CN112982381A - Construction method of slide-resistant pile - Google Patents
Construction method of slide-resistant pile Download PDFInfo
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- CN112982381A CN112982381A CN202110207890.3A CN202110207890A CN112982381A CN 112982381 A CN112982381 A CN 112982381A CN 202110207890 A CN202110207890 A CN 202110207890A CN 112982381 A CN112982381 A CN 112982381A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
- E02D17/207—Securing of slopes or inclines with means incorporating sheet piles or piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
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Abstract
The invention provides a construction method of a slide-resistant pile at a tunnel portal, which specifically comprises the following steps: s1, leveling a field; s2, measurement and positioning: setting the center point of the hole pile, determining the accurate position of the hole pile, after lofting is finished, carrying out distance drawing on the mutual positions of adjacent hole piles nearby, and checking the pile position; s3, excavating hole piles: mounting lifting equipment, wherein the stacking distance of slag tapping is not less than 5m, the slag tapping is required to be hardened within 1m around the hole, and guardrails are arranged on the periphery of the slag tapping; the height of the locking notch is not less than 30cm higher than the ground; s4, installing slag tapping lifting equipment; s5, excavating in sections; s6, manufacturing and installing retaining wall reinforcing steel bars; s7, geological excavation treatment of a rock stratum: adopting a water milling drilling method in the hole for construction; s8, manufacturing a steel bar, installing the steel bar and hoisting the steel bar; s9, mounting the acoustic pipe on the inner side of the pile body steel bar, and firmly binding the acoustic pipe with the vertical steel bar; and S10, pouring concrete, and finishing the anti-slide pile. The invention adopts the anti-slide pile retaining, effectively reduces the height of the side slope and the upward slope, protects the road around the tunnel, has small influence on the surrounding environment and has high efficiency.
Description
Technical Field
The invention relates to the technical field of rock-soil construction, in particular to a construction method of an anti-slide pile.
Background
With the development of society, infrastructure construction becomes an important breakthrough for realizing economic development, and because a traffic line in a mountain area is constructed in a tunnel mode, the tunnel has the unique advantages of easily overcoming terrain obstacles, shortening construction mileage, saving construction time, protecting ecological environment, improving running speed and the like, and becomes the primary choice for the construction of roads and railways in the mountain area, more and more tunnel projects such as traffic, mines, energy pipelines, water conservancy, national defense and the like are about to be constructed in remote mountain areas in China. However, the topographic features and geological conditions of these areas are very complex, railway tunnels and highway tunnels often pass through unfavorable geological areas, and complex geological conditions of weak surrounding rock slopes inevitably face, which brings great challenges to the design, construction and operation of engineering. Among the challenges, landslide is the most common complex hazard encountered during tunnel construction in mountain areas, and many times tunnels will have to approach or even directly traverse a landslide section. The existence of the landslide may cause the tunnel structure to generate large settlement and overall horizontal displacement and cause the tunnel structure to generate large deformation, and phenomena of slab staggering, cracking, even compression and block dropping are generated.
In addition, landslide also brings various difficulties to the construction process, wherein because the frequency of engineering landslide induced by engineering construction is the highest, landslide often brings property loss, brings danger to construction, delays construction period, and leaves serious consequences such as hidden danger to engineering.
The anti-slide pile is widely applied by the advantages of strong anti-slide capability, wide application condition, safe and convenient construction and the like. At present, a construction method combining manual excavation or controlled blasting is mostly adopted for a pile well of a large-size slide-resistant pile, namely, a soil layer and gravelly soil are excavated manually, large isolated rocks and bedrocks are firstly subjected to loosening blasting by using small dosage and multiple blastholes, and then manual clearing and trimming are carried out. However, for the construction with a tunnel, roads are arranged around the tunnel, and the mountain slope is a steep terrain, if the slope is directly set, the side slope and the upward slope of the tunnel entrance are both high, the upward slope is difficult, and the collapse and the breakage of the surrounding roads can be caused. In addition, the anti-slide pile installed in the prior art adopts a blasting mode to cause great traffic inconvenience around, so the prior art needs to be improved urgently.
Disclosure of Invention
The invention aims to solve the problems in the background art and provides a construction method of an anti-slide pile. The invention adopts the anti-slide pile retaining, effectively reduces the height of the side slope and the upward slope, protects the road around the tunnel, has small influence on the surrounding environment and has high efficiency.
The technical purpose of the invention is realized by the following technical scheme:
a construction method of an anti-slide pile at a tunnel portal comprises the following steps:
s1, leveling a field: removing dangerous stones and floating soil on the slope, arranging a slag stacking position, a road and a machine material stacking position, digging drainage ditches around the working surface, and preparing a drainage system;
s2, measurement and positioning: setting the center point of the hole pile, determining the accurate position of the hole pile, after lofting is finished, carrying out distance drawing on the mutual positions of adjacent hole piles nearby, and checking the pile position;
s3, excavating hole piles: mounting lifting equipment, wherein the stacking distance of slag tapping is not less than 5m, the slag tapping is required to be hardened within 1m around the hole, and guardrails are arranged on the periphery of the slag tapping; the height of the locking notch is not less than 30cm higher than the ground;
s4, installing slag tapping lifting equipment;
s5, excavating in sections; excavating layer by layer from top to bottom by using pickaxes and shovels, crushing hard soil or large boulders by using hammers and drill rods, wherein the excavating sequence is that firstly excavating the middle and then excavating the periphery, and controlling the section size by adding 25cm according to the designed pile size;
s6, manufacturing and installing retaining wall reinforcing steel bars: straightening the steel bars to ensure that the verticality deviation is less than or equal to 1 percent; the steel bar is processed and bent at normal temperature, the bent steel bar is gradually bent from the middle part to two ends, and the hook is bent at one time; binding the steel bars in the pile foundation to form a steel bar framework; each section of the hole pile is excavated, a retaining wall is made, the thickness of the retaining wall is 25cm, a concrete tanker is used for transporting the section of the hole pile to an orifice and then is loaded into a bucket, a lifting device is used for lifting the section of the hole pile into the hole to manually shovel the section of the hole pile into a mould, when the retaining wall concrete is poured, a small vibrator is used for tamping, the slump is controlled to be 7-9 cm, and the upper retaining wall concrete and the lower retaining wall are lapped by 5 cm;
s7, geological excavation treatment of a rock stratum: adopting a water milling drilling method in the hole for construction; the geology of the rock stratum has three main characteristics: firstly, the compression resistance is strong, and the tensile and shear resistance is very low; secondly, the rock can be cracked and damaged under the action of the capability of being larger than the ultimate tensile strength; thirdly, the rock can be sheared and damaged under the action of the shear force larger than the limit shear resistance; when the hole pile is dug to harder bedrock and a conventional manual excavation process cannot be adopted, the hole pile construction has the advantages of small influence on the surrounding environment and high efficiency by adopting a water-mill drilling method;
s8, manufacturing reinforcing steel bars, installing the reinforcing steel bars and hoisting the reinforcing steel bars: firstly, mounting a bottom cage and binding reinforcing steel bars, then hoisting the bottom cage, mounting a top cage, binding the reinforcing steel bars, hoisting the top cage, connecting a main reinforcement sleeve, and centering and fixing the whole reinforcing steel bar cage;
s9, mounting the acoustic pipe on the inner side of the pile body steel bar, and firmly binding the acoustic pipe with the vertical steel bar;
and S10, pouring concrete, and finishing the anti-slide pile.
In the above construction method of the slide-resistant pile at the tunnel portal, in step S3, the lifting device is a rocker arm derrick crane, and the installation position and the slag discharge direction of the rocker arm crane are actually arranged in combination with a field.
In the above construction method of the slide-resistant pile for the tunnel portal, in step S3, the guardrail is made of steel pipes with a diameter of 48 × 3mm, 4 steel pipes with a diameter of 1.5m, 4 steel pipes with a diameter of 3.5m, 4 steel pipes with a diameter of 2.4m are arranged in each hole, and red and white paint is brushed outside; the height of the locking notch is 1.2m, the thickness is 0.5m, the locking notch adopts C20 reinforced concrete, the retaining wall concrete adopts C15 reinforced concrete, the ground hardening adopts C20 concrete, the ground hardening is provided with 0.3% of one-way cross slope for drainage, and the drainage is concentrated and discharged to the drainage ditch.
In the above construction method of the slide-resistant pile at the tunnel portal, in step 5, after the previous section of retaining wall concrete reaches 80% of the design strength, the reinforcing support and the template are removed, and the excavation work of the pile hole of the next section is started.
In the above construction method of the slide-resistant pile for the tunnel portal, the water mill drilling construction process in step S7 is as follows:
(1) drilling surrounding rocks: arranging coring points along the wall of a pile foundation hole, wherein the diameter of each coring point is 140mm, coring circles are tangent to the inner wall of a locking port, the distance between the coring circles is 160mm, the peripheral cores are sequentially drilled, the height of the taken cores is about 500mm, and a square face is formed on the periphery of the pile core body rock after the peripheral cores are taken;
(2) drilling out middle rocks: according to the rock mass condition of each hole, when the central rock mass is complete, three lines can be cut in the middle of the square hole, and the rock core is divided into four equal parts;
(3) drilling by using an electric hand drill: drilling holes on the pile core rock mass by using an electric hand drill, and dividing the pile rock mass into a plurality of equal parts;
(4) inserting a steel wedge, and striking the steel wedge to split the rock: drilling a steel wedge into a hole drilled by a hand electric drill along the radial direction of the pile foundation, hammering the steel wedge by a sledge hammer to enable a rock body to obtain a horizontal impact force, pulling and cracking the rock along a plumb bob surface under the action of the horizontal impact force, and sequentially cracking the rock body until all the pile core rock body of the layer is cracked;
(5) people frock sediment, electric hoist slag tapping: after the single-cycle construction action, the core drilled by the water drill is sequentially subjected to slag tapping, the slag tapping is performed from one side of a pile hole, then a steel wedge is inserted, and the steel wedge is impacted to split the rock and then the slag tapping is performed again;
(6) pile hole correction and next cycle construction: knocking off rock sawteeth occupying the space of the pile foundation, marking the center of a designed pile in a pile hole through a lock catch pile protection, checking the deviation condition of the bottom of the pile foundation and timely correcting deviation, marking the drilling and coring position of the peripheral water drill of the next cycle, and entering the construction of the hole digging pile of the next cycle.
In the above construction method of the slide-resistant pile at the tunnel portal, in step S7, the equipment adopted in the water mill drilling method construction includes a water mill drilling machine, a water mill drilling cylinder and a special water pump, wherein one water mill drilling machine is provided with 3-5 water mill drilling cylinders, one water mill drilling cylinder is provided with 7 cutter heads, the outer diameter of the water mill drilling cylinder is 16cm, the inner diameter is 14cm, the wall thickness is 1cm, the height is 62cm, and one circulation can drill 60 cm; the outer diameter of the special water pump is 12cm, and the height of the special water pump is 40 cm.
In the above construction method of the slide-resistant pile for the tunnel portal, in step S8, when the steel bar is manufactured, before the steel bar is used, dirt such as sludge and floating rust on the surface is removed, and oil stains cannot be left on the surface of the steel bar; the joints with the same section are not more than 50% of the diameter of the steel bar with the joint staggering distance not less than 35 times; concrete cushion blocks with the same label as pile body concrete are arranged around the reinforcement cage, each square of the concrete cushion blocks is not less than 4, the longitudinal distance is 2m, and the concrete cushion blocks are arranged in a quincunx shape; before binding the reinforcing steel bars, the pile is ensured to be flat.
In the above construction method for the slide-resistant pile at the tunnel portal, in step S9, the inside diameter of the sounding pipe is 57mm, the wall thickness is 3mm, the lower end of the sounding pipe is closed, the sounding pipe is 30cm higher than the top of the pile, the sounding pipe is filled with clear water, the sounding pipe is covered by a cover and numbered clockwise, the sounding pipe is vertically installed, and every 2m from the top of the pile is fixed on a reinforcement cage by an iron wire so as to ensure that the sounding pipes are parallel to each other.
Compared with the prior art, the invention has the following advantages and beneficial effects:
the invention provides a construction method of an anti-sliding pile, which is characterized in that a hole-in-hole water milling drilling method is adopted for construction, a core-taking machine with the diameter of 160mm is mainly adopted for taking out a cylindrical core with the height of about 500mm along the periphery of the pile, a peripheral face-to-empty surface is formed in the pile, then the rest core part is divided into blocks, a row of small holes are drilled on the divided rocks, then a steel wedge is inserted into the small holes, the steel wedge is hammered to extrude the rocks, so that the rocks are simultaneously subjected to the tensile force on a plumb bob surface and the shearing force on a horizontal plane, when the extrusion force is larger than the sum of the ultimate tensile force and the ultimate shearing force, the rocks are pulled along the plumb bob surface and are sheared and broken from the bottom, the divided rocks are taken out, and the aim of hole forming is finally achieved according to the cyclic working procedures of layered coring, breaking and. The construction method of the slide-resistant pile provided by the invention effectively reduces the heights of the side slope and the upward slope, protects the road around the tunnel, and has small influence on the surrounding environment and high efficiency.
Drawings
In order to more clearly illustrate the technical solutions of the present invention or the prior art, the following will briefly introduce embodiments or drawings used in the description of the prior art, and it is obvious that the following description is only one embodiment of the present invention, and other drawings can be obtained by those skilled in the art without inventive efforts.
Figure 1 is a cross-sectional view of a slide-resistant pile according to the invention;
FIG. 2 is a flow chart of a water mill drill construction process;
FIG. 3 is a schematic diagram of arrangement of vertical steel bars of the slide-resistant pile;
fig. 4 is a schematic view of the installation of the slide-resistant pile sounding pipe.
Detailed Description
The technical solutions in the embodiments of the present invention will be described clearly and completely with reference to the accompanying drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be obtained by a person skilled in the art without making any creative effort based on the embodiments of the present invention, belong to the protection scope of the present invention.
A construction method of an anti-slide pile at a tunnel portal comprises the following steps:
s1, leveling a field: removing dangerous stones and floating soil on the slope, arranging a slag stacking position, a road and a machine material stacking position, digging drainage ditches around the working surface, and preparing a drainage system; for example, if the foundation pile is on a steep slope, whether the soil layer of the surface layer is stable or not needs to be determined before construction, and if the soil layer is unstable, the soil body which possibly endangers the construction safety is unloaded.
S2, measurement and positioning: setting the center point of the hole pile, determining the accurate position of the hole pile, after lofting is finished, carrying out distance drawing on the mutual positions of adjacent hole piles nearby, and checking the pile position; and after the fore shaft construction is finished, putting a guard pile on the fore shaft. And controlling the excavation of the hole pile by adopting a pile protection method, and periodically retesting whether the pile protection moves and shifts.
S3, excavating hole piles: mounting lifting equipment, wherein the stacking distance of slag tapping is not less than 5m, the slag tapping is required to be hardened within 1m around the hole, and guardrails are arranged on the periphery of the slag tapping; the height of the locking notch is not less than 30cm higher than the ground; preferably, the lifting equipment is a rocker arm derrick crane, and the installation position and the slag discharging direction of the rocker arm crane are actually arranged in combination with the site. Preferably, the guardrail adopts phi 48 x 3mm steel pipes, 4 steel pipes with the diameter of 1.5m, 4 steel pipes with the diameter of 3.5m and 4 steel pipes with the diameter of 2.4m are arranged in each hole, and red and white paint is brushed outwards; the height of the locking notch is 1.2m, the thickness is 0.5m, the locking notch adopts C20 reinforced concrete, the retaining wall concrete adopts C15 reinforced concrete, the ground hardening adopts C20 concrete, the ground hardening is provided with 0.3% of one-way cross slope for drainage, and the drainage is concentrated and discharged to the drainage ditch.
S4, installing slag tapping lifting equipment; the adjusting and transporting equipment adopts a crane, and when the crane is installed, the range of a crane installation base is leveled and tamped on one hand, so that the crane is ensured not to be inclined due to sinking of the base in the use process; on the other hand, the center of the lifting point of the eagle beak before the crane is controlled to be basically coincided with the center of the pile hole, the error is not more than 5cm, so that safety accidents caused by the fact that the mucking barrel touches the hole wall in the lifting process are avoided, and the lifting hook is provided with a lock catch, so that the mucking barrel cannot fall off in the lifting and descending processes.
S5, excavating in sections; excavating layer by layer from top to bottom by using pickaxes and shovels, crushing hard soil or large boulders by using hammers and drill rods, wherein the excavating sequence is that firstly excavating the middle and then excavating the periphery, and controlling the section size by adding 25cm according to the designed pile size; preferably, after the previous section of retaining wall concrete reaches 80% of the design strength, the reinforcing support and the template are removed, and the excavation work of the next section of pile hole is started. And (3) making a protective wall for each section of excavation of the hole pile to keep the hole wall stable and ensure construction safety, wherein the thickness of the protective wall is 25cm, conveying the protective wall to an orifice by using a concrete tank truck, then loading the protective wall into a bucket, hoisting the protective wall into the hole by using hoisting equipment, manually shoveling the protective wall into a mold, and tamping the protective wall by using a small vibrator when pouring the concrete of the protective wall, wherein the slump is controlled to be between 7 and 9 cm. The upper section of the retaining wall concrete is overlapped with the lower section of the retaining wall by 5cm to ensure that the joint of the sections is sealed and watertight. The size of the pile is ensured in the wall protection construction, and the hole wall is timely repaired when the defects are found. For example, in this embodiment, two excavation sections are performed, after the first section of retaining wall concrete reaches 80% of the designed strength, the reinforcing support and the template can be removed, the excavation work of the second section of pile hole is started, the waste slag in the hole is transported to the hole opening by using the vertical lifting equipment, and then the hole opening is pushed to the designated waste slag place by using the cart.
S6, manufacturing and installing retaining wall reinforcing steel bars: straightening the steel bars to ensure that the verticality deviation is less than or equal to 1 percent; the steel bar is processed and bent at normal temperature, the bent steel bar is gradually bent from the middle part to two ends, and the hook is bent at one time; binding the steel bars in the pile foundation to form a steel bar framework;
s7, geological excavation treatment of a rock stratum: adopting a water milling drilling method in the hole for construction; preferably, the water mill drilling method construction process is as follows:
(1) drilling surrounding rocks: arranging coring points along the wall of a pile foundation hole, wherein the diameter of each coring point is 140mm, coring circles are tangent to the inner wall of a locking port, the distance between the coring circles is 160mm, the peripheral cores are sequentially drilled, the height of the taken cores is about 500mm, and a square face is formed on the periphery of the pile core body rock after the peripheral cores are taken;
(2) drilling out middle rocks: according to the rock mass condition of each hole, when the central rock mass is complete, three lines can be cut in the middle of the square hole, and the rock core is divided into four equal parts;
(3) drilling by using an electric hand drill: drilling holes on the pile core rock mass by using an electric hand drill, and dividing the pile rock mass into a plurality of equal parts;
(4) inserting a steel wedge, and striking the steel wedge to split the rock: drilling a steel wedge into a hole drilled by a hand electric drill along the radial direction of the pile foundation, hammering the steel wedge by a sledge hammer to enable a rock body to obtain a horizontal impact force, pulling and cracking the rock along a plumb bob surface under the action of the horizontal impact force, and sequentially cracking the rock body until all the pile core rock body of the layer is cracked;
(5) people frock sediment, electric hoist slag tapping: after the single-cycle construction action, the core drilled by the water drill is sequentially subjected to slag tapping, the slag tapping is performed from one side of a pile hole, then a steel wedge is inserted, and the steel wedge is impacted to split the rock and then the slag tapping is performed again;
(6) pile hole correction and next cycle construction: knocking off rock sawteeth occupying the space of the pile foundation, marking the center of a designed pile in a pile hole through a lock catch pile protection, checking the deviation condition of the bottom of the pile foundation and timely correcting deviation, marking the drilling and coring position of the peripheral water drill of the next cycle, and entering the construction of the hole digging pile of the next cycle.
Preferably, the equipment adopted by the water mill drilling method construction comprises a water mill drilling machine, a water mill drilling cylinder and a special water pump, wherein one water mill drilling machine is provided with 3-5 water mill drilling cylinders, one water mill drilling cylinder is provided with 7 cutter heads, the outer diameter of the water mill drilling cylinder is 16cm, the inner diameter of the water mill drilling cylinder is 14cm, the wall thickness of the water mill drilling cylinder is 1cm, the height of the water mill drilling cylinder is 62cm, and 60cm can be drilled in one cycle; the outer diameter of the special water pump is 12cm, and the height of the special water pump is 40 cm.
Because the engineering landslide body is still in an unstable state, the condition that whether the protective wall has cracks or not is observed constantly in the construction process, the protective wall cannot be punctured, and the construction safety is facilitated. And after drilling, observing whether the sediments at the bottom of the hole are cleaned up, and observing the aperture, the hole depth and the inclination. The pore diameter of the orifice is checked, then the vertical line and the steel ruler are used for checking the inclination and the depth of the pore, the pore diameter and the depth of the pore are required to be not less than the designed values, the inclination is less than 0.5 percent, and the construction quality is ensured.
S8, manufacturing reinforcing steel bars, installing the reinforcing steel bars and hoisting the reinforcing steel bars: firstly, mounting a bottom cage and binding reinforcing steel bars, then hoisting the bottom cage, mounting a top cage, binding the reinforcing steel bars, hoisting the top cage, connecting a main reinforcement sleeve, and centering and fixing the whole reinforcing steel bar cage; preferably, when the steel bar is manufactured, before the steel bar is used, dirt such as sludge and rust on the surface is removed, and oil stains cannot be generated on the surface of the steel bar; the joints with the same section are not more than 50% of the diameter of the steel bar with the joint staggering distance not less than 35 times; concrete cushion blocks with the same label as pile body concrete are arranged around the reinforcement cage, each square of the concrete cushion blocks is not less than 4, the longitudinal distance is 2m, and the concrete cushion blocks are arranged in a quincunx shape; before binding the reinforcing steel bars, the pile is ensured to be flat.
S9, mounting the acoustic pipe on the inner side of the pile body steel bar, and firmly binding the acoustic pipe with the vertical steel bar; preferably, the inner diameter of the sounding pipe is 57mm, the wall thickness is 3mm, the lower end of the sounding pipe is sealed, the sounding pipe is 30cm higher than the pile top, clear water is filled in the sounding pipe, the sounding pipe is covered with a cover and numbered clockwise, the sounding pipe is vertically installed, and an iron wire is fixed on a steel reinforcement cage once every 2m from the pile top so as to ensure that the sounding pipes are parallel to each other.
And S10, pouring concrete, and finishing the anti-slide pile. The anti-slide pile is detected by adopting an ultrasonic non-damage detection method.
The foregoing is only a preferred embodiment of the present invention, and it should be noted that, for those skilled in the art, various modifications and decorations can be made without departing from the principle of the present invention, and these modifications and decorations should also be regarded as the protection scope of the present invention.
Claims (8)
1. A construction method of an anti-slide pile at a tunnel portal is characterized by comprising the following steps:
s1, leveling a field: removing dangerous stones and floating soil on the slope, arranging a slag stacking position, a road and a machine material stacking position, digging drainage ditches around the working surface, and preparing a drainage system;
s2, measurement and positioning: setting the center point of the hole pile, determining the accurate position of the hole pile, after lofting is finished, carrying out distance drawing on the mutual positions of adjacent hole piles nearby, and checking the pile position;
s3, excavating hole piles: mounting lifting equipment, wherein the stacking distance of slag tapping is not less than 5m, the slag tapping is required to be hardened within 1m around the hole, and guardrails are arranged on the periphery of the slag tapping; the height of the locking notch is not less than 30cm higher than the ground;
s4, installing slag tapping lifting equipment;
s5, excavating in sections; excavating layer by layer from top to bottom by using pickaxes and shovels, crushing hard soil or large boulders by using hammers and drill rods, wherein the excavating sequence is that firstly excavating the middle and then excavating the periphery, and controlling the section size by adding 25cm according to the designed pile size;
s6, manufacturing and installing retaining wall reinforcing steel bars: straightening the steel bars to ensure that the verticality deviation is less than or equal to 1 percent; the steel bar is processed and bent at normal temperature, the bent steel bar is gradually bent from the middle part to two ends, and the hook is bent at one time; binding the steel bars in the pile foundation to form a steel bar framework; each section of the hole pile is excavated, a retaining wall is made, the thickness of the retaining wall is 25cm, a concrete tanker is used for transporting the section of the hole pile to an orifice and then is loaded into a bucket, a lifting device is used for lifting the section of the hole pile into the hole to manually shovel the section of the hole pile into a mould, when the retaining wall concrete is poured, a small vibrator is used for tamping, the slump is controlled to be 7-9 cm, and the upper retaining wall concrete and the lower retaining wall are lapped by 5 cm;
s7, geological excavation treatment of a rock stratum: adopting a water milling drilling method in the hole for construction;
s8, manufacturing reinforcing steel bars, installing the reinforcing steel bars and hoisting the reinforcing steel bars: firstly, mounting a bottom cage and binding reinforcing steel bars, then hoisting the bottom cage, mounting a top cage, binding the reinforcing steel bars, hoisting the top cage, connecting a main reinforcement sleeve, and centering and fixing the whole reinforcing steel bar cage;
s9, mounting the acoustic pipe on the inner side of the pile body steel bar, and firmly binding the acoustic pipe with the vertical steel bar;
and S10, pouring concrete, and finishing the anti-slide pile.
2. The method for constructing the slide-resistant pile at the tunnel portal according to claim 1, wherein in the step S3, the lifting device is a swing arm derrick crane, and the installation position and the slag tapping direction of the swing arm crane are actually arranged on site.
3. The method for constructing a slide-resistant pile for a tunnel portal according to claim 1, wherein in step S3, the guardrail is made of steel pipes with a diameter of 48 x 3mm, 4 steel pipes with a diameter of 1.5m, 4 steel pipes with a diameter of 3.5m and 4 steel pipes with a diameter of 2.4m are arranged in each hole, and red and white paint is brushed outside; the height of the locking notch is 1.2m, the thickness is 0.5m, the locking notch adopts C20 reinforced concrete, the retaining wall concrete adopts C15 reinforced concrete, the ground hardening adopts C20 concrete, the ground hardening is provided with 0.3% of one-way cross slope for drainage, and the drainage is concentrated and discharged to the drainage ditch.
4. The method for constructing a slide-resistant pile for a tunnel portal according to claim 1, wherein in the step 5, after the previous section of retaining wall concrete reaches 80% of the designed strength, the reinforcing support and the template are removed, and the excavation work of the pile hole of the next section is started.
5. The method for constructing the slide-resistant pile of the tunnel portal according to claim 1, wherein the water mill drilling method construction process in the step S7 is as follows:
(1) drilling surrounding rocks: arranging coring points along the wall of a pile foundation hole, wherein the diameter of each coring point is 140mm, coring circles are tangent to the inner wall of a locking port, the distance between the coring circles is 160mm, the peripheral cores are sequentially drilled, the height of the taken cores is about 500mm, and a square face is formed on the periphery of the pile core body rock after the peripheral cores are taken;
(2) drilling out middle rocks: according to the rock mass condition of each hole, when the central rock mass is complete, three lines can be cut in the middle of the square hole, and the rock core is divided into four equal parts;
(3) drilling by using an electric hand drill: drilling holes on the pile core rock mass by using an electric hand drill, and dividing the pile rock mass into a plurality of equal parts;
(4) inserting a steel wedge, and striking the steel wedge to split the rock: drilling a steel wedge into a hole drilled by a hand electric drill along the radial direction of the pile foundation, hammering the steel wedge by a sledge hammer to enable a rock body to obtain a horizontal impact force, pulling and cracking the rock along a plumb bob surface under the action of the horizontal impact force, and sequentially cracking the rock body until all the pile core rock body of the layer is cracked;
(5) people frock sediment, electric hoist slag tapping: after the single-cycle construction action, the core drilled by the water drill is sequentially subjected to slag tapping, the slag tapping is performed from one side of a pile hole, then a steel wedge is inserted, and the steel wedge is impacted to split the rock and then the slag tapping is performed again;
(6) pile hole correction and next cycle construction: knocking off rock sawteeth occupying the space of the pile foundation, marking the center of a designed pile in a pile hole through a lock catch pile protection, checking the deviation condition of the bottom of the pile foundation and timely correcting deviation, marking the drilling and coring position of the peripheral water drill of the next cycle, and entering the construction of the hole digging pile of the next cycle.
6. The method for constructing the slide-resistant pile for the tunnel portal according to claim 1, wherein in the step S7, the equipment adopted by the water mill drilling method comprises a water mill drilling machine, a water mill drilling barrel and a special water pump, wherein the water mill drilling machine is provided with 3-5 water mill drilling barrels, one water mill drilling barrel is provided with 7 cutter heads, the outer diameter of the water mill drilling barrel is 16cm, the inner diameter of the water mill drilling barrel is 14cm, the wall thickness of the water mill drilling barrel is 1cm, the height of the water mill drilling barrel is 62cm, and the water mill drilling barrel can drill 60cm in a circulating mode; the outer diameter of the special water pump is 12cm, and the height of the special water pump is 40 cm.
7. The method for constructing the slide-resistant pile for the tunnel portal according to claim 1, wherein in the step S8, when the steel bars are manufactured, dirt such as sludge and floating rust on the surface is removed before the steel bars are used, and oil stains cannot be generated on the surface of the steel bars; the joints with the same section are not more than 50% of the diameter of the steel bar with the joint staggering distance not less than 35 times; concrete cushion blocks with the same label as pile body concrete are arranged around the reinforcement cage, each square of the concrete cushion blocks is not less than 4, the longitudinal distance is 2m, and the concrete cushion blocks are arranged in a quincunx shape; before binding the reinforcing steel bars, the pile is ensured to be flat.
8. The method of claim 1, wherein in step S9, the inside diameter of the sounding pipe is 57mm, the wall thickness is 3mm, the bottom end of the sounding pipe is closed, the sounding pipe is 30cm higher than the top of the pile, the sounding pipe is filled with clear water, the pipe is covered with a cover, the pipe is numbered clockwise, the sounding pipe is installed vertically, and the pipe is fixed on the reinforcement cage with iron wires every 2m from the top of the pile to ensure the sounding pipes are parallel to each other.
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