PHC tubular pile construction structure for steep hillside rock foundation

Abstract

The utility model belongs to the technical field of PHC pipe pile construction, and particularly relates to a steep hillside rock foundation PHC pipe pile construction structure which comprises a pile hole, a reinforcement cage and a PHC pipe pile. An end plate is arranged at the outer bottom of the PHC pipe pile; a main reinforcement of the reinforcement cage is welded with the end plate; the reinforcement cage is arranged at the bottom of the pile hole, and the length of the reinforcement cage is equal to 1 / 3 of the length of the pile hole; a solid cast-in-place concrete pile is arranged in the pile hole at the depth of the reinforcement cage, and a PHC pipe pile is arranged in the pile hole above the reinforcement cage; and the hole diameter of the pile hole is the same as that of the PHC pipe pile. The PHC pipe pile is adopted at the upper part, and the reinforced concrete cast-in-place pile is adopted at the lower part, so that the bending resistance requirement can be met; and meanwhile, the problem that the pulling resistance of the PHC pipe pile is insufficient due to the guide hole can be counteracted by utilizing the pulling resistance of the cast-in-place pile.

Description

TECHNICAL FIELD

[0001] The utility model belongs to the PHC pipe pile construction technical field, specifically relates to a steep mountain slope rock ground PHC pipe pile construction structure. BACKGROUND

[0002] At present, many photovoltaics develop to mountainous areas, but mountainous photovoltaics often face large slope (fixed support reaches 40 degrees, flexible support reaches 60-70 degrees), and many are rock geology. At present, in the specification related to photovoltaic power generation project and actual construction project, there are three technical schemes for carrying out photovoltaic project pile foundation construction on steep slope mountain rock ground:

[0003] ①Use cast-in-place pile, the method is as follows: drilling, placing reinforcement cage, pouring concrete, curing. It has the problems of long construction period, troublesome reinforcement cage production and concrete pouring, poor stress performance, and cannot meet the requirements of high height from ground, long support steel column, high cost and other problems, and is mostly double-row pile, which is difficult to meet the requirements of support height and column spacing.

[0004] ②Direct pile driving, the method is as follows: using a heavy pile driver to directly drive a precast pile into the ground below a specified depth. It has the problems of being unable to drive into rock areas, precast pile breaking during pile driving, and pile driver being unable to operate in steep slope areas.

[0005] ③High-strength grouting method, the method is as follows: drilling, producing precast pile template, producing precast pile with guide pipe, pile erection, high-pressure grouting. The high-pressure grouting equipment required by the method cannot stand on steep slopes in mountainous areas and cannot adapt to steep slope mountain projects; the precast pile with guide pipe needs to be customized, and the adaptability of the precast pile is poor; the precast pile needs to be produced with special molds or self-produced, and the production period, cost and quality are difficult to guarantee; the method uses high-strength grouting method, and whether the precast pile after grouting meets the bearing capacity requirement cannot be verified; the method generally uses reinforced concrete structure, and the bending resistance, compression resistance and crack resistance are all inferior to PHC pipe pile;

[0006] The general precast pile has a diameter of 300 / 250 / 220 / 200 / 150, etc., and requires a drilling hole with a diameter of 10mm larger than the pile diameter, i.e., a drilling hole with a diameter of 310 / 260 / 230 / 160. Such drill bits are difficult to purchase on the market. UTILITY MODEL CONTENTS

[0007] The utility model solves the problems of: more photovoltaics in steep rock mountainous areas in southern regions, large slope + rock ground + high height of components from ground + difficult pile driving, installation difficulty caused by mountain slope fluctuation, and insufficient uplift resistance of PHC pipe pile.

[0008] In order to solve the above technical problems, the utility model provides the following technical scheme:

[0009] The utility model provides a steep hillside rock foundation PHC pipe pile construction structure, including pile hole, still include reinforcement cage, PHC pipe pile, the bottom of PHC pipe pile outside is provided with end plate, and the main reinforcement of reinforcement cage is connected with end plate welding, and reinforcement cage sets up at the bottom of pile hole, and the length of reinforcement cage is equal to 1 / 3 of the length of pile hole, and the pile hole in the depth of reinforcement cage is solid concrete filling pile, and the pile hole above reinforcement cage is PHC pipe pile, and the size of the aperture of pile hole is same with the size of the diameter of PHC pipe pile.

[0010] Further, the reinforcement cage is combined by a plurality of main reinforcements and stirrups.

[0011] Further, in the reinforcement cage, the number of main reinforcements is four, and the diameter is 12 mm; the diameter of the stirrup is 6 mm, and the spacing of the stirrup is 200 mm.

[0012] Further, the length of the main reinforcement is 1 / 3 of the depth of the pile hole, and the diameter of the stirrup is adapted to the aperture of the pile hole.

[0013] Further, the length of the reinforcement cage is 500 mm.

[0014] Further, the support further includes a column, first and second inclined braces on both sides of the column, and an inclined beam connected to the top of the column, the first inclined brace and the second inclined brace.

[0015] Further, the support further includes a photovoltaic module connected to the inclined beam through purlin purlin support.

[0016] Further, the column is connected to the first inclined brace, the second inclined brace and the PHC pipe pile by a first clamp, and the column is further connected to the PHC pipe pile by a second clamp.

[0017] Further, the column is further connected to a cross beam at the top of the PHC pipe pile.

[0018] Further, the purlin purlin support includes a purlin support and a purlin connected to the purlin support, and the inclined beam and the purlin are connected by the purlin support; the photovoltaic module is fixed on the purlin, and the photovoltaic module is fixed on the purlin by bolts or pressing blocks.

[0019] Compared with the prior art, the utility model has the following beneficial effects:

[0020] (1) The utility model fully combines the advantages of the large pullout resistance of the cast-in-place pile and the simple construction, the strong bending resistance of the PHC pipe pile and the high ground exposure, and the combination of the two forms complementary advantages. Figure 4 、 Figure 5As shown, the bending moment change rule after the pile enters the soil layer is fully utilized (the bending moment gradually decreases after the pile enters the soil layer, and the bending moment is reduced to 1 / 2 of the maximum bending moment at 1 / 3 of the distance from the pile bottom), so the length of the steel reinforcement cage is equal to 1 / 3 of the length of the pile hole, and the upper part uses the PHC pipe pile and the lower part uses the reinforced concrete cast-in-place pile, so that the bending resistance requirement can be met. Meanwhile, the uplift resistance of the cast-in-place pile can offset the insufficient uplift resistance of the PHC pipe pile caused by the hole.

[0021] (2) The top PHC pipe pile of the utility model can select the height exposed to the ground according to the requirement, the length of the pile can be adjusted at the predetermined stage of the PHC pipe pile, and the installation difficulty caused by the ups and downs of the mountain slope is reduced.

[0022] (3) The utility model discloses that the PHC pipe pile and the steel reinforcement cage are internally provided with the solid concrete cast-in-place pile, so that the uplift resistance of the pile foundation can be further improved.

[0023] (4) The support and the top of the PHC pipe pile adopt the double-hoop connection form, the top elevation of the support stand can be adjusted again at the installation stage, the welding is not needed in the support installation process, the problem of great welding difficulty and fire can be effectively avoided.

[0024] (5) The utility model can be applied to the steep rock mountain area with large slope which cannot be constructed by other technologies, and is especially suitable for the high support forest-light complementation, the agricultural-light complementation and the flexible support and the like.

[0025] (6) The concrete pouring amount of the utility model is small, a small concrete pouring pump can be used, and the small concrete pouring pump can run on the temporary simple road with the width of 2.0 m.

[0026] (7) The utility model can adjust the top elevation of the pile according to the requirement, and the top elevation of the support can be finely adjusted through the steel stand column in the subsequent stage, so that the ups and downs of the mountain area can be met.

[0027] (8) The utility model is only suitable for the photovoltaic power generation project, and is not suitable for the building and structure with great uplift resistance. BRIEF DESCRIPTION OF DRAWINGS

[0028] Figure 1 It is a structural schematic view of a steep mountain slope rock foundation PHC pipe pile construction structure of the utility model;

[0029] Figure 2 It is a partial schematic view of one place of the utility model; Figure 1

[0030] It is a partial schematic view of another place of the utility model; Figure 3 Figure 1

[0031] Figure 4 It is a bending moment change rule diagram after the pile enters the soil layer, and the thickness of the surface soil is 0.2 m.​​

[0032] Figure 5 The figure is a bending moment change rule diagram of the pile after entering the soil layer, and the thickness of the surface soil is 1.0 m.

[0033] Reference signs:

[0034] 1 is a main reinforcement; 2 is a stirrup; 3 is a PHC pipe pile; 4 is an end plate; 5 is a pile hole; 7 is a hoop 1; 8 is a hoop 2; 9 is a cross beam; 10 is a first inclined brace; 11 is a second inclined brace; 12 is an inclined beam; 13 is a purlin; 14 is a purlin support; 15 is a photovoltaic module; 16 is a stand column; and 17 is a bolt. DETAILED DESCRIPTION

[0035] The technical solutions of the present application will be clearly described below with reference to the drawings. Obviously, the described embodiments are not all the embodiments of the present application, and all other embodiments obtained by those of ordinary skill in the art without creative labor fall within the protection scope of the present application.

[0036] It should be noted that the terms "center", "upper", "lower", "horizontal", "left", "right", "front", "rear", "transverse", "longitudinal" and the like indicate the orientation or positional relationship based on the orientation or positional relationship shown in the drawings, and are only for the convenience of describing the present application and simplifying the description, and do not indicate or imply that the devices or elements referred to must have a particular orientation, be constructed and operated in a particular orientation, and therefore cannot be understood as a limitation on the present application.

[0037] In combination with Figure 1 , Figure 2 , Figure 3 The present application provides a steep slope rock foundation PHC pipe pile construction structure, which comprises a pile hole 5, a steel reinforcement cage and a PHC pipe pile 3.

[0038] The hole size of the pile hole 5 is the same as the pile diameter of the PHC pipe pile 3, and the depth of the pile hole 5 is set according to requirements.

[0039] The steel reinforcement cage is composed of connected main reinforcements 1 and stirrups 2; the main reinforcements 1 are 4C12 ("C12" represents that the diameter of the reinforcement is 12 mm, and "4" represents the number, 4C12 means that the steel reinforcement cage has four main reinforcements 1 with a diameter of 12 mm), and the main reinforcements 1 are the main load-bearing part of the steel reinforcement cage and are responsible for bearing tension; the stirrups 2 are composed of C6@200 (C6@200" indicates the specification and spacing of the stirrups, "C6" represents that the diameter of the stirrup 2 is 6 mm, and "@200" represents that the spacing of the stirrup 2 is 200 mm), and the main function of the stirrup is to fix the position of the main reinforcement, increase the overall stability of the steel reinforcement cage, and prevent the concrete from cracking under stress.

[0040] That is, the reinforcement cage is composed of four main reinforcements 1 with a diameter of 12 mm and stirrups 2 with a diameter of 6 mm and a spacing of 200 mm, so that the reinforcement cage has sufficient bearing capacity and can maintain the stability of the structure.

[0041] The main reinforcement 1 of the reinforcement cage and the end plate 4 are welded and connected, and an angle weld is used.

[0042] According to the depth of the pile hole 5, the thickness of the protective layer (the distance from the outer surface of the reinforcement cage to the inner wall of the pile hole), and the size of the pile diameter, the size of the circular reinforcement cage is determined; the pile diameter will directly affect the outer diameter of the reinforcement cage, and the thickness of the protective layer is determined to prevent the reinforcement from being directly exposed to the environment and to increase its durability; the total depth of the pile hole determines the length of the reinforcement cage.

[0043] The length of the reinforcement cage (the length of the main reinforcement 1) is 1 / 3 of the depth of the pile hole 5, and the width of the reinforcement cage (the diameter of the stirrup 2) is adapted to the hole diameter of the pile hole 5. In the figure, the length of the reinforcement cage is a mm (such as 500 mm), the depth of the pile hole 5 is 3a mm (such as 1500 mm), and the height of the PHC pipe pile 3 above the ground is b mm (such as 2221 mm).

[0044] The reinforcement cage is arranged at the bottom of the pile hole 5, and the main reinforcement 1 of the reinforcement cage and the PHC pipe pile 3 are in the same direction as the depth direction of the pile hole 5. Moreover, the pile hole at the depth of the reinforcement cage is a solid concrete bored pile.

[0045] The steep slope rock foundation PHC pipe pile construction structure also includes a support, the support includes a column 16 (column one 161 and column two 162), a first diagonal brace 10 and a second diagonal brace 11 on both sides of the column 16, a diagonal beam 12 connected to the top ends of the column 16, the first diagonal brace 10 and the second diagonal brace 11, and a photovoltaic module 15 connected to the diagonal beam 12 through a purlin bracket. The first diagonal brace 10 and the second diagonal brace 11 are respectively located on both sides of the column 16, forming a triangular support structure, which enhances the anti-overturning capacity of the support. The diagonal beam 12 is connected to the top ends of the column 16, the first diagonal brace and the second diagonal brace, forming a stable frame structure. The diagonal beam not only enhances the overall stability of the support, but also provides a connection point for the subsequent photovoltaic module 15. The purlin bracket is used as a transition structure for connecting the diagonal beam and the photovoltaic module, and the purlin bracket is fixed on the diagonal beam.

[0046] The column 16 is connected to the first diagonal brace 10, the second diagonal brace 11 and the PHC pipe pile 3 by a hoop 7, and the column 16 is also connected to the PHC pipe pile 3 by a hoop 8. The column 16 is also connected to a cross beam 9 at the top of the PHC pipe pile 3 for reinforcement.

[0047] The diagonal beam 12 and the column 16 are connected by bolts.

[0048] The purlin support comprises a purlin support 14, a purlin 13 connected to the purlin support 14, and the inclined beam 12 and the purlin 13 are connected by the purlin support 14; the photovoltaic module 15 is fixed on the purlin 13, and the photovoltaic module 15 is fixed on the purlin 13 by bolts 17 or pressing blocks.

[0049] Construction steps:

[0050] Step one, make the steel cage, according to the design provided drilling depth, thickness of the protective layer and the size of the pile, make a circular steel cage, steel cage (main reinforcement 14C12, stirrup 2C6@200), the length of the steel cage is 1 / 3 of the drilling depth.

[0051] Step two, purchase PHC pipe pile 3, the length of the pile is determined according to the design requirements, and the end plate 4 is left at the bottom.

[0052] Step three, weld the steel cage and the end plate 4, weld the main reinforcement 1 and the end plate 4, and require to use fillet weld.

[0053] Step four, drill the pile hole 5, select the drilling position according to the pile position, select the appropriate drilling bit, the drilling diameter is the same as the PHC pipe pile diameter, and the drilling depth is determined according to the requirements. During the drilling process, the speed and direction of the drilling machine should be controlled to ensure the quality and stability of the drilling. After the drilling is completed, the diameter, depth and perpendicularity of the drilling should be checked to see whether they meet the design requirements.

[0054] Step five, clean the hole, install the hole cleaner on the drilling machine, select the appropriate hole cleaner according to the drilling diameter and depth, remove the debris, mud and other substances inside the hole, and check whether the inside of the hole is clean and smooth.

[0055] Step six, pile, transport the prepared PHC pipe pile 3 with steel cage to the pile hole 5 position, place the PHC pipe pile 3 in the pile hole 5, since the size of the pile hole 5 and the pipe pile are the same, the perpendicularity is well guaranteed.

[0056] Step seven, pour concrete, pour concrete through the inner hole of the PHC pipe pile 3, and pour until the concrete slurry comes out from the top of the pile hole 5.

[0057] Step eight, vibrate, vibrate the concrete through the inner hole of the PHC pipe pile 3.

[0058] Step nine, maintenance, maintain the concrete as required.

[0059] Step ten, test pile: adopt slow speed maintenance load method to test the anti-pulling of the precast pile, the number of test piles shall not be less than 1% of the total number of piles of the sub-item, and shall not be less than 3 (when the total number of piles of the project is less than 50, it can be 2), the pile body exposed to the ground is not less than 300mm, and the loading capacity is not less than the design requirement of the ultimate bearing capacity of anti-pulling.

[0060] Step ten, batch construction: after the test pile result meets the requirement, the engineering pile construction can be carried out according to the above method.

[0061] Step eleven, support installation, the column 16 and the inclined brace and the PHC pipe pile 3 adopt the hoop connection, the cross beam is used to strengthen, the inclined beam 12 and the column 16 adopt the bolt connection, the inclined beam 12 and the purline 13 adopt the purline support 14 connection, the photovoltaic module 15 is fixed on the purline 13 by bolt or pressing block.

[0062] The above technical features constitute the best embodiment of the utility model, have stronger adaptability and best implementation effect, can increase or reduce unnecessary technical features according to actual needs, to meet the needs of different situations.

[0063] Finally, it should be noted that the above content is only used to explain the technical scheme of the utility model, and is not a limitation on the protection scope of the utility model. Simple modifications or equivalent replacements of the technical scheme of the utility model by ordinary skilled in the art do not deviate from the essence and scope of the utility model technical scheme.

Claims

1. A steep hillside rock ground PHC pipe pile construction structure including a pile hole, characterized by, The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups.

2. The steep hill rock foundation PHC pile construction structure according to claim 1, characterized in that, The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups.

3. The steep hill rock foundation PHC pile construction structure according to claim 2, characterized in that, The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups.

4. The steep hill rock foundation PHC pile construction structure according to claim 2, characterized in that, The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups.

5. The steep hill rock foundation PHC pile construction structure according to claim 1, characterized in that, The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups.

6. The steep hill rock foundation PHC pile construction structure according to claim 1, characterized in that, The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups.

7. The steep slope rock foundation PHC pile construction structure according to claim 6, characterized in that, The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups.

8. The steep slope rock foundation PHC pile construction structure according to claim 6, characterized in that, The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups.

9. The steep slope rock foundation PHC pile construction structure according to claim 6, characterized in that, The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups.

10. The steep slope rock foundation PHC pile construction structure according to claim 7, characterized in that, The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups. The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups. The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups. The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups. The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups. The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups. The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups. The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups. The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups. The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups. The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups. The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups. The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups. The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups. The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups. The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups. The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups. The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups. The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups. The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups. The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups. The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups. The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups. The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups. The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups. The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups. The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups. The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups. The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups. The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups. The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups. The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups. The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups. The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups. The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups. The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups. The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups. The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups. The steel reinforcement cage is combined by a plurality of main reinforcement bars and stirrups.

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