CN221118473U - PHC slant rock-socketed pile and construction device - Google Patents

Abstract

The utility model relates to the technical field of concrete filling pile construction, and particularly discloses a PHC oblique rock-socketed pile and a construction device, wherein the PHC oblique rock-socketed pile comprises a PHC tubular pile and a socketed core poured in the PHC tubular pile, the PHC tubular pile and the socketed core are used for sequentially penetrating through a sand soil layer and a weathered rock layer, the socketed core is continuously embedded downwards into a rock body for more than 5m from a bottom layer of a apoplexia-type tuff layer, the PHC tubular pile comprises a tubular pile main body, tubular pile end plates connected to two ends of the tubular pile main body, steel pile tips are welded and connected to the tubular pile end plates penetrating through one end of the rock layer, the steel pile tips are of steel structures, the PHC tubular pile comprises inclined piles and vertical piles, the vertical piles are vertically embedded into the rock body, the inclined piles are embedded into the rock body at an inclination of 1:5-1:7, and simultaneously the vertical piles and the inclined piles are embedded into the rock body, so that the vertical piles and the inclined piles can greatly improve the bearing capacity of the pile, and the structural safety and the application safety of the high pile.

Description

PHC slant rock-socketed pile and construction device

Technical Field

The invention relates to the technical field of concrete pouring construction piles, in particular to a PHC oblique rock-socketed pile and a construction device.

Background

In recent years, with the development of large ships, dock engineering is increasingly developed to be large, large and deep water, wherein a high-pile dock is a main structural form of the large dock. However, the geological conditions and construction environments encountered in the construction process of the high pile wharf are more and more diverse and complex, which puts higher demands on the construction technology.

In the construction of high pile wharfs, there are mainly the following problems:

1. Under the condition that the silt covering layer of the high pile wharf construction area is relatively small or the area is easily influenced by scouring and the like, geological conditions of strong weathering and medium-weathered rock stratum exist at the bottom, and the driving depth of a common PHC precast tubular pile is difficult to meet the load requirement of a normal high pile wharf structure;

2. In the construction process of the high pile wharf, a plurality of construction process steps such as drilling, reinforcement cage fixing and concrete pouring are mainly included, a construction operation platform is required to be built for installing specific equipment such as a drilling machine, when the PHC precast tubular pile is driven to a deeper depth by technical design requirements, higher requirements are put forward on a construction device, the common construction equipment cannot meet the requirements, and the construction requirements can be met only by adopting other specific large-scale equipment and specific construction processes, so that the construction cost is increased, the construction period is prolonged, the influence on the construction economy is large, and for wharf engineering of offshore construction, a larger temporary steel structure platform is required to be built for large-scale equipment construction, and more cost and safety investment are brought to engineering projects;

3. If the percussion drill with smaller volume and weight is adopted, the percussion drill can work on a steel platform with smaller specification, but the technical problems that the percussion drill is not applicable, the drilling direction and the drilling depth cannot be effectively controlled and the like exist.

Therefore, how to improve the bearing capacity of the pile foundation and make up the defect of the existing PHC pile under the construction condition becomes a major technical research subject in the construction process of the high pile wharf, and the PHC precast tubular pile with which structure and the construction device with which structure form are adopted, so that the bearing capacity of the pile foundation can save more manpower, material resources and cost on the premise of meeting the design requirement, and becomes a major technical problem in the construction process of the PHC pile.

Disclosure of Invention

The invention aims at least to solve the problems that the existing PHC pile foundation has lower bearing capacity, the driving depth of a common PHC precast pile is difficult to meet the structural load requirement of a normal high pile wharf, when the PHC precast pile is driven to a deeper depth, large-scale equipment such as a rotary drilling machine, a gas lift reverse circulation drilling machine and the like is needed, higher requirements are put on a temporary steel structure platform, and meanwhile, higher manufacturing cost and higher safety investment are brought to engineering projects.

In order to achieve the above object, the present invention adopts a technical scheme including the following aspects.

The PHC oblique rock-inlaid pile comprises a PHC pipe pile and a rock-inlaid core poured in the PHC pipe pile, wherein the rock-inlaid core and the PHC pipe pile are connected into an integrated structure, the PHC pipe pile is used for sequentially penetrating through a quicksand layer, a silt layer, a silty clay layer, a middle sand layer, a gravel-sand mixed pebble layer, a strong wind-driven tuff layer and a wind-driven tuff layer, and the rock-inlaid core is continuously downwards inlaid in a rock body from the weathering tuff layer for 5m or more than 5m; PHC tubular pile includes the tubular pile main part to and connect the tubular pile end plate at tubular pile main part both ends, be used for passing the welded connection on the tubular pile end plate of stratum one end have the steel stake point, the internal diameter of steel stake point with the tubular pile main part is the same, the external diameter of steel stake point is less than the external diameter of tubular pile main part, the steel stake point is steel structure, PHC tubular pile includes inclined pile and straight pile, the vertical embedding rock of straight pile is internal, the inclined pile is internal with the inclination embedding rock between 1:5~1:7, arranges straight pile and inclined pile simultaneously, and straight pile and inclined pile are internal all embedded rock, further improves the bearing capacity of pile foundation, ensures the structural safety and the application safety of high pile pier.

The PHC oblique rock-socketed pile is adopted, the PHC pile is driven to the designed elevation to complete pile forming, then drilling is carried out in the PHC pile, a reinforcement cage is installed, concrete is poured to form a rock-socketed core, the PHC pile and the rock-socketed core form an integral PHC rock-socketed pile structure, the technical problem that the driving depth of the traditional PHC pile is difficult to meet the load requirement of a normal high-pile wharf structure is solved, and the pile foundation bearing capacity of the PHC pile is improved.

Preferably, the connection part of the steel pile tip and the tubular pile end plate is welded with a plurality of wing plates, the wing plates are circumferentially arranged along the connection annular part of the steel pile tip and the tubular pile end plate, the wing plates are of right trapezoid structures, the waist edge with right angles is welded on the steel pile tip, and the lower bottom edge is welded on the tubular pile end plate.

Correspondingly, this technical scheme still provides a PHC slant and inlays rock pile construction equipment, when being to PHC slant and inlay rock pile construction, adopt PHC slant and inlay rock pile construction equipment to go on, PHC slant is inlayed rock pile construction equipment and is including fixing the impact drilling machine on construction work platform, be provided with the hoist engine that goes up and down through lifting by crane wire rope control drilling tool on the impact drilling machine, lift wire rope slope sets up, inclination be PHC pile inclination angle beta for the drill bit of impact drilling machine and the pile body of PHC tubular pile are on same central line, through control lifting wire rope inclination angle, make lifting wire rope, drill bit, PHC tubular pile and the drilling center of rig lie in same line, guarantee PHC slant and inlay rock pile construction smoothly, form the PHC slant and inlay rock pile structure to pile foundation bearing capacity reinforcing.

Preferably, the drilling tool comprises a hollow hammer of the impact drilling machine, the hollow hammer is of a lengthened type, the length of the hollow hammer is between 14 and 18m, the weight of the hammer is driven according to the dead weight of the impact drilling machine, meanwhile, the length of a site construction pile is considered, the length of the hollow hammer is preferably increased, the hollow hammer is always kept in the PHC pipe pile, the problem of controlling the drilling depth and the direction is further solved by welding the lengthened hammer to between 14 and 18m on site, and after the length of the hollow hammer is lengthened, the maximum deviation angle of a drill bit can be greatly reduced, so that the stability of the hollow hammer is kept, smooth impact drilling is ensured, and meanwhile, the PHC pile is protected from being damaged or waste piles are prevented. The hollow hammer head is used as a barrel type impact drill bit, the drill bit body is in a barrel shape or the center of the drill bit is provided with a central barrel, not only is rock broken during drilling, but also drill slag is pressed into or sucked into the barrel, and then the drill slag is taken out of the ground along with the drill bit, so that the impact power is larger as the weight of the drill bit is larger, and the rock breaking effect is better.

Further, the drilling tool comprises a drill rod and a hollow hammer, a plurality of guides are arranged on the hollow hammer and the drill rod, the guides are circumferentially arranged along the outer sides of the drill rod and the hollow hammer, and one guide is arranged on the drill rod in the PHC pipe pile at intervals of 3 sections of drill rods.

Preferably, the hollow hammer head is provided with a reverse slurry cleaning pipe, the reverse slurry cleaning pipe comprises a steel pipe section and a hose section, the steel pipe section is arranged at the bottom of the hollow hammer head, the length range is 300mm-600mm, and the hose section is connected with the steel pipe section and is connected to the outside of the PHC pipe pile hole.

The steel pipe section and the hose are used as the reverse slurry cleaning pipe, the length of the soft cleaning pipe is very short, the normal operation of hole cleaning and reverse slurry cleaning can be ensured, the problem that the reverse slurry cleaning cannot be carried out due to the cracking of the steel pipe in the hammer head caused by the hardness of rock strength in the drilling process of entering a middle weathered rock stratum is avoided, and the problem that the steel pipe section with the length range cannot crack is avoided.

In addition, still be provided with scum pipe, return slurry pipe and air supply pipe on the impact drilling machine, wherein scum pipe and return slurry pipe are connected with supporting sediment case, mud separator, and the air supply pipe is connected with supporting air compressor machine, sediment case, mud separator and air compressor machine are arranged on construction work platform, be provided with the return slurry pipe on the mud separator, set up the scum pipe, can be with the mud of hole bottom area drilling mud to the filter screen of sediment case, the mud pipe can be to the downthehole mud of supplying, make mud in the mud separator insert the flow back downthehole through the return slurry pipe simultaneously, cyclic utilization sets up the tuber pipe, lets air compressor machine compressed gas directly form downthehole backward flow through the air duct air supply of drilling rod and turn, when rotating the drill bit, makes downthehole mud constantly rotatory stirring, fully dissolves bentonite and mud additive.

Preferably, the PHC oblique rock-socketed pile construction device further comprises a pouring guide pipe for pouring the rock-socketed core, wherein the bottom opening of the pouring guide pipe is 0.3 m-0.5 m away from the bottom of the hole, a plurality of guiding locators are arranged on the pouring guide pipe, each guiding locator adopts a conical drum structure and comprises two end heads with smaller diameters and a middle section with larger diameters, the middle section extends towards the two end heads, the diameters of the middle section and the middle section are gradually reduced, through holes for the pouring guide pipe to penetrate are formed in the two end heads with smaller diameters, and the through holes are formed in the middle parts of the end parts;

In PHC tubular pile inclined pile construction, because the dead weight effect of pouring the pipe can appear the circumstances of leaning towards the below, through setting up the direction locator, can effectively avoid pouring the pipe below and lifting the in-process of pipe and can appear the circumstances of collision steel reinforcement cage to the protection is pour the pipe, avoids the condition emergence of card steel reinforcement cage.

In summary, due to the adoption of the technical scheme, the invention has at least the following beneficial effects:

The PHC pipe pile is constructed, the PHC pipe pile is driven to the designed elevation to complete pile forming, then drilling is carried out in the PHC pipe pile, a reinforcement cage is installed, concrete is poured to form a rock-embedded core, the PHC pipe pile and the rock-embedded core form an integral PHC rock-embedded pile structure, the technical problem that the driving depth of the traditional PHC pipe pile is difficult to meet the load requirement of a normal high-pile wharf structure is solved, and the pile foundation bearing capacity of the PHC pipe pile is improved;

The PHC pile comprises the straight pile and the inclined pile, and the PHC inclined pile construction device which is used for reforming the hammer type drilling machine and installing the guide device on the drill rod is adopted, so that the drilling machine is suitable for the construction process of the PHC inclined pile, the inclined pile structure in the PHC pile is protected while the construction of the casting hole site of the embedded core is completed, and the PHC pile and the drill sticking phenomenon are prevented from being damaged;

The steel pipe section and the hose are used as the reverse slurry cleaning pipe, the length of the soft cleaning pipe is very short, the normal operation of hole cleaning and reverse slurry cleaning can be ensured, the problem that the reverse slurry cleaning cannot be carried out due to the cracking of the steel pipe in the hammer head caused by the hardness of rock strength in the drilling process of entering a middle weathered rock stratum is avoided, and the problem that the steel pipe section with the length range cannot crack is avoided.

Drawings

Fig. 1 is a construction process flow chart of a construction method of a PHC oblique rock-socketed pile.

Fig. 2 is a schematic structural view of a PHC pile penetrating through a rock stratum.

Fig. 3 is a schematic structural view of a PHC pile.

Fig. 4 is a schematic diagram of a deviation structure of a drill bit of a common hollow hammer of the hammer drill in a PHC pile.

Fig. 5 is a schematic diagram of a deviation structure of a drill bit of an elongated hollow hammer of a hammer drill in a PHC pile.

Fig. 6 is a schematic view of the hollow hammer head of the percussion drill in drilling.

Fig. 7 is a schematic diagram of the relative position structure of the hammer drill and the inclined pile of the PHC pile.

Fig. 8 is a schematic diagram of core concrete first seal calculation of the PHC pile.

Fig. 9 is a schematic view of a casting catheter structure with a guiding locator mounted.

The marks in the figure are as follows: 1-PHC pipe pile, 1 a-inclined pile, 1 b-straight pile, 101-steel pile tip, 102 pipe pile end plate, 103-wing plate, 104-pipe pile main body, 2-quicksand layer, 3-silt layer, 4-powdery clay layer, 5-middle sand layer, 6-coarse gravel sand mixed pebble layer, 7-strong wind-formed lime-setting layer, 8-middle wind-formed lime-setting layer, 9-embedded core, 10-hollow hammer, 11-reverse slurry cleaning pipe, 111-steel pipe section, 112-hose section, 12-guider, 13-hoisting wire rope, 14-impact drilling machine, 15-casting pipe, 16-guiding locator, 17-hoist, L1-drilling depth, L2-un-entered rock length, L3-drilling machine horizontal adjustment distance, maximum deviation angle of alpha-drill, beta-PHC pipe pile inclination angle, H1-hole bottom distance casting pipe mouth distance, H2-casting pipe head concrete deep, H1-pipe in-hole concrete and pipe in-hole water pressure balance required height (hole in-hole depth) when H2-hole in-hole depth reaches Hw.

Detailed Description

The present invention will be described in further detail with reference to the drawings and examples, so that the objects, technical solutions and advantages of the present invention will become more apparent. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the scope of the invention.

Example 1

Fig. 1 shows a construction process flow of a construction method of a PHC oblique rock-socketed pile according to an exemplary embodiment of the present application, which mainly includes the following construction steps, and the structure and practicality of the PHC oblique rock-socketed pile structure and construction apparatus thereof according to the present application are described in detail below through the construction process flow.

The PHC oblique rock-socketed pile construction method comprises the following steps:

A. PHC rock-socketed pile construction preparation, including PHC tubular pile construction and rock-socketed core construction, determining PHC rock-socketed pile depth and construction plan;

B. The PHC pipe pile is driven, the PHC pipe pile is driven to a designed elevation, and the PHC pipe pile is manufactured, transported and stacked before being driven, wherein the PHC pipe pile (1) comprises a straight pile (1 b) and an inclined pile (1 a);

C. Selecting the model and the hammer type of the drilling machine, and building a construction operation platform according to a selected structure, wherein the construction operation platform adopts a steel platform;

D. The hammer type reconstruction and guide device is arranged, so that the drilling machine is suitable for the construction process of PHC oblique rock-socketed piles;

E. The drilling machine is fixed after being positioned and the angle is adjusted, so that the inclined piles of the steel wire rope, the hollow hammer head and the PHC pipe pile of the drilling machine and the center of the drilling hole are positioned on the same line;

F. Drilling operation, namely, impact drilling by a drilling machine, and carrying out slag soil generated by drilling, so as to avoid pollution to a construction operation steel platform;

G. grouting, namely preparing slurry and injecting the slurry during drilling operation;

H. Hole cleaning and inspection, namely repeatedly checking rock samples and hole depths to ensure that pile holes meet the preset depth, and then performing hole cleaning for the first time;

I. Manufacturing, transporting and installing a reinforcement cage;

G. Pouring core-embedded concrete, installing a pouring conduit and performing secondary hole cleaning before pouring, and measuring the high layer of the concrete surface to ensure the position relationship between the poured concrete and the pouring conduit opening;

K. Pile forming detection, namely, detecting high strain and low strain after pile forming.

The PHC pipe pile is constructed, the PHC pipe pile is driven to the designed elevation to complete pile forming, then drilling is carried out in the PHC pipe pile, a reinforcement cage is installed, concrete is poured to form a rock-embedded core, the PHC pipe pile and the rock-embedded core form an integral PHC rock-embedded pile structure, the technical problem that the driving depth of the traditional PHC pipe pile is difficult to meet the load requirement of a normal high-pile wharf structure is solved, and the pile foundation bearing capacity of the PHC pipe pile is improved;

The PHC embedded pile comprises the straight pile and the inclined pile, and the hammer type drilling machine is modified and the guide device is arranged on the drill rod, so that the drilling machine is suitable for the construction process of the PHC inclined embedded pile, the inclined pile structure in the PHC pile is protected while the construction of the embedded core pouring hole site is completed, and the PHC pile and the drill clamping phenomenon are prevented from being damaged;

after drilling is completed, the first hole cleaning is carried out, then the reinforcement cage manufacturing, transportation and installation are carried out, the second hole cleaning is carried out, and the construction procedures of pile forming, detection and the like are carried out by casting core concrete, so that the construction quality of PHC pile is ensured, the bearing capacity of pile foundation is improved, the application defect of the existing PHC pile is overcome, and the problems of quality, cost and the like in the construction process of a high pile wharf are solved.

Each step is described in detail below.

A. PHC rock-socketed pile construction preparation:

(a1) Determining the number of PHC rock-socketed piles in a wharf structure according to the earlier investigation and pile foundation distribution design, including the number and distribution conditions of the straight piles and the inclined piles, and making a construction plane layout and a pile foundation operation propulsion plan;

(a2) The PHC embedded rock pile passes through a mud layer below the wharf to reach a weathered rock layer, the weathered rock is embedded by an embedded rock core, the PHC embedded rock pile structure mainly comprises a PHC pipe pile 1 and an internal reinforced concrete embedded rock core 9, as shown in figure 2, the PHC embedded rock pile structure sequentially passes through a quicksand layer 2, a mud layer 3, a silty clay layer 4, a middle sand layer 5, a coarse gravel-sand mixed pebble layer 6, a strong-weathered tuff layer 7 and a stroke-weathered tuff layer 8 below the wharf, the strong-weathered tuff layer 7 is mainly in a fragment shape, the PHC pipe pile 1 is mainly in a structure shown in figure 3 and comprises a pipe pile end plate 102 connected to the end part of a pipe pile main body 104, a steel pile tip 101 is welded on the pipe pile end plate 102, the steel pile tip 101 is in a steel cylinder structure form, the inner diameter of the steel pile tip 101 is the same as the inner diameter of the pipe pile main body 104, the outer diameter of the steel pile tip 101 is smaller than the outer diameter of the pipe pile main body 104, the steel pile tip 101 and the tubular pile end plate 102 are welded with a plurality of wing plates 103, the plurality of wing plates 103 are circumferentially arranged along the connection annular part of the steel pile tip 101 and the tubular pile end plate 102, the wing plates 103 are of right trapezoid structures, the waist edges with right angles are welded on the steel pile tip 101, the lower bottom edges are welded on the tubular pile end plate 102, the tubular pile main body 104 of the PHC tubular pile 1 is inserted into the coarse gravel sand-pebble layer 6, the steel pile tip 101 passes through the strongly weathered tuff layer 7 and then reaches the middle weathered tuff layer 8, the rock-socketed core 9 continuously extends downwards from the weathered tuff layer 8, the depth of the rock-socketed core is not less than 5 m, namely, the depth in the middle weathered tuff layer 8 is continuously embedded downwards from the end part of the steel pile tip 101, the specific depth is determined according to the condition of the weathered rock, and the detail is seen in (a 3);

(a3) Determining different PHC rock-socketed pile penetration depths according to the rock stratum types determined in the survey design file and the advanced drilling results before construction, and checking and determining complex geological conditions, bearing stratum depths and the like;

First kind: for a rock stratum needing rock embedding, joint cracks are relatively developed, the integrity is relatively poor, the lithology is in a fragment shape and a small number of blocks, the rock stratum is relatively difficult to crush, the average value of saturated uniaxial compressive strength is 11.0MPa (7.4-17.5 MPa) and belongs to soft rock, the rock mass integrity degree is relatively crushed to crushing, the basic quality grade is V, and the rock embedding depth of the rock embedding core 9 is not less than 8.0 m; second kind: for rock stratum needing rock embedding, joint cracks develop, the integrity is good, the lithology is columnar and a few short columns, the rock stratum is hard to crush, the average value of saturated uniaxial compressive strength is 24.5MPa (20.5-28.5 MPa) and belongs to softer rock, the rock mass integrity degree is crushing-crushing, the basic quality grade is IV, and the rock embedding depth of the rock embedding core 9 is not less than 5.0 m;

(a4) According to the characteristics of the PHC rock-inlaid pile, firstly, the PHC pipe pile 1 needs to be constructed, a construction operation platform is built, and then the PHC pipe pile and the construction operation platform are relied on to perform the steps of drilling holes in the pipe pile, placing a reinforcement cage, pouring a rock-inlaid core 9 and the like;

The PHC pipe pile 1 adopts the external diameter steel pile tip 101 that the external diameter is less than the tubular column main part 104 to weld steel pile tip 101 on tubular pile end plate 102 of tubular column main part 104 tip through right trapezoid structure's pterygoid lamina 103, thereby form PHC pipe pile 1 that the bottom is the toper structure, in the PHC embedded rock pile inserts the stratum of being convenient for, can throw PHC pipe pile 1 to deeper stratum in, and guarantee PHC embedded rock pile structure stability and non-deformable, when continue to drill to the stratum in through PHC pipe pile's hole, after the installation steel reinforcement cage is put down and concrete is poured, make PHC pipe pile 1 and embedded rock core 9 form holistic PHC embedded rock pile structure, pile foundation structural stability and bearing capacity have been improved.

B. PHC tubular pile is applied to the design elevation:

(b1) The PHC pipe pile 1 is manufactured by adopting a whole root, a plurality of pipe joints are spliced to form a whole root structure, the manufacturing and splicing of the pipe joints, and the manufacturing and mounting of the steel pile tip 101 on the pipe pile end plate 102 through the wing plate 103 are completed in a prefabricated field, and the allowable bending moment of a welding seam of the connecting part of the pipe pile end plate 102 and the steel pile tip 101 is larger than the allowable anti-cracking bending moment of the pipe pile main body 104;

(b2) Arranging pile sinking sequence according to pile position arrangement and scale of pile sinking equipment before pile sinking, so as to ensure smooth pile foundation sinking;

(b3) When the pile is sunk on water, pile sinking equipment and pile sinking technology are selected according to engineering stratum characteristics and foundation pile types, so that the foundation pile is sunk to the designed elevation, and the pile hammer hammering energy of the pile sinking equipment is not less than the hammering energy of the D138 hammer 2 grade;

(b4) According to pile sinking sequence and pile hanging possibility in construction, the pile is piled layer by layer according to PHC rock-socketed pile loading diagram requirements, the stacking layer number is not more than 4, the barge pile is piled up by adopting a plurality of support mats, the mats are uniformly placed, through ridges are properly arranged, the top surfaces of the mats are positioned on the same plane, the ship loading stacking mode can be realized in various modes, but the barge is kept stable in the process of loading, transporting and lifting, the ship body is inspected firstly when long-distance transportation is carried out after loading, reinforcement measures are adopted, and the pile loading, opposite side and transporting modes are adopted, so that the foundation pile inclination and foundation pile rolling caused by the influence of wind waves can be effectively prevented, and falling is avoided;

(b5) The inclined pile inclination in this embodiment is between 1:5 to 1:7, preferably 1:6, strictly controlling the deflection, deflection angle and inclination of each foundation pile in construction, and checking the foundation pile before and during construction in time to avoid pile collision, and particularly strictly controlling pile position, torsion angle and inclination of pile foundations along the periphery of a wharf to the sea side to ensure construction precision;

(b6) When hammering pile sinking, the pile hammer, alternate driving, pile conveying and pile are kept on the same axis, and the alternate driving is kept flat, so that eccentric hammering is avoided; when the traveling wave influences pile sinking stability, hammering is suspended, and piles, particularly PHC oblique piles, are prevented from being blocked by the back plate; if abnormal penetration degree, abrupt sinking of pile body, overlarge inclination, displacement and serious deformation of pile body occur, stopping hammering and finding out reasons, and taking effective measures; the pile position is prevented from being corrected by adopting a ship moving method; the pile sinking ship advances and retreats, the position of the anchor cable is noted, the problem of pile tripping of the cable is prevented, and if the pile top is submerged, an upward floating mark is arranged.

(B7) The pile sinking is mainly controlled in elevation, meanwhile, the penetration degree is checked, and the pile sinking is confirmed according to the condition of the test pile, if the steel pile tip reaches the designed elevation and the penetration degree is larger and does not meet the penetration degree standard, the pile sinking is continued until the penetration degree standard is met;

(b8) Pile clamping protection is timely carried out after foundation piles are sunk, accidental damage to the foundation piles is prevented, mooring on the sunk piles is avoided, boundary marks are arranged in sunk pile areas, and range warning lamps are arranged at night.

C. Selecting a drilling machine model and a hammer type, and building a construction operation platform according to a selected structure, wherein the construction operation platform adopts a steel platform:

(c1) For side pile rock-embedding, due to limited operation space, a percussion drill is adopted, and the percussion drill hole forming is suitable for loess, cohesive soil or powdery clay and artificial miscellaneous fill layers, and is particularly suitable for being used in a gravel layer, a boulder layer, a hard soil layer and a rock stratum with boulders;

(c2) The performance of the percussion drill is mainly determined by percussion drill bits, different percussion drill bits are selected according to the hardness degree of rock, the weight of the drill bit with the unit diameter of the PHC rock-socketed pile percussion drill bit is selected to meet the requirement of medium hard rock, namely 3.0-4.0 t, and a CK2000+10m/12m hollow hammer is adopted for the punching drill;

(c3) The cylindrical impact drill bit has the drill bit body which is cylindrical or the drill bit shaft center part is provided with a central cylinder, so that not only is rock broken during drilling, but also drill slag is pressed into or sucked into the cylinder, and then the drill slag is taken out of the ground along with the drill bit, and the larger the weight of the drill bit is, the larger the impact power is, and the better the rock breaking effect is.

D. Hammer reconstruction and guide device installation:

(d1) The PHC rock-inlaid pile punching and drilling construction process is carried out in the PHC pipe pile, when a punching and drilling hammer head is out of a PHC pile shoe, the risk of blocking and even damaging the PHC pile and waste piles is caused, and the pile length is prolonged due to the fact that individual piles are delayed from entering rocks, so that the original hammer head with the length of 10-12 m of a drilling machine cannot better meet the site construction requirements;

(d2) According to the dead weight of the punching drilling machine and the weight of the driving hammer, the on-site construction pile length is considered, the length of the hammer is preferably increased, the hammer is always kept in the PHC pile, the problem of control of drilling depth and direction is further solved by on-site welding to lengthen the hammer to between 14 and 18m, for example, a drill bit of 12m is lengthened to 15m, when the deviation inclination of the top of the drill bit is close to the inner wall of the PHC pile, the maximum deviation angle of the drill bit can be greatly reduced, so that the stability of the hollow hammer is kept, smooth drilling is ensured, meanwhile, the PHC pile is protected from being damaged or waste piles, as shown in fig. 4 and 5, the front end of the hollow hammer 10 is drilled into a rock layer, the rear end part of the hollow hammer 10 is positioned in the PHC pile 1, when the drilling depth L1 is 8.0m, the total length is 12.0m, the maximum deviation angle alpha of the drill bit is 2.7 DEG (as shown in fig. 4), when the drilling depth L1 is 8.0m, the total length is 15.0m, the maximum deviation alpha of the drill bit is 7.0m, the maximum deviation alpha is as shown in the maximum deviation of the drill bit is 10.3 DEG (as shown in fig. 10), and the other forms of the hollow hammer structure is also shown, the optimum structure is shown, and the structure is shown as the best, and the structure is shown in the structure is shown;

(d3) The hollow hammer 10 is provided with a reverse slurry cleaning pipe 11, as shown in fig. 6, the reverse slurry cleaning pipe 11 comprises a steel pipe section 111 at the bottom part and a hose section 112 connected to the outside, the length of the steel pipe section 111 is 30-60cm, the diameter is phi 48-100mm, the size of the hose section 112 is matched with the steel pipe section 111 to realize the connection of the two, part of the steel pipe section and the hose are adopted as the reverse slurry cleaning pipe, the length of the soft cleaning pipe is very short, the normal operation of the reverse slurry cleaning can be ensured, the problem that the reverse slurry cannot be carried out due to the cracking of the steel pipe in the hammer due to the hard rock strength in the drilling process of entering a middle weathered rock stratum is avoided, the problem that the steel pipe section 111 with the length cannot crack is further, a guide 12 is arranged between the PHC pipe pile 1 and the hollow hammer 10, the hammer body is difficult to clamp at the bottom part of the pile in the punching direction, the problems that the punching accident and the like occur, the problem can be solved by adding the guide 12 in the PHC pipe pile and between the punching drill bits, in FIG. 6, only the arrangement structure of the guide 12 at the position of the punching drill bit, namely the position of the hollow hammer 10 is shown, when the crane is used for matching the installation of the punching drill bit and the drill rod, the guide is additionally arranged on the drill rod in the PHC pipe pile at intervals of 3 sections of drill rods, the guide is circumferentially arranged along the drill rod and the outer side of the hollow hammer 10, the guide is preferably in a roller structure, the guide 12 is fixedly arranged on the drill rod, the guide 12 and the drill rod synchronously rotate when the drilling machine works, the position of the lowermost guide 12 at the position of the hollow hammer 10 is determined according to the difference value between the elevation of the rock-socketed pile tip and the elevation of the pile tip, the difference value is larger, the position of the guide 12 is closer to the pile tip is arranged, and the guide 12 is ensured to be positioned in the PHC pipe pile when the PHC pipe pile is arranged, the guide 12 has the effect of protecting the inner wall of the pile simultaneously, the PHC tubular pile straight pile type can be properly increased by 4-5 sections, and a guide 12 is arranged to protect the pipe wall;

By improving the hammer type of the drilling machine, common drilling machine equipment can meet the requirements of the construction process, the standard of a construction operation platform is not required to be improved, and the engineering construction cost is greatly reduced.

E. the drilling machine is fixed after being in place and the angle is adjusted:

(e1) Constructing a construction trestle near a construction area so as to facilitate the passing and operation of vehicles such as construction vehicles, concrete tank trucks and the like, constructing a construction operation platform according to a crawler crane of the maximum mechanical equipment 70t, wherein the construction operation platform meets the space requirements of normal passing, operation, vehicle meeting and the like of large equipment, and determining the size of the working platform and a main steel structure through structural calculation;

(e2) When the drilling machine is in place, the performance state of the drilling machine is checked in advance;

(e3) As shown in fig. 7, driving the percussion drill 14 to a hole site to be constructed, adjusting the angle of a mast, operating a winch (17), aligning the center of a drill bit with the center of a drill hole, placing the drill bit into the hole, adjusting the perpendicularity parameter of the percussion drill, adjusting the horizontal position of the lower part of a hoisting steel wire rope 13 at the top of the drilling machine according to the inclined direction and position of a PHC pipe pile 1 (inclined pile), adjusting the horizontal position of the drilling machine in the figure by the length to be the horizontal adjustment distance L3 of the drilling machine, so that the hoisting steel wire rope 13 is inclined, wherein the inclination angle is PHC pile inclination angle beta, so as to ensure that the drill bit of the percussion drill 14 and the pile body of the PHC pipe pile 1 are on the same central line, when the PHC pipe pile is a straight pile, the inclination angle beta of the PHC pile is 0, taking a range of 1:5-1:7, and temporarily welding the chassis of the percussion drill 14 on a construction operation platform after the drilling machine is in place;

After the drilling machine is in place, the mast angle of the drilling machine is adjusted to be in place, and the horizontal position of the lower part of the hoisting steel wire rope 13 of the drilling machine is adjusted, so that the drill bit of the percussion drilling machine and the inclined pile body of the PHC pipe pile 1 are positioned on the same central line, and the construction of the PHC inclined rock-socketed pile is smoothly completed.

F. Drilling:

Impact drilling of the impact drilling machine, and carrying out slag soil generated by drilling, avoiding polluting a construction operation steel platform, and the impact drilling machine comprises the following drilling construction key points:

(f1) Before the formal construction of the drilling, 2 PHC pipe piles are selected for construction (1 for each straight pile and each inclined pile);

(f2) Starting to perform compact striking by adopting a low hammer (small stroke), wherein the hammer is 0.4 m-0.6 m high, simultaneously throwing clay slurry into a hole to protect the wall in the drilling process, extruding and compacting the hole wall until the hole depth reaches 3.0-4.0 m below the PHC pile bottom, accelerating the speed, improving the stroke, and improving the maximum stroke to 1.5-2.0 m, and continuously striking;

(f3) When the drill bit is filled with sand, the drill bucket is lifted, the soil in the drill bucket is discharged to the mud loading hopper, the situation that the slag soil is directly discharged to a construction operation platform or poured into the sea is avoided, and mud in the hopper is conveyed to the outside by adopting a mud vehicle;

(f4) Measuring and controlling the density of slurry at any time during punching, discharging slag once every 1.0-2.0 m of impact, and continuously supplementing slurry until drilling to a preset depth (designed depth), wherein a slurry circulation method or a slag extraction cylinder method is selected as a slag discharge method, and slurry is supplemented into holes at the same time during slag discharge so as to prevent collapse in the holes, and the slurry circulation method or the slag extraction cylinder method adopts the existing mature process and is not repeated here;

(f5) In the construction of the inclined pile, in order to ensure the smoothness of rock embedding and the inclination of a drill bit, 1 guide device is placed on a drilling tool every 1.0 m, the distance between the lowest guide device and the drill bit is properly adjusted according to the rock entering depth (the rock entering depth is 5.0-8.0 m), the pipe pile is not discharged all the time, the guide devices are in the form of rollers, in addition, the rollers are mounted on the drill rod of the straight pile, and the distance can be properly increased;

(f6) Keeping the slurry water level in the pile to be about 1.5-2.0 m higher than the water surface; when the rock surface is inclined or is thrown during the drilling process, the small stroke is adjusted to be used for slowly drilling;

(f7) In the drilling operation process, the drilling mud is detected at random, the interval is 15-30 minutes, the drilling mud is kept to meet the requirements, the stratum change condition is observed, and the slag sample is fished at the stratum change position for analysis and is checked with the geological section.

G. Grouting:

(g1) Slurry raw material

The drilling slurry is prepared from non-dispersed PHP high-quality bentonite chemical slurry with low solid phase and high viscosity, and the slurry meeting the indexes in the following table 1 is prepared from high-quality bentonite, alkali (Na ₂CO₃), sodium hydroxide (NaOH), polyanionic cellulose (PAC) and other raw materials;

(g2) Mud index

The prepared bentonite slurry is subjected to performance index test, the index of the fresh slurry is required to meet the index standard of the table 1, the fresh slurry of the bentonite slurry is also called as base slurry, and the components of the bentonite slurry are adjusted according to the performance index so as to meet the measuring range of the table 1;

TABLE 1 high quality PHP slurry fresh slurry index

Note that: ① Bentonite, alkali, a small amount of PAC and water=base slurry, and the proportion of the bentonite, the alkali, the small amount of PAC and the water=base slurry is prepared by on-site blending; ② Base stock + PAM hydrolysis solution = PHP fresh stock, the proportions of which were also formulated by "test"; ③ PAM hydrolysis solution = PAM: naOH: h ₂ O is mixed and stirred according to a certain proportion and then placed for 2-3 days for use; ④ The thick paste with high viscosity is diluted and then called as 'thin paste'.

(G3) The bentonite can improve the specific gravity and viscosity of the slurry, the lower the mixing amount of the bentonite is, the lower the specific gravity and viscosity are, the mixing amount is controlled to be between 12 and 15 percent, the sodium carbonate can disperse bentonite particles, the larger the mixing amount is, the higher the PH value of the slurry is, the mixing amount is controlled to be between 0.2 and 0.5 percent, the PAC is determined according to the quality of the PAC and the requirements of the field on the slurry, the PAC plays an important role in fresh water slurry, the higher the mixing amount is, the higher the viscosity of the slurry is, and the mixing amount is controlled to be between 0.2 and 0.4 percent;

(g4) The method comprises the steps of mixing slurry in a hole, configuring a slurry circulation tank on a construction operation platform, after the impact drilling machine is aligned, lowering a drill bit to the bottom of the hole, putting various slurry raw materials into the hole according to different slurry mixing ratios of each stratum, directly forming hole internal reflux slurry by air compressor compressed gas through air supply of a drill pipe air duct, rotating the drill bit, enabling the slurry in the hole to continuously rotate and turn over, fully dissolving bentonite and slurry additives, thereby achieving the slurry index meeting the requirements of Table 1, placing a reinforcement cage after drilling to the final hole, pumping slurry from the hole to the slurry tank or storing the slurry in a non-drilled hole for standby when concrete is poured, and transporting waste slurry to a designated discharge point by a slurry ship or a slag car;

(g5) The pollution caused by the slurry transportation is avoided, the slurry for drilling is stirred in the hole, a slag discharging pipe, a slurry returning pipe and a wind supply pipe are arranged on the impact drilling machine, wherein the slag discharging pipe and the slurry returning pipe are connected with a matched sediment box and a slurry separator, and the wind supply pipe is connected with a matched air compressor;

(g6) In the drilling construction process, a mechanical forced purification method is adopted to purify slurry, a hammer drill is provided with a 10 m-thick sediment tank and a slurry separator, a slag discharging pipe of the drill is connected with the sediment tank, the slurry with drilling slag at the bottom of a hole is discharged to a coarse screen of the sediment tank through the slag discharging pipe, drilling slag particles with the particle size larger than 5mm are filtered out, the drilling slag on the coarse screen is directly discharged into a slag storage tank, residual slurry and small-particle drilling slag fall into the sediment tank, the drilling slag is left in the sediment tank through natural precipitation, the slurry flows back into the hole through a slurry returning pipe on the sediment tank for recycling, when the sand content of the slurry in the hole is high, a slurry pipeline valve on the sediment tank is opened, a part of the slurry in the sediment tank flows into the slurry separator, fine sand is separated through the slurry separator, the sand content of the slurry in the hole is reduced, and the slurry evolved through the slurry separator is returned into the drilling hole through another slurry returning pipe.

H. Hole cleaning and inspection:

(h1) Before drilling to the end hole elevation of 1-2 m, cleaning Kong Diaojiang before opening the hole all the time;

(h2) The drilling machine slag discharging pipe discharges the slurry with rock particles onto a coarse screen of an energy dissipater of the sediment tank, drill slag particles with the particle size larger than 5mm are filtered out, the residual slurry and small-particle drill slag fall into the sediment tank, the drill slag is left in the sediment tank through natural precipitation, and the slurry flows back into a hole through a slurry returning pipe on the sediment tank for recycling;

(h3) A mud pipeline valve arranged on the sediment tank is opened, so that part of mud in the sediment tank flows into a mud separator, fine sand is separated by the mud separator, the sand content of mud in a hole is reduced, and the mud evolved by the mud separator is returned into the hole through another mud return pipe;

(h4) After circulation treatment, gradually reducing the sand content in the slurry, stopping drilling after finishing the hole, continuing to clear the hole for 2-4 hours, reducing the sand content in the slurry in the hole to 0.5-1.0%, detecting the slurry performance index in the hole clearing process, supplementing part of fresh thick slurry according to the requirement, and enabling the specific gravity, viscosity, sand content, PH value and colloid ratio in the slurry to reach standard indexes;

(h5) When the drilling depth reaches the design requirement, checking the depth of the inner hole, the aperture and the slag amount at the bottom of the hole in one hour, confirming that the design requirement is met, and performing primary hole cleaning by adopting a gas lift reverse circulation hole cleaning process;

(h6) High-pressure air is sent to the bottom of a hole through an air pipe arranged in a slag discharging pipe, so that the high-pressure air is mixed with slurry, the slurry mixture is raised due to small specific gravity, negative pressure is formed in the slag discharging pipe, the slurry at the bottom of the hole is raised under the action of the negative pressure, and the slurry is continuously replenished under the combined action of air pressure momentum, so that reverse circulation with extremely high flow speed and flow rate is formed, sediment is carried out from a guide pipe, fine sand contained in the slurry flows into a slurry tank after sand filtration, fresh slurry or qualified slurry after sand filtration is continuously circulated into a hole, a reverse circulation process is formed, and finally, the slurry exchanging and cleaning hole in the hole is completed;

(h7) The PHC pipe pile comprises an inclined pile and a straight pile, the hole cleaning method of the inclined pile and the straight pile is the same, the thickness of the hole bottom sediment after the secondary hole cleaning is completed is not more than 5cm, and meanwhile, the slurry performance index is detected, so that the slurry index meets the range of the table 2.

TABLE 2 mud index after hole cleaning

Project name	Specific gravity (g/cm 3)	Viscosity(s)	Sand content (%)
				Index (I)	1.1～1.2	20～22	4%~6%

I. manufacturing, transporting and installing a reinforcement cage:

(i1) The reinforcement cage is formed in a centralized processing mode in a reinforcement processing field, main reinforcements of the reinforcement cage are HRB400 and phi 28, stiffening hoops and positioning reinforcements are HRB400 and phi 25, spiral hoops are HPB300 and phi 10, reinforcement protection layers are 40-60mm, 50mm is adopted in the embodiment, the distance between the reinforcement cage and the pile bottom is 50mm plus or minus 10mm, a plurality of protection layer cushion blocks are arranged on the outer ring of the reinforcement cage, and in the case that the PHC pipe pile is a inclined pile, the reinforcement cage is centered and is consistent with the axial direction of the inclined pile;

(i2) When the reinforcement cage is manufactured, firstly, welding an inner support in the manufactured stiffening hoop to avoid deformation of the reinforcement cage, and simultaneously, vertically erecting a circular steel plate with t=10mm outside a forming die at one end of the reinforcement cage and reinforcing to realize alignment of the reinforcement;

(i3) The sections of main reinforcement joints at two ends of each section of reinforcement cage are arranged in a staggered manner, the number of reinforcement joints in the same connecting area is controlled within 50%, the length of a mechanical connection section of the reinforcement is 35d, the spiral reinforcement is coiled and folded to be reserved outside the sections of the joints at two ends for facilitating the connection of the main reinforcement on site, the spiral reinforcement is temporarily not bound and fixed, and after the connection of the main reinforcement on site is completed, the reinforcement is bound in place;

(i4) Arranging round concrete cushion blocks when hooping the outer side of the reinforcement cage, arranging four blocks on each section, and avoiding touching the hole wall when the steel cage is put down, wherein the longitudinal distance is 2 m;

(i5) All pile foundations are embedded with 3 sounding steel pipes, the sounding pipes are Q235B metal pipes and clamp-press type, the bottom ends of the first section of steel pipes are closed (to the pile bottoms), and the sounding pipes are phi 57 (outer diameter) multiplied by 3.5mm and 8m in standard length;

(i6) When the steel reinforcement cage is transported to the site, the sounding pipes are penetrated into the steel reinforcement cage, three pipes are arranged in an equilateral manner, iron wires are adopted to be bundled on a main rib or a stiffening hoop every 3m, for the hollow hole part of the pile foundation, steel pipes are bundled on hanging ribs, the sounding pipe connection is fastened by using hydraulic pliers, the joint fastening state and the iron wire bundling firm state are checked in the process of lowering each section of the steel reinforcement cage, the conditions of steel pipes such as disconnection or sliding and the like are avoided, no foreign matters exist in the pipes, the pipe orifice Gao Chuguan is 200mm, water injection and capping protection are timely carried out after the installation is completed, and the sounding pipes are pulled out after ultrasonic detection;

(i7) The reinforcement cage is horizontally hung to a frame of a transport vehicle at two symmetrical points by adopting an automobile crane in a processing field, the first point is arranged at a stiffening ring at about 1/4 of the reinforcement cage, the second point is arranged at a stiffening ring at about 3/4 of the reinforcement cage, a gasket is arranged around the reinforcement cage before transportation, the reinforcement cage is horizontally hung to a temporary storage platform by adopting the automobile crane after being transported to a pier position, the reinforcement cage is temporarily placed at the position of the temporary storage area, four square timber blocks are supported below the reinforcement cage, the interval is 3m, the height between the reinforcement cage and the ground support is not less than 0.3m, the reinforcement cage is covered and shielded by color stripe cloth or canvas, and a striking reinforcement cage signboard is arranged beside the reinforcement cage;

(i8) The lifting of the front field of the steel reinforcement cage adopts three-point lifting of a large hook and a small hook, firstly, the steel reinforcement cage is converted into a vertical state from horizontal state, then the steel reinforcement cage is slowly shifted to be consistent with the central line of a pile position, the steel reinforcement cage begins to slowly fall down centrally, the top elevation of the cage is determined according to the top of a bottom plate at the upper end of the last section of the steel reinforcement cage, 4 lifting ribs are arranged on each steel reinforcement cage, after the steel reinforcement cage is lowered in place, the lifting ribs are welded and fixed on a platform, and the steel reinforcement cage is prevented from floating up and shifting when concrete is poured.

J. Pouring core concrete:

(j1) The embedded core is poured by adopting a C40 concrete, the maximum pouring square of single pile concrete is determined according to the PHC embedded pile with the longest embedded depth, and a conduit method is adopted for pouring;

(j2) Before the pouring guide pipe is used, carrying out a water tightness test, wherein the water pressure of the water tightness test is not smaller than 1.3 times of the water depth in the hole, and is not smaller than 1.3 times of the maximum internal pressure p of the guide pipe wall and the welding seam which can bear the poured concrete;

(j3) The water tightness test method comprises the following steps: the assembled pouring guide pipe is filled with water, two ends are closed, one end is welded with a water outlet pipe joint, the other end is welded with a water inlet pipe joint and connected with a water outlet pipe of the water pressing pump, the water pressing pump is started to inject pressurized water into the pouring guide pipe, when the pressure gauge pressure of the water pressing pump reaches the calculated pressure born by the guide pipe, the joint and the joint cannot leak after the pressure is stabilized for 10 minutes, and the water tightness test requirement is met.

(J4) The pouring guide pipe is hoisted and lengthened section by section and vertically lowered, the guide pipe is lowered to the position, away from the hole bottom, of the bottom opening of the guide pipe by 0.3-0.5 m, and the distance from the bottom opening of the guide pipe to the hole bottom is 0.4m before the first concrete is poured;

(j5) The secondary hole cleaning is needed before pile foundation concrete pouring, the construction of the next procedure is carried out after the secondary hole cleaning is finished, and the secondary hole cleaning mode is the same as the primary hole cleaning mode;

(j6) The amount of the first-time concrete is required to meet the requirements that the initial burial depth of a pouring guide pipe is not less than 1.0m and the gap between the bottom of a filling guide pipe and the bottom of a hole is 0.4m, and the amount of the first-time concrete is calculated according to the reference diagram shown in FIG. 8;

The calculation formula of the first-sealing concrete mass of the rock-socketed core of the rock-socketed pile is as follows:

Wherein/>

Wherein: v is the quantity (m is m) needed by the head concrete, D is the pile diameter (m) of the embedded core, H1 is the distance from the hole bottom to the pipe mouth, H2 is the burial depth of the head concrete of the pipe, D is the inner diameter of the pouring pipe, H1 is the height (m) needed by the water pressure balance between the concrete column in the pipe and the outside water pressure of the pipe when the concrete in the hole reaches H2, hw is the depth of mud in the hole, rw is the volume weight of mud in the hole, and rc is the volume weight of the concrete;

In this embodiment, a numerical value is taken to perform calculation and determination: h1 at 0.4m, H2 at 1m, and d at 0.3m;

Hw is 40m, rw is 12KN/m, rc is 24KN/m, and the calculated square quantity of the phi 80cm pile foundation first-sealing concrete is 2.1 m;

(j7) When the first-sealing concrete pouring is carried out on the embedded pile core, 10m tank trucks are adopted to match with 2.5 m-solution hoppers for continuous concrete pouring, the hopper switch is opened after the hopper is filled with concrete, meanwhile, the tank truck concrete outlet valve is opened, so that the concrete is continuously supplied to the hopper, the tank truck is matched with the hopper to continuously pour more than the first-sealing concrete square quantity to finish the first-sealing concrete pouring hole sealing, then the pouring guide pipe is lifted to continuously pour the concrete, and in the embodiment, at least 2.5m of concrete is preferably poured;

(j8) The normal pouring stage is to keep the burial depth of the pouring conduit within the range of 2-6 m, and after each time the pouring conduit is removed, the burial depth of the bottom opening of the pouring conduit is not less than 2.0m, when the concrete pouring is close to the end, checking the pouring amount of the concrete to determine whether the measured concrete height is accurate or not, stopping pouring after the elevation of the top surface of the concrete is in place, and removing the pouring conduit;

(j9) In PHC tubular pile inclined pile construction, because the dead weight effect of pouring conduit can appear to the condition of downward, in order to avoid the condition that can appear bumping the reinforcement cage in pouring conduit below and in the course of lifting conduit, set up a plurality of guide locator 16 on pouring conduit 15, as shown in figure 9, the said guide locator 16 adopts the conical drum structure, including the both ends end that the diameter is smaller and the middle section that the diameter is great, the middle section extends to both ends end, the diameter becomes smaller gradually, the both ends end that the diameter is smaller has offered the through-hole used for pouring the conduit to pass, the through-hole is set up in the middle part of end, in the actual construction process, adopt the sheet iron of thickness 3mm to process, the diameter of the guide locator 16 is smaller than the reinforcement cage internal diameter, the biggest middle section external diameter is about 20cm smaller than the reinforcement cage internal diameter, preferably weld one on, middle, lower part each of pouring conduit, the surface of guide locator 16 is smooth and burr-free, avoid the condition of blocking the main reinforcement cage;

K. Pile forming detection:

(k1) Detecting a pile foundation after the pile foundation pouring construction is completed and the maintenance age is reached;

(k2) The proportions of the various pile forming tests are as follows: 100% of sound wave transmission detection proportion, 5% of high strain detection proportion, 10% of low strain detection proportion and 1% of drill core sampling detection proportion;

(k3) In addition, the water in the pile needs to be pumped out, and the integrity and the water seepage condition of the inner wall of the PHC pile body are checked by photographic observation.

The foregoing is a detailed description of specific embodiments of the invention and is not intended to be limiting of the invention. Various alternatives, modifications and improvements will readily occur to those skilled in the relevant art without departing from the spirit and scope of the invention.

Claims (10)

1. The PHC oblique rock-inlaid pile is characterized by comprising a PHC pipe pile (1) and a rock-inlaid core (9) poured in the PHC pipe pile (1), wherein the rock-inlaid core (9) and the PHC pipe pile (1) are connected into an integrated structure, the PHC pipe pile (1) is used for sequentially penetrating through a quicksand layer (2), a silt layer (3), a powdery clay layer (4), a middle sand layer (5), a pebble sand mixed pebble layer (6), a strong-weathered tuff layer (7) and a apoplexy tuff layer (8), and the rock-inlaid core (9) continuously and downwards embeds a rock body 5m or more than 5m from the weathered tuff layer (8);

PHC tubular pile (1) include tubular pile main part (104) to and connect tubular pile end plate (102) at tubular pile main part (104) both ends for welded connection has steel pile point (101) on tubular pile end plate (102) of crossing stratum one end, the internal diameter of steel pile point (101) with tubular pile main part (104) the same, the external diameter of steel pile point (101) is less than the external diameter of tubular pile main part (104), steel pile point (101) are steel structure.

2. The PHC oblique rock-embedded pile according to claim 1, wherein a plurality of wing plates (103) are welded at the connection position of the steel pile tip (101) and the tubular pile end plate (102), the plurality of wing plates (103) are circumferentially arranged along the connection annular position of the steel pile tip (101) and the tubular pile end plate (102), the wing plates (103) are of right trapezoid structure, the waist edges with right angles are welded on the steel pile tip (101), and the lower bottom edges are welded on the tubular pile end plate (102).

3. The PHC diagonal rock-fill pile according to claim 1, characterized in that the PHC pile (1) comprises a diagonal pile (1 a) and a straight pile (1 b), the straight pile (1 b) is vertically embedded in the rock body, and the diagonal pile (1 a) is embedded in the rock body at a slope between 1:5 and 1:7.

4. When the PHC oblique rock-socketed pile construction device is used for constructing the PHC oblique rock-socketed pile according to any one of claims 1-3, the PHC oblique rock-socketed pile construction device comprises a percussion drill (14) fixed on a construction operation platform, a winch (17) for controlling a drilling tool to lift through a hoisting steel wire rope (13) is arranged on the percussion drill (14), the hoisting steel wire rope (13) is obliquely arranged, and the inclination angle is PHC pile inclination angle beta, so that a drill bit of the percussion drill (14) and a pile body of the PHC pile (1) are on the same central line.

5. The PHC diagonal rock-fill pile construction device according to claim 4, wherein the drilling tool comprises a hollow hammer head (10) of a percussion drill, the hollow hammer head (10) being elongated with a length between 14 and 18 m.

6. The construction device for the PHC oblique rock-socketed pile according to claim 4, wherein the drilling tool comprises a drill rod and a hollow hammer head (10), a plurality of guides (12) are arranged on the hollow hammer head (10) and the drill rod, the guides (12) are circumferentially arranged along the outer sides of the drill rod and the hollow hammer head (10), and one guide (12) is arranged on the drill rod in the PHC tubular pile (1) at intervals of 3 sections of drill rods.

7. The construction device for the PHC oblique rock-socketed pile according to claim 5, wherein the reverse slurry cleaning pipe (11) is installed on the hollow hammer head (10), the reverse slurry cleaning pipe (11) comprises a steel pipe section (111) and a hose section (112), the steel pipe section (111) is installed at the bottom of the hollow hammer head (10), the length range is 300mm-600mm, and the hose section (112) is connected with the steel pipe section (111) and is connected outside the PHC pipe pile hole.

8. The construction device for the PHC oblique rock-socketed pile according to claim 6, wherein a slag discharging pipe, a slurry returning pipe and a wind supplying pipe are arranged on the impact drilling machine (14), wherein the slag discharging pipe and the slurry returning pipe are connected with a matched slag box and a slurry separator, the wind supplying pipe is connected with a matched air compressor, the slag box, the slurry separator and the air compressor are arranged on a construction operation platform, and the slurry returning pipe is arranged on the slurry separator.

9. The construction device for the PHC oblique rock-socketed pile according to claim 4, further comprising a pouring conduit (15) for pouring the rock-socketed core (9), wherein the bottom opening of the pouring conduit (15) is 0.3 m-0.5 m away from the hole bottom.

10. The construction device for the PHC oblique rock-socketed pile according to claim 9, wherein the pouring guide pipe (15) is provided with a plurality of guiding locators (16), the guiding locators (16) are of a conical drum structure and comprise two end heads with smaller diameters and a middle section with larger diameters, the middle section extends towards the two end heads, the diameters of the middle section are gradually changed to be smaller, the two end heads with smaller diameters are provided with through holes for the pouring guide pipe to pass through, and the through holes are formed in the middle parts of the end parts.