface of the upright post is connected with the bottom surface of the supporting column; the middle area of the bottom surface of the oblique beam is connected with the top surface of the support column; one end of the diagonal brace is connected with the support column, and the other end is connected with the periphery of the bottom surface of the diagonal brace.
8. The method of claim 1, wherein the installing connection assembly comprises: u-shaped connecting rod and nut; the U-shaped connecting rod is accommodated and arranged at the upper part of the precast pile; two ends of the U-shaped connecting rod extend out of the top surface of the precast pile; the extending end of the U-shaped connecting rod is provided with a nut and a thread.
9. The construction method of the photovoltaic bracket precast pile for harder strata based on the grouting process as claimed in claim 1, wherein the cross section of the concrete precast pile is round or square.
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| CN214315166U (en) * | 2021-03-30 | 2021-09-28 | 四川电力设计咨询有限责任公司 | Adjustable photovoltaic support structure |
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| WO2018184254A1 (en) * | 2017-04-07 | 2018-10-11 | 东南大学 | Carbonization mixing pile-ventilating pipe pile composite foundation and construction method thereof |
| CN107310022A (en) * | 2017-07-27 | 2017-11-03 | 江苏腾晖电力技术有限公司 | Foundation pile for Frozen Ground Area photovoltaic bracket and preparation method thereof |
| CN208486260U (en) * | 2018-04-16 | 2019-02-12 | 江山市同景光伏有限公司 | Photovoltaic tubular pile head auxiliary device |
| CN108842761A (en) * | 2018-06-15 | 2018-11-20 | 高永光 | Drilling guiding prefabricated pile post-grouting technology |
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