CN115030155A - 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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- 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
Abstract
The application discloses a photovoltaic support precast pile construction method for a harder stratum based on a mud jacking process, which comprises the following steps: step S1 measures the payoff: surveying pile positions and setting the distance between adjacent pile positions; step S2 precast pile drilling: 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 perform pure grouting with M10 cement with the water-cement ratio of 0.75. The construction method is simple and easy to implement, and simultaneously, the grout is uniformly poured into the precast pile and the gap between the precast pile and the drilled hole by adopting the grout pressing pipe embedded in the precast pile, and is combined with the stratum around the pile body through the functions of infiltration, splitting, filling and the like of high-pressure cement grout, so that the friction resistance of the pile side is increased, the strength of the stratum around the precast pile is improved and strengthened 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 photovoltaic support precast pile construction method for a harder stratum based on a grouting process.
Background
The photovoltaic support foundation is used as a support structure of a photovoltaic support structure and 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.
Particularly, in mountains and hilly lands with hard stratums, the ground clearance of the photovoltaic module is strictly regulated under the policy of agricultural light complementation, for example, the ground clearance at the lowest position of the photovoltaic module needs to be more than 2.5 meters in the agricultural light complementation project of Yunnan province, so that the size and the burial depth of the photovoltaic support foundation are increased in different degrees. Meanwhile, due to the influence of construction cost, the photovoltaic support structure is gradually changed from a double-upright-column support to a single-upright-column 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 cast-in-situ bored pile, the diameter of the pile is about 300mm, and the diameter of a pile body is small. Due to the fact that the point positions of the support foundation are scattered, the time for pouring the foundation concrete is very long, the installation accuracy of foundation steel bars is poor, the thickness of a concrete protective layer is not easy to grasp, the verticality and the plane deviation of a pile body are difficult to control, and meanwhile, construction cannot be conducted in rainy days.
The precast pile is prefabricated in a factory, the maintenance condition is good, the installation accuracy of the foundation steel bars is high, the control effect of the concrete protective layer is good, the weather resistance and the corrosion resistance are better, the verticality and the plane deviation precision of the pile body are easy to control, and the precast pile can be manufactured in rainy days. However, at present, the domestic prefabricated pile of the photovoltaic support foundation generally adopts a pile sinking process, and the pile body is pressed into a soil layer by using external force until the requirements of relevant parameters are met. Therefore, the soil sensitivity is high, the soil-sensitive soil is mainly suitable for soft soil layers, and quality hazards such as pile breakage, pile body inclination and the like are easily caused when the soil-sensitive soil-hard soil-sensitive soil-hard soil-ground layers cannot be used in hard ground layers.
Disclosure of Invention
The application provides a construction method of a photovoltaic support precast pile for a harder stratum based on a grouting process, which is used for solving the problem that the precast pile cannot be used in the harder stratum area. The precast pile is internally preset with a grouting pipe and a connecting bolt, the precast pile is inserted into a mechanical drill hole in a mechanical pile inserting mode, the grouting pipe which is embedded in advance is utilized, a grouting pump is adopted, high-pressure cement slurry with concentrated energy is formed, a gap between the precast pile and the drill hole is filled, meanwhile, the slurry is combined with the stratum around the pile body through the effects of infiltration, splitting and the like, the pile side friction resistance is increased, the strength of the stratum around the precast pile is improved and strengthened to a certain degree, the bearing capacity of a single pile is effectively improved, the sedimentation of a pile foundation is reduced, and compared with the existing cast-in-situ bored pile used in a harder stratum area, the cast-in-situ pile is high in construction speed and construction quality and is small in rainy day interference.
The application provides a photovoltaic support precast pile construction method for a harder stratum based on a mud jacking process, which comprises the following steps:
step S1 measures the payoff: surveying pile positions and setting the distance between adjacent pile positions;
step S2 precast pile drilling: drilling the set pile position, measuring the thickness of the deficient 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 quality of the formed hole; the thickness of the deficient soil at the bottom of the hole is less than or equal to 10 cm; the allowable deviation of the verticality per meter of the drilled precast pile is 10 mm;
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: pure-pressure grouting with M10 cement with a water-cement ratio of 0.75 by adopting a pure-pressure grouting method, grouting by using a BW250 type piston grouting pump, arranging a pressure gauge on a pipeline communicated with the top surface of a grouting pipe by the grouting pump, stopping grouting after the backfill grouting pressure is 0.05-0.5 MPa and the final pressure is 0.5MPa, and closely plugging a grouting hole by adopting expansion cement after grouting is finished, wherein when grout flows out from the ground and the concentration of the outflow grout is the same as that of the grouting grout and the pressure is maintained for 5 min;
the precast pile comprises a concrete precast pile accommodated and arranged in the inner wall of the drilled hole; the concrete precast pile includes: the device comprises a plurality of stress ribs, a mud jacking pipe, a conical pile head and an installation connecting assembly; the bottom surface of the concrete precast pile is provided with a conical pile head;
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 liquid outlet hole in the bottom surface of the grouting pipe is formed in the bottom surface of the conical pile head; a discharge gap is formed between the lower part of the inner wall of the drill hole and the outer side wall of the conical pile head; grouting gaps are arranged between the inner wall of the drilled hole and the outer side wall of the concrete precast pile at intervals; backfilling and grouting to fill the grouting gap;
the mounting and connecting 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;
photovoltaic support includes: the photovoltaic bracket is arranged on the top surface of the upright column; the bottom surface of the upright post is connected with the top surface of the precast pile through the mounting and connecting assembly.
Preferably, the hole depth and the soil thickness are measured by a depth measuring rope, a depth measuring rope hammer or a portable lamp. 3. The method for constructing a photovoltaic support precast pile for a hard stratum based on a grouting process as claimed in claim 1, wherein the preset pile position in the step S2 is set by a para-ring method.
Preferably, the step S1 includes: pile position of surveying putting is measured, is managed to retest and is carried out the pile operation after not mistake to whether the size that will execute between pile position and the adjacent pile of beating satisfies preset interval before the construction every day.
Preferably, the step S2 includes the steps of:
step S21: drilling into and out of the earth at the set pile position by adopting a crawler-type hydraulic drilling machine JK580, and stopping and lifting the drill after the depth is controlled; after the drill bit is drilled to a preset depth, idle soil removal is carried out at the bottom of the hole, then the drill rod is stopped and lifted, and the drill rod is kept straight to prevent the drill hole from being enlarged.
Preferably, the method comprises 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 mud jacking pipe is accommodated in a through 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 mud jacking pipe is accommodated in the sleeve; the upper steel plate is covered on the top surface of the sleeve; the mounting end of the mounting and connecting assembly extends out of the top surface of the upper steel plate.
Preferably, the photovoltaic support comprises: the device comprises an oblique beam, a support column and a plurality of oblique struts; the top surface of the upright post is connected with the bottom surface of the support column; the middle area of the bottom surface of the oblique beam is connected with the top surface of the support pillar; one end of the inclined strut is connected with the supporting column, and the other end of the inclined strut is connected with the periphery of the bottom surface of the inclined beam.
Preferably, the mounting-connecting assembly includes: u-shaped connecting rods and nuts; 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 circular or square.
The beneficial effect that this application can produce includes:
1) the construction method is simple and easy to implement, meanwhile, the grout pressing pipe embedded in the precast pile is adopted to evenly pour the grout into the precast pile and the gap between the precast pile and the drilled hole, and the grout is combined with the stratum around the pile body through the functions of infiltration, splitting, filling and the like of high-pressure grout, so that the pile side friction resistance is increased, the strength of the stratum around the precast pile is improved and enhanced to a certain degree, the single-pile bearing capacity is effectively improved, the pile foundation settlement is reduced, the photovoltaic support can reliably bear the destructive force of downward pressing or upward pulling, and the reliable and lasting supporting force is provided for the solar photovoltaic panel on the upper portion of the support.
2) The construction method for the photovoltaic support precast pile based on the mud jacking process and used for the harder stratum is compared with a bored pile construction method, the foundation steel bar installation accuracy is high, the concrete protection layer control effect is good, better weather resistance and corrosion resistance are achieved, the pile body verticality and plane deviation accuracy are easy to control, and the influence of rainy days on construction is greatly reduced. The photovoltaic support pile foundation modularization, the rapidity and the accuracy construction are realized.
3) The photovoltaic support precast pile construction method based on the mud jacking process and used for the harder stratum compares with a precast pile adopting a pile sinking process, has low requirements on the concrete grade of a pile body, and solves the problems of potential quality hazards such as pile breakage, pile body inclination and the like easily caused during construction of the harder stratum.
4) According to the construction method of the photovoltaic support precast pile for the harder stratum based on the mud jacking process, the adopted drilling diameter is 10mm larger than the pile diameter of the precast pile, and the perpendicularity of the pile body is extremely easy to guarantee due to the fact that the precast pile is not deep in embedding depth (the pile depth is less than 2 m).
5) The photovoltaic support precast pile construction method based on mud jacking technology for harder stratum provided by the application ensures the installation accuracy of the embedded bolt by using the upper steel plate and the lower steel plate in the precast pile manufacturing process, adopts the bolt connection to be connected with the photovoltaic support upright post, and is more firm than the traditional welding mode.
Drawings
Fig. 1 is a schematic structural view of a construction method of a photovoltaic support precast pile for a harder stratum based on a grouting process according to the present application in a front view;
fig. 2 is a schematic structural diagram of a top view of the construction method of the photovoltaic support precast pile for the harder stratum based on the grouting process provided by the application;
FIG. 3 is a schematic sectional view taken along line A-A in FIG. 1;
fig. 4 is a schematic front view of a precast pile in a precast state provided by the present application;
fig. 5 is a schematic structural view of the installation state of the construction method of the photovoltaic bracket precast pile for the harder stratum based on the grouting process provided by the application;
FIG. 6 is a schematic front view structure of a photovoltaic bracket mounting in an embodiment of the present application;
FIG. 7 is a flow chart of a construction method provided herein;
illustration of the drawings:
11. drilling the inner wall of the hole; 110. grouting gaps; 111. prefabricating a pile by concrete; 112. a grouting pipe; 113. A U-shaped connecting rod; 114. a thread; 115. a nut; 116. a lower steel plate; 117. a conical pile head; 118. a stress rib; 119. an outflow gap; 120. hooping; 122. steel plate feeding; 132. an oblique beam; 134. bracing; 135. a through hole; 14. a column; 142. a support pillar; 15. a solar photovoltaic panel.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention more apparent, the technical solutions of the embodiments of the present invention will be described clearly and completely with reference to the accompanying drawings of the embodiments of the present invention, and it is obvious that the described embodiments are some, but not all embodiments of the present invention. The components of embodiments of the present invention 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 present invention, presented in the figures, is not intended to limit the scope of the invention, as claimed, but is merely representative of selected embodiments of the invention. All other embodiments, which can be obtained by a person skilled in the art without any inventive step based on the embodiments of the present invention, are within the scope of the present invention.
Technical means which are not described in detail in the present application and are not used for solving the technical problems of the present application are all arranged according to common knowledge in the field, and various common knowledge arrangement modes can be realized.
Referring to fig. 1-4, the construction method of the photovoltaic support precast pile based on the mud jacking process for the harder stratum comprises the following steps:
step S1 measures the payoff: surveying pile positions and setting the distance between adjacent pile positions;
step S2 drilling: drilling the set pile position, measuring the thickness of the soil deficiency 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 quality of the formed hole; the thickness of the deficient soil at the bottom of the hole is less than or equal to 10 cm; the allowable deviation of the verticality per meter of the drilled precast pile is 10 mm;
step S3 pile insertion: the precast pile is placed in the hole site, and the perpendicularity of the pile body is easily guaranteed because the diameter of the drilled hole is only 10mm larger than the diameter of the precast pile. (ii) a
Step S4 backfill grouting: clean grouting M10 cement with a water-cement mass ratio of 0.75 by adopting a pure-pressure grouting method, grouting after a BW250 type piston grouting pump is communicated with a pipeline on the top surface of a grouting pipe 112, arranging a pressure gauge on a pipeline communicated with the grouting pipe 112 by the grouting pump, backfilling grouting pressure of 0.05-0.5 MPa and final pressure of 0.5MPa, stopping grouting after slurry flows out of the ground and the concentration of the flowed slurry is the same as that of the poured slurry, keeping the pressure for 5min, and tightly plugging a grouting hole by adopting expansive cement after the grouting is finished;
the precast pile includes a concrete precast pile 111 accommodated in the inner wall 11 of the borehole; the concrete precast pile 111 includes: a plurality of stress ribs 118, a grouting pipe 112, a conical pile head 117 and a mounting and connecting assembly; 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 concrete precast pile 111; the top end of the grouting pipe 112 extends out of the top surface of the concrete precast pile 111, and a liquid outlet hole in 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 formed between the lower part of the inner wall 11 of the drill hole and the outer side wall of the conical pile head 117; between the inner wall 11 of the drilled hole and the outer wall of the precast concrete pile 111 is a grouting gap 110.
The mounting connection assembly is arranged on the top surface of the concrete precast pile 111;
the stress bars 118 are arranged at intervals along the circumference 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 especially the stress reliability of the inner wall in the downward pressing or upward pulling direction can be enhanced. The required mechanical property is not obtained, and the solar photovoltaic panel 15 can bear the sinking and pulling force.
Referring to fig. 5, the photovoltaic support includes: the upright posts 14 are provided with photovoltaic brackets on the top surfaces of the upright posts 14; the bottom surface of the upright post 14 is connected with the top surface of the precast pile through a mounting connection assembly.
After the precast pile is installed by the method, the normal installation and supporting stress requirements of the photovoltaic support with the height of 2-4 m on the ground can be effectively improved. This precast pile simple structure, appearance structure unification degree is high, is convenient for realize the modularization of extensive construction, and the construction is changed fast, the accuracy. The application provides precast pile is particularly useful for hard geological area and the steeper mountain area of topography and uses.
During prefabrication, concrete is poured into the inner cavity of the mold from the upper part, the concrete is stacked upwards along the mold from the bottom, and after the mold is filled, 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 mold, 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 is installed by performing the pile inserting operation of step S3.
Pressure grouting is then performed through step S4. Grouting pressure is 0.5MPa, so that cement slurry can be filled in the outflow gap 119 and the grouting gap 110, the bottom layer of the pile bottom and the bottom layer around the pile side can be subjected to splitting permeation, and meanwhile, the strength of the stratum around the precast pile is improved and strengthened to a certain extent under the permeation and cementing hardening effects of the cement slurry, so that the bearing capacity of the precast pile is effectively enhanced, and the solar photovoltaic panel 15 foundation capable of meeting the requirements of a 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 problems that the precast pile cannot be installed and the subsequent use stability is low due to fracture caused by the external force or internal accumulated stress are avoided. Meanwhile, the precast pile and the grouting pipe 112 preset in the precast pile are adopted, so that reliable fixed installation of the precast pile and the drilled hole can be effectively realized, and a reliable solar photovoltaic panel foundation is obtained. The water to ash ratio in this application is 0.75.
The pile body structure comprises toper pile head 117, mud jacking pipe 112 way, precast pile body and buried bolt 114 in advance, has realized photovoltaic support 13 pile foundation modularization, and the rapidization is under construction accurately, has effectively solved current precast pile and has required height, the topography adaptability is poor, the easy disconnected problem of stake of hammering pile sinking to the pile body structure, has guaranteed engineering quality and construction progress. A tapered stub 117 is provided to facilitate insertion into the borehole.
In a specific embodiment, when the thickness of the soil at the bottom of the hole exceeds the quality standard, analyzing the reason, and taking measures to process;
preferably, step S2 includes the steps of:
step S21: drilling and unearthing the set pile position by adopting a crawler-type hydraulic drilling machine JK580, stopping drilling and lifting the drilling after the depth is controlled; after the drill bit is drilled to a preset depth, idle soil removal is carried out at the bottom of the hole, then the drill rod is stopped and lifted, and the drill rod is kept straight to prevent the drill hole from being enlarged. According to the operation, the drilling holes meeting the installation requirements of the solar photovoltaic panels 15 in the regions can be obtained, and the precast pile can be conveniently installed.
Preferably, the thickness of the soil is measured by using a depth measuring rope, a depth measuring rope hammer or a portable lamp to measure the hole depth and the thickness of the soil.
In a specific embodiment, the operation of controlling the allowable deviation of the verticality of the drilled precast pile per meter to be 10mm comprises: when a drill hole is drilled, if a soil layer containing more stones or a soft plastic clay layer containing more water is encountered, the drill rod is prevented from shaking to cause the attachment of disturbed soil on the hole wall and the increase of falling soil at the hole bottom.
Preferably, the preset pile position in step S2 is set by using a position-loop method.
Preferably, step S1 includes: pile placing operation is carried out after the tested pile position is tested, managed and retested without error, and whether the size between the pile position to be driven and an adjacent pile meets a preset interval or not is checked before construction every day; by this operation a certain number of level points can be set for pile feeding height control. According to the operation, the accuracy and the reliability of drilling can be effectively improved.
Preferably, the photovoltaic support comprises: a diagonal beam 132, a 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 bottom surface middle region of the oblique beam 132 is connected with the top surface of the supporting column 142; the brace 134 is connected at one end to the support column 142 and at the other end to the perimeter of the underside of the stringer 132.
Preferably, it comprises: a lower steel plate 116, wherein 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 grout tube 112 is received in the through hole 135 formed in the lower steel plate 116, and this arrangement protects the top end of the grout tube 112112 from being deformed by impact during transit.
Preferably, the method comprises the following steps: 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 mud jacking pipe 112 is accommodated in the sleeve 123; the upper steel plate 122 covers the top surface of the sleeve 123; the mounting end of the mounting connection assembly extends beyond the top surface of the upper steel plate 122.
Preferably, the mounting-connecting 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 to the embedded bolt 114.
When the precast pile is buried underground according to the arrangement, the normal exposure of the installation and connection assembly can be realized, and the installation operation is convenient. In one embodiment, the coupling nut 115 and the embedded bolt 114 of the mounting and connecting assembly extend out of the top surface of the upper steel plate 122.
Compared with the prior art, the invention has the advantages that;
the construction method provided by the invention adopts a mud jacking process, has low requirement on the concrete grade of the pile body structure of the precast pile, and avoids the problem that the pile sinking process is easy to generate quality hidden troubles such as pile breakage, pile body inclination and the like in the construction of areas such as granite and the like on harder ground layers, so that the precast pile of the photovoltaic bracket can be used in the areas of the harder ground layers;
furthermore, the construction method provided by the invention fills the gap between the precast pile and the drilled hole from bottom to top by grouting the pile bottom, and is combined with the stratum around the pile body by the functions of infiltration, splitting, filling and the like of high-pressure slurry, so that the friction resistance of the pile side is increased, the strength of the stratum around the precast pile is improved and strengthened to a certain extent, the bearing capacity of a single pile is effectively improved, the settlement of a pile foundation is reduced, a photovoltaic support can reliably bear the destructive force of downward pressing or upward pulling, and the reliable and lasting supporting force is provided for the solar photovoltaic panel on the upper part of the support;
furthermore, compared with the conventional cast-in-situ bored pile construction method, the construction method provided by the invention has the advantages that the installation accuracy of the foundation steel bars is high, the control effect of the concrete protective layer is good, the weather resistance and the corrosion resistance are better, the verticality and the plane deviation precision of the pile body are easy to control, and the influence of rainy days on the construction is greatly reduced. The modularization, the rapidity and the accuracy of the construction of the photovoltaic support pile foundation are realized
Furthermore, the diameter of the drilled hole adopted by the construction method provided by the invention is 10mm larger than the diameter of the precast pile, and the perpendicularity of the pile body is easily ensured because the precast pile is not deeply embedded (the pile depth is less than 2 meters).
Further, according to the construction method provided by the invention, 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 accuracy 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 the traditional welding method.
Examples
The method comprises the following steps:
s1 measurement of payoff: the pile position measured and placed can be subjected to pile placing operation after the pile position is measured, monitored and retested without errors, and whether the size between the pile position to be driven and an adjacent pile is correct or not needs to be checked before construction every day. A certain number of leveling points are arranged for facilitating the pile feeding height control.
S2 drilling: and (3) aligning the pile position by the crawler-type hydraulic drilling machine JK580, starting the machine to drill and unearth, and stopping and lifting the drill after the depth is controlled. After the hole is drilled to a preset depth, idle rotation soil cleaning is carried out at the bottom of the hole, and then the rotation is stopped; and lifting the drill rod without rotating the drill rod. And if the thickness of the soil at the bottom of the hole exceeds the quality standard, analyzing the reason and taking measures to process. The soil scattered on the ground during the drilling process must be removed at any time. And checking the quality of the formed hole. And measuring the hole depth and the thickness of the soil by using a sounding rope hammer or a portable lamp. The thickness of the deficient soil is equal to the difference of the drilling depths. The thickness of the deficient soil should not exceed 10cm in general. When a soil layer containing more stones or a soft plastic clay layer containing more water is drilled, the drill rod is prevented from shaking to cause the hole diameter to be enlarged, so that disturbed soil is attached to the hole wall and falling soil is increased at the hole bottom. The allowable deviation of the verticality per meter of the drilled precast pile is 10 mm.
S3 pile inserting: and (4) fixing a hanging strip on the precast pile, hanging the precast pile to a specified hole position by using an excavator, and vertically placing the precast pile.
S4 grouting the reserved hole by backfilling: the grouting material adopts M10 cement paste, the water cement ratio: 0.75. the pure pressure type grouting method is adopted, a stopper is adopted for sealing an orifice, and a pressure gauge is installed at the orifice. The BW250 type piston type grouting pump is used for grouting, cement paste is uniformly mixed and transported on site, and a tee joint and a gate valve are arranged at the outlet of the grouting pump to install a paste return pipeline. Grouting is carried out by a grouting pipe, when the surface has grout flowing out and the concentration is the same, the grouting is stopped after the pressure is maintained for 5 min; if slurry channeling or slurry running occurs in other holes, stopping grouting when the concentration of slurry flowing out of the slurry channeling or slurry running holes is basically consistent with the grouting concentration of the grouting holes; if the grouting pressure reaches 0.5MPa, but the slurry cannot be injected, which indicates that the longitudinal grouting pipe is blocked, radial grouting is needed. When the grouting pressure reaches the design final pressure or the adjacent holes have slurry string, the grouting can be stopped. And in the grouting process, the changes of grouting pressure and flow are observed constantly, and a grouting record table is made. The backfill grouting pressure is generally 0.05-0.1MPa and the final pressure is 0.5 MPa. And (5) finishing grouting standard: and under the specified pressure, stopping sucking the grout in the grouting holes, and finishing grouting after the grouting is continued for 5min, or finishing grouting when a large amount of grout overflows from the radial exhaust holes. And after the grouting is finished, closing the orifice gate valve and stopping the grouting pump, and adopting expansion cement to closely plug the grouting hole.
The concrete precast pile 111 is C30 reinforced concrete, the pile diameter is 300mm, each photovoltaic support 13 adopts 4 piles, the length of the primary pile is 2700mm, and the pile top is 800mm higher than the ground. The photovoltaic support 13 stand 14 adopts rag bolt to be connected with the precast pile basis. The hole forming construction is carried out by a drilling machine, and the used mud jacking pipe 112 is a PE pipe embedded in the precast pile.
The single-pile photovoltaic supporting structure adopts 2 inclined struts to support the inclined beams 132 and the cross beams, so that the photovoltaic cell panel is supported, the steel inclined struts 134 are connected with the steel columns through the hoops, and the single-pile photovoltaic supporting structure has the advantages of being simple and efficient. The photovoltaic module is connected with the cross beam through stainless steel bolts, and each photovoltaic panel is fixed on the cross beam through 4 bolts. The cross beam is connected with the oblique beam 132 through bolts.
The distance between the pile foundations is 4.4m, and the requirement of the composite photovoltaic project land in Yunnan province is met. The span of the cross beam is 4.4m, the diagonal beam 132 adopts a magnesium-aluminum-zinc plated thin-wall curled channel steel with the thickness of C90 multiplied by 45 multiplied by 20 multiplied by 2.5mm, the cross beam adopts a magnesium-aluminum-zinc plated thin-wall curled channel steel with the thickness of C90 multiplied by 45 multiplied by 20 multiplied by 2.0mm, the front diagonal brace 134 adopts a magnesium-aluminum-zinc plated thin-wall curled channel steel with the thickness of C60 multiplied by 40 multiplied by 20 multiplied by 2.0mm, the rear diagonal brace 134 adopts a magnesium-aluminum-zinc plated thin-wall curled channel steel with the thickness of C60 multiplied by 40 multiplied by 3.0mm, the lower upright post 14 adopts a phi 159 multiplied by 4.5mm hot galvanized steel pipe, and the upper upright post 14 adopts a phi 146 multiplied by 3.0mm hot galvanized steel pipe. The cross beam and the inclined beam 132 are made of Q355 magnesium-aluminum-zinc plated steel, the inclined strut 134 is made of Q235B hot dip zinc plated steel, the upright post 14 is made of Q420B hot dip zinc plated steel, and the other parts of connecting pieces are made of Q355B magnesium-aluminum-zinc plated steel or Q235B hot dip zinc plated steel. The photovoltaic support and the foundation body are shown in detail in figure 6.
The precast pile includes a concrete precast pile 111 accommodated in the inner wall 11 of the borehole; the concrete precast pile 111 includes: a plurality of stress ribs 118, a mud jacking pipe 112, a conical pile head 117 and a mounting and connecting assembly; 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 concrete precast pile 111; the top end of the grouting pipe 112 extends out of the top surface of the concrete precast pile 111, and the bottom surface of the grouting pipe 112 extends out of the bottom surface of the conical pile head 117 and is provided with a discharge gap 119 at an interval with the bottom surface of the inner wall 11 of the drill hole; a grouting gap 110 is arranged between the inner wall 11 of the drilled hole and the outer side wall of the concrete precast pile 111 at an interval;
the mounting connection assembly is arranged on the top surface of the concrete precast pile 111;
the stress bars 118 are arranged at intervals along the circumference 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 especially the stress reliability of the inner wall in the downward pressing or upward pulling direction can be enhanced. The required mechanical property is not obtained, and the sinking and pulling force of the solar photovoltaic panel 15 is resisted;
referring to fig. 6, the photovoltaic support 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 a mounting and connecting assembly.
The precast pile arranged by the method is installed in a state shown in fig. 7, and the effective support of the oblique beam 132 with the transverse length of 16.3m can be realized by installing 4 brackets. After installation, the included angle between the inclined beam 132 and the ground is 22 degrees, and the interval between the lowest end of the inclined beam 132 and the ground is 2.5 m. After installation, the oblique beam 132 has an area of 64.385m 2 . When the prefabricated pile is installed, the distance between adjacent prefabricated piles on the slope is 4.5m
According to the solar photovoltaic panel support installed according to the method, under the load effects of wind, self weight and the like, the phenomenon of pressing down or pulling up damage possibly occurs on the basis of the photovoltaic panel support, the bearing capacity check calculation is carried out on the basis, and the load effect is used as the basis of the design of the basis according to the standard combination of the load effect under the limit state of normal use. The design method of the support foundation refers to the technical specification of the solar power generation support foundation GB 51101-2016 and the technical specification of the building pile foundation JGJ 94-2008 for design. The foundation needs to calculate and recheck the vertical bearing capacity and the horizontal bearing capacity of the pile foundation. Estimating and checking the vertical compression resistance and the vertical pulling resistance according to 5.3.5 clauses of technical Specifications for solar power generation support foundations; and estimating and checking the horizontal bearing capacity according to the building pile foundation technical specification, 5.7.1 clause 4.
The fixed bolster adopts the precast pile basis, adopts drilling machine pore-forming construction, and the pile body adopts C30 reinforced concrete, stake footpath 300mm, and every photovoltaic support adopts 4 stakes, and the preliminary pile length is 2700mm, and the pile bolck exceeds ground 800mm, and 1900mm is buried to the bottom. The photovoltaic support stand 14 and the precast pile foundation adopt bolted connection, ensure that stand 14 and foundation are reliably connected. The basic calculation is as follows:
1) pile foundation uplift bearing capacity calculation
According to the relevant standard of the pile foundation and the pulling force born by the pile foundation, N can be obtained by calculation Upward pulling force =11.9kN。
On site, single-pile uplift tests are carried out by adopting cast-in-situ bored piles and precast piles with the same size and the same reinforcing bars. In the test, the two pile types are loaded to 50kN, the pile pulling amount does not exceed 10mm, the piles reach the maximum loading value required by the design, the pile pulling amount reaches the relatively stable standard, the intragroup range does not exceed 30% of the average value, the average value of 50kN is taken as the vertical pulling resistance limit bearing capacity of the single pile, namely the characteristic value of the vertical pulling resistance bearing capacity of the single pile is 25 kN; the two pile types of uplift resistance meet the requirements.
2) Pile foundation horizontal force bearing capacity calculation
According to the technical specification of building pile foundations, column bottom counter force and bending moment are calculated, the bending moment of a pile body at the ground is equivalent, and the horizontal force N horizontal force of the pile top is converted to be =28.3 kN.
On site, the cast-in-situ bored pile and the precast pile with the same size and the same reinforcing bars are adopted to carry out single-pile uplift test. In the test, the average value of the horizontal critical load of the single pile of the cast-in-situ 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 52 kN. The horizontal force of the two pile types can meet the requirement.
3) Pile foundation vertical bearing capacity calculation
According to the standard combination effect of the axle load effect, N can be obtained by calculation Vertical force And (4) carrying out a single-pile pulling resistance test on the site by adopting the cast-in-situ bored piles and precast piles with the same size and the same reinforcing bars. In the test, the load is loaded to 60kN, the maximum load value of the design requirement is achieved, the pile top settlement reaches a relatively stable standard, the extreme difference in the group does not exceed 30% of the average value, the average value of 60kN is taken as the vertical compression resistance limit bearing capacity of the single pile, and the characteristic value of the bearing capacity is 30 kN. The vertical bearing capacity of the two pile types meets the requirement.
Therefore, when the solar photovoltaic panel support precast pile based on the grouting process is used in a harder stratum, the constructed precast pile is basically the same as the bored pile in the stress performance, and the horizontal limit bearing capacity of the precast pile is better than that of the existing bored pile.
Although the present invention has been described in detail with reference to the foregoing embodiments, it will be apparent to those skilled in the art that various changes in the embodiments and/or modifications of the invention can be made, and equivalents and modifications of some features of the invention can be made without departing from the spirit and scope of the invention.
Claims (10)
1. A construction method of a photovoltaic support precast pile for a harder stratum based on a mud jacking process is characterized by comprising the following steps:
step S1 measures the payoff: surveying pile positions and setting the distance between adjacent pile positions;
step S2 precast pile drilling: drilling the set pile position, measuring the thickness of the soil deficiency 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 quality of the formed hole; the thickness of the deficient soil at the bottom of the hole is less than or equal to 10 cm; the allowable deviation of the verticality per meter of the drilled precast pile is 10 mm;
step S3 pile insertion: vertically placing the precast pile into the opened hole site;
step S4 grouting: pure-pressure grouting with M10 cement with a water-cement ratio of 0.75 by adopting a pure-pressure grouting method, grouting by using a BW250 type piston grouting pump, arranging a pressure gauge on a pipeline communicated with the top surface of a grouting pipe by the grouting pump, stopping grouting after the backfill grouting pressure is 0.05-0.5 MPa and the final pressure is 0.5MPa, and closely plugging a grouting hole by adopting expansion cement after grouting is finished, wherein when grout flows out from the ground and the concentration of the outflow grout is the same as that of the grouting grout and the pressure is maintained for 5 min;
the precast pile comprises a concrete precast pile accommodated and arranged in the inner wall of the drilled hole; the concrete precast pile includes: the device comprises a plurality of stress ribs, a mud jacking pipe, a conical pile head and an installation connecting assembly; the bottom surface of the concrete precast pile is provided with a conical pile head;
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 precast concrete pile, and a liquid outlet hole in the bottom surface of the grouting pipe is formed in the bottom surface of the conical pile head; a discharge gap is formed between the lower part of the inner wall of the drill hole and the outer side wall of the conical pile head; grouting gaps are arranged between the inner wall of the drilled hole and the outer side wall of the concrete precast pile at intervals; backfilling and grouting to fill the grouting gap;
the mounting and connecting 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;
photovoltaic support includes: the photovoltaic bracket is arranged on the top surface of the upright column; the bottom surface of the upright post is connected with the top surface of the precast pile through the mounting and connecting assembly.
2. The method for constructing the photovoltaic bracket precast pile for the harder stratum based on the mud jacking process as claimed in claim 1, wherein the measurement of the thickness of the virtual soil adopts a depth measuring rope, a depth measuring rope hammer or a portable lamp to measure the hole depth and the thickness of the virtual soil.
3. The method for constructing the photovoltaic bracket precast pile for the harder ground layer based on the mud jacking process as claimed in claim 1, wherein the setting of the preset pile position in step S2 is set by a position ring method.
4. The method for constructing a photovoltaic support precast pile for a harder formation based on the grouting process as claimed in claim 1, wherein the step S1 comprises: pile position of survey put carry out pile operation after measuring, managing and retesting the mistake to whether the size that will execute between pile position and the adjacent pile of beating satisfies preset interval before the construction every day.
5. The method for constructing a photovoltaic support precast pile for a harder formation based on the grouting process as claimed in claim 1, wherein the step S2 comprises the steps of:
step S21: drilling into and out of the earth at the set pile position by adopting a crawler-type hydraulic drilling machine JK580, and stopping and lifting the drill after the depth is controlled; after the drill bit is drilled to a preset depth, idle soil removal is carried out at the bottom of the hole, then the drill rod is stopped and lifted, and the drill rod is kept straight to prevent the drill hole from being enlarged.
6. The construction method of the photovoltaic support precast pile for the harder stratum based on the mud jacking process as claimed in claim 1, is characterized by 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 mud jacking pipe is accommodated in a through hole formed in the lower steel plate.
7. The construction method of the photovoltaic support precast pile for the harder stratum based on the mud jacking process as claimed in claim 1, is characterized by 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 mud jacking pipe is accommodated in the sleeve; the upper steel plate is covered on the top surface of the sleeve; the mounting end of the mounting and connecting assembly extends out of the top surface of the upper steel plate.
8. The method for constructing a photovoltaic support precast pile for a harder formation based on the mud jacking process as claimed in claim 1, wherein the photovoltaic support comprises: the device comprises an oblique beam, a support column and a plurality of oblique supports; the top surface of the upright post is connected with the bottom surface of the support column; the middle area of the bottom surface of the oblique beam is connected with the top surface of the support pillar; one end of the inclined strut is connected with the supporting column, and the other end of the inclined strut is connected with the periphery of the bottom surface of the inclined beam.
9. The method for constructing a photovoltaic support precast pile for a harder formation based on the mud jacking process as claimed in claim 1, wherein the installing and connecting assembly comprises: u-shaped connecting rods and nuts; 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.
10. The construction method of the photovoltaic bracket precast pile for the harder ground layer based on the mud jacking process as claimed in claim 1, wherein the cross section of the concrete precast pile is circular or square.
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| CN111519642A (en) * | 2020-04-22 | 2020-08-11 | 广东裕基建筑工程有限公司 | Pile foundation structure and construction method thereof |
| 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 |
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| 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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