CN114837209A - Construction method of deep sand layer large-diameter pile foundation in karst development area - Google Patents
Construction method of deep sand layer large-diameter pile foundation in karst development area Download PDFInfo
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- 230000002787 reinforcement Effects 0.000 claims abstract description 57
- 239000002689 soil Substances 0.000 claims abstract description 29
- 238000003825 pressing Methods 0.000 claims abstract description 25
- 239000002002 slurry Substances 0.000 claims abstract description 19
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 8
- 229910000831 Steel Inorganic materials 0.000 claims description 74
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/06—Placing concrete under water
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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
- E02D17/02—Foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B7/00—Special methods or apparatus for drilling
- E21B7/20—Driving or forcing casings or pipes into boreholes, e.g. sinking; Simultaneously drilling and casing boreholes
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Abstract
The invention discloses a construction method of a deep sand layer large-diameter pile foundation in a karst development area, which comprises the following steps: s1, leveling the site and measuring the pile position; s2, reinforcing the earth surface; s3, placing the road base board; s4, centering the drill; s5, hoisting and placing the casing; s6, pressing in the sleeve, retesting the verticality and taking soil by a grab bucket to form a hole; s7, hoisting the reinforcement cage; s8, installing a guide pipe; s9, pouring concrete and gradually drawing pipes; and S10, pile foundation detection and pile forming quality. The construction method of the large-diameter pile foundation provided by the invention avoids the phenomenon of hole collapse or slurry leakage when a thicker sand layer, a large karst cave and a beaded karst cave exist in the stratum during construction, has the advantages of fast construction progress and excellent construction efficiency, simultaneously has higher safety coefficient, and is suitable for the technical field of road and bridge construction.
Description
Technical Field
The invention belongs to the technical field of road and bridge building construction, and particularly relates to a construction method of a large-diameter pile foundation of a deep sand layer in a karst development area.
Background
Bridge pile foundation pore-forming mode is various. The type of the drilling machine is generally selected according to geological conditions, designed pile length, pile diameter and construction conditions, and meanwhile, the construction period, economic cost and other influence factors are considered. In the geological conditions such as cohesive soil, gravel, pebbles, boulders, soft and hard rock strata and the like, the construction of the pile foundation by adopting traditional modes such as rotary drilling, percussion drilling, rotary drilling and the like is the most common. However, when a thicker sand layer, a large karst cave and a beaded karst cave exist in the stratum, hole collapse or slurry leakage phenomena are serious when the drilling machines are adopted for drilling. Resulting in slow construction progress, poor construction efficiency and higher safety risk.
Disclosure of Invention
The invention provides a construction method of a deep sand layer large-diameter pile foundation in a karst development area, which is used for solving the problems of serious hole collapse or slurry leakage, slow construction progress, poor construction effect and high safety risk when a traditional drilling machine is adopted for drilling when a thick sand layer, a large karst cave and a beaded karst cave exist in a stratum.
In order to realize the purpose, the technical scheme adopted by the invention is as follows:
the construction method of the large-diameter pile foundation of the deep sand layer in the karst development area comprises the following steps:
s1, leveling the site, measuring and placing the pile position, clearing the site construction waste after entering the site, leveling the site, calculating the coordinates of the center point of the pile position according to the coordinates provided by the design drawing, performing on-site lofting by adopting a total station according to the control point of the ground lead, and protecting the center point of the pile position;
s2, reinforcing the ground surface, namely reinforcing the ground surface of the construction bearing platform area, and grouting soil layers above limestone by sleeve valve pipes which are arranged according to the effective diffusion radius of a grouting hole;
s3, placing a road substrate, placing the road substrate to make the center of the road substrate aligned with the center of the protected pile position, digging a foundation pit by using a digging machine around the center point of the pile position, and embedding the road substrate therein to make the center of the road substrate coincide with the center of the pile position;
s4, centering the drilling machine in place, moving the casing drilling machine to a correct position, and correspondingly positioning the center of a pipe holding device of the casing drilling machine at the center of the road substrate, wherein the casing drilling machine adopts a full-casing full-slewing drilling machine;
s5, hoisting and placing a sleeve, inserting the sleeve into a hydraulic power system in an operating platform of the full-sleeve full-slewing drilling machine, arranging a casing in the sleeve, enabling the sleeve to be vertical and to be held by a clamping mechanism when the sleeve is hoisted by a crane, leveling the host by a leveling system on the host, and ensuring the perpendicularity of the sleeve and the casing;
s6, pressing in a sleeve, retesting perpendicularity and taking soil by a grab bucket to form a hole, hoisting a first sleeve in a jaw of the pile machine, aligning the center of a pile position, clamping a steel sleeve with a rock embedding tool bit at the bottom by a positioning oil cylinder, shaking the pressing sleeve of the full-sleeve full-slewing drilling machine, repeatedly rotating the sleeve, then taking soil from the sleeve by the grab bucket, grabbing soil while continuously pressing the sleeve until the depth of the pile hole reaches the design requirement;
s7, hoisting the reinforcement cage, placing the reinforcement cage after the hole forming inspection is qualified, and hoisting the reinforcement cage into the pile hole to be in place within the operation range of the crane boom after the reinforcement cage is processed and formed;
s8, installing a guide pipe, checking whether the steel reinforcement cage meets the design requirements after the steel reinforcement cage is installed, installing the guide pipe through a crane after the hidden acceptance procedures are handled, and then pouring underwater concrete;
s9, pouring concrete, gradually pulling out pipes, intensively mixing the concrete in a mixing station, transporting the concrete by a mixing transport vehicle, detecting slump, air content, mold-entering temperature and the like before pouring, pouring the concrete by a storage hopper, continuously pouring the underwater concrete for one time, wherein the initial storage amount of the concrete meets the requirement that the buried depth of a conduit is not less than 1.0m after the first batch of concrete enters a hole;
and S10, detecting the pile foundation and pile forming quality, wherein the pile foundation is detected, and the pile foundation with the pile length of more than 40m or the pile diameter of more than or equal to 2.0m is detected by adopting a sound wave transmission method.
Furthermore, when grouting treatment is carried out on the S2 half-sleeve valve pipe, cement and water glass double-liquid slurry is adopted for grouting so as to guarantee the grouting effect and achieve the purpose of ground surface reinforcement.
Further, the grouting holes are arranged in a quincunx shape, the water cement ratio of cement paste is 1:1 according to calculation of the sleeve valve pipe surface reinforcement technical specification, three rows of the periphery of the grouting holes are poured by cement and water glass double-liquid cement, and the cement paste: the ratio of the water glass is 1: 0.5-1: 0.8.
Furthermore, the length and the width of the S3 middle road base plate are both 4.5m and the height is 30cm, the side faces of four corners are respectively provided with a lifting lug, the main material is formed by welding steel plates with the thickness of 2cm, and the depth of a foundation pit is 30 cm.
Furthermore, the pressing depth of the pressing sleeve in the S6 is 2.5-3.5 m, the depth of the bottom opening of the pressing sleeve in advance of the excavation face is always kept to be not less than 2.5m, when pebbles or obstacles are met, the pressing sleeve is cut in a rotary mode once by a rock embedding cutter head arranged at the front end of the pressing sleeve, smashed by a drop hammer once, and then grabbed out by a grab bucket.
Furthermore, after the first section of casing pipe is completely pressed into the soil in S6, 1.2-1.5 m is left above the ground so as to be convenient for taking over the pipe, detecting the verticality, performing deviation rectification adjustment if the verticality is unqualified, and installing a second section of casing pipe to continue to press down and take out the soil if the verticality is qualified.
Further, for avoiding the steel reinforcement cage to warp at the hoist and mount in-process in S7, use special gallows when lifting by crane to the ability of reinforcing steel reinforcement cage top resistance to deformation prevents to twist reverse, crooked when the steel reinforcement cage handling, slowly transfers, avoids colliding the steel casing wall, and the steel reinforcement cage adopts the hoist and mount, and steel reinforcement cage length exceedes 9 m' S adoption overlap joint in addition.
Furthermore, the steel bar joints of the steel bar cage are not required to be positioned in the same horizontal plane, the number of the joints in any section is required to be less than 50% of the number of the vertical steel bars, and the steel bar cage is transported to the site in a segmented mode after being manufactured.
Furthermore, the underwater concrete pouring in the S8 adopts a steel guide pipe with the diameter of 300mm, the length of each section of the steel guide pipe is 3m, the length of the bottom section of the steel guide pipe is 4m, and a 0.5m and 1m adjusting pipe section is matched, the steel guide pipe is hung in the hole, the distance between the lower end of the steel guide pipe and the hole bottom is 0.3-0.5 m, the guide pipe is firstly assembled in a test mode before being used, a hydraulic test is carried out to test the tightness of a guide pipe joint, the length of the guide pipe is calculated and configured according to the depth of a drilled hole, and the guide pipe is placed one by one through a manual crane.
Further, in the construction in the step S9, the guide pipe is used for continuous pouring, the interruption time is not more than 45 minutes, the guide pipe cannot collide with a reinforcement cage when being lifted, the steel sleeve is gradually pulled up along with the concrete pouring, the pulling sleeve is shaken to be pulled out slowly, the sleeve is kept straight, the sleeve is buried to a depth of 2-6 m, the concrete slump at the karst cave is lower than 200mm, in order to avoid the collapse of the hole wall, the pipe is pulled out while the concrete is poured, the sleeve is kept not to pull out the concrete surface until the concrete is poured to the effective pile top sleeve and is completely pulled out, and a concrete sample is manufactured before the concrete is poured.
As the construction method is adopted, compared with the prior art, the invention has the technical progress that:
(1) the construction is safe, the ground surface reinforcement treatment is carried out on the construction bearing platform area, and when the construction bearing platform area meets a sand layer and a karst cave, the ground surface reinforcement plays a role in supporting the orifice, so that the orifice can be prevented from collapsing, and the safety of equipment and constructors is guaranteed;
(2) the full-casing full-rotary drilling machine is adopted to construct in a sand layer and a karst development area, so that the construction efficiency index is improved, other drilling machines are easy to collapse and leak slurry during construction in the area, holes can be formed after backfilling and re-drilling is needed, and the backfilling and re-drilling phenomena cannot occur on the full-casing full-rotary drilling machine, so that the corresponding expense caused by backfilling and re-drilling is avoided, the construction period is shortened, the construction cost is indirectly reduced, the overall technical level is high, the construction efficiency is high, the cost is low, the pile forming quality is guaranteed, and the full-casing full-rotary drilling machine is easy to popularize and apply;
the drilling task of penetrating through a sand layer and a karst cave can be easily completed by utilizing the good verticality adjusting performance of a full-casing full-rotary drilling machine and the automatic control performance of the drilling speed, the drilling pressure and the torque, the drilling is carried out in the casing when concrete in the karst cave is poured, an inner protective cylinder is arranged in the casing after hole cleaning is completed, and the drilling machine has strong pulling force and can be pulled out in a delayed manner, so that the construction task of a cast-in-place pile in the karst cave can be well completed;
the traditional drilling machine has the problems of a thicker sand layer, a large karst cave and a beaded karst cave in a stratum, when a bridge pile foundation is constructed under the conditions that the thickness of the sand layer in the stratum ranges from 13.8m to 24.6m, the large karst cave and the beaded karst cave, a full-casing full-rotation drilling machine is selected for construction, the defects of the construction process of the traditional drilling machine under the geological conditions of the sand layer and the karst development are effectively overcome, the drilling operation can be quickly, efficiently and safely completed, a series of problems of hole collapse and slurry leakage in the drilling process are effectively solved, the construction quality is improved, the potential safety hazard is reduced, the construction period is shortened, and the construction cost is saved.
The full-casing full-slewing drilling machine is used for pile foundation construction in the sand layer and the karst development section, so that the pile forming quality of the pile foundation is greatly improved, and the full-casing full-slewing drilling machine has higher hole forming speed and higher safety coefficient in the sand layer and the karst development section than other drilling machines;
(3) by installing the road base plate, the casing pipe can not deviate during pile foundation construction, and the construction quality is ensured;
(4) through the arrangement of the foundation pit, the road base plate is embedded in the foundation pit and is overlapped with the center of the pile position, so that the fixed-point guiding effect is achieved, and the casing pipe is prevented from deviating during pile foundation construction;
through setting up the foundation ditch, bury the road bed board wherein to make it and pile position center coincidence, play the effect of fixed point direction, can not the off tracking with the sleeve pipe when guaranteeing the pile foundation construction.
(5) The rock-socketed cutter head is installed at the mining end of the steel sleeve, so that the rock-socketed cutter head is firm to install, high in construction efficiency and convenient to replace.
Drawings
The accompanying drawings, which are included to provide a further understanding of the invention and are incorporated in and constitute a part of this specification, illustrate embodiments of the invention and together with the description serve to explain the principles of the invention and not to limit the invention.
In the drawings:
FIG. 1 is a schematic diagram of a system framework according to an embodiment of the present invention;
FIG. 2 is a schematic view of the rock-socketed bit and casing connection of the present invention;
fig. 3 is a partially enlarged view of a portion a in fig. 2.
Labeling components: 1-steel casing, 2-rock embedding cutter head, 3-cutter head fixing device, 31-cutter head fixing body, 32-fixing pin and 33-limiting block.
Detailed Description
Preferred embodiments of the present invention will be described below with reference to the accompanying drawings. It should be understood that the preferred embodiments described herein are for purposes of illustration and explanation only and are not intended to limit the present invention.
The invention discloses a construction method of a large-diameter pile foundation of a deep sand layer in a karst development area, which is summarized and formed by the application of the construction method in a 1-standard deep sand layer of a Guangzhou Baiyun station, karst development and adjacent existing line sections as shown in figure 1.
The Guangzhou white cloud station 1 is positioned in a white cloud area of Guangzhou city in Guangzhou province, the origin-destination mileage of a great bridge of a river is GXLDK11+ 537.91-GXLDK 13+237.035, the length is 1.699 kilometers, and the geological karst of a pier area of 49# -55# is relatively developed. The full-casing full-slewing drilling machine is used for pile foundation construction in the sand layer and karst development sections, pile forming quality of the pile foundation is greatly improved, and the full-casing full-slewing drilling machine is higher in hole forming speed and higher in safety coefficient in the sand layer and karst development sections than other drilling machines. The full-casing full-slewing drilling machine process is used in sand layers, karst development and adjacent existing line sections, so that experience is accumulated for subsequent construction of railway and highway bridge pile foundations, favorable comments of construction, design and supervision units are obtained, the brand image of enterprises is improved, and a foundation is laid for large-area popularization and construction in bridge pile foundation engineering in the future. The construction method gains favorable comment of construction and supervision units and obtains good economic and social benefits.
Specifically, the method comprises the following steps:
s1, leveling the site, measuring and placing the pile position, clearing the site construction waste after entering the site, leveling the site, calculating the coordinates of the center point of the pile position according to the coordinates provided by the design drawing, performing on-site lofting by adopting a total station according to the control point of the ground lead, and protecting the center point of the pile position;
s2, reinforcing the earth surface, namely, firstly reinforcing the earth surface of the construction bearing platform area in order to avoid potential safety hazards caused by orifice collapse, and carrying out grouting treatment on the soil layer above limestone by using sleeve valve pipes which are arranged according to the effective diffusion radius of a grouting hole;
when the S2 half-sleeve valve pipe is subjected to grouting treatment, cement and water glass double-liquid slurry is adopted for grouting so as to ensure that the grouting effect achieves the purpose of ground surface reinforcement. Further, the distance between the grouting holes is 1.2m, the grouting holes are arranged in a quincunx shape, the grouting thickness is 19.5m, the water cement ratio of cement slurry is 1:1, three rows of grouting holes are poured by cement and water glass double-liquid slurry according to the technical specification of sleeve valve pipe surface reinforcement, and the cement slurry: the ratio of the water glass is 1: 0.5-1: 0.8.
After the surface reinforcement measure is finished, a full-casing full-rotation drilling machine is used for drilling; the full-casing full-slewing drilling machine is a novel drilling machine integrating full-hydraulic power and transmission and electromechanical-hydraulic combined control. The casing drilling machine is used for applying torque and vertical load to the inner casing pipe of the hole, the hole is pressed in while rotating, and meanwhile, the flushing grab bucket and the impact hammer are used for excavating and taking soil or rotary excavating and taking soil, so that the internal friction force of the casing pipe is reduced. During drilling, the casing is completely used to follow the protecting wall without mud and circulating liquid, and the casing strings are connected via joints and the casing strings are connected successively until the depth of the pile is designed. In order to prevent the steel sleeve 1 from falling off, the clamping of the steel sleeve 1 can be realized by adjusting the clamping oil cylinder and the wedge block on the hoop. When the clamping oil cylinder ascends and descends, the wedge-shaped block ascends and descends along with the clamping oil cylinder, and the rotary supporting system is effectively occluded with the steel sleeve 1. And after the excavation is finished, immediately measuring the hole depth to confirm the bearing stratum, clearing the hole after meeting the requirement, installing a reinforcement cage, and finally pouring concrete to form the pile.
The soil and lithology characteristics can be visually judged by adopting the full-casing full-slewing drilling machine; the verticality of the formed hole is easy to master, and the verticality can be accurate to 3-5 per mill; and the slurry is not used, so that the possibility of the slurry entering the concrete is avoided, and the bond stress of the concrete to the reinforcing steel bars is favorably improved. Therefore, the success rate of pile foundation detection can be ensured, and the pile forming quality is ensured.
S3, placing a road substrate, placing the road substrate to make the center of the road substrate aligned with the protected pile position center, digging a foundation pit by using a digging machine around the measured pile position center after measuring and placing the pile position center, embedding the road substrate therein, and retesting and positioning the road substrate to ensure that the center of the road substrate is coincident with the pile position center;
the length and the width of the S3 middle road base plate are both 4.5m and 30cm in height, the side faces of four corners are respectively provided with a lifting lug, the main material is formed by welding steel plates with the thickness of 2cm, and the depth of a foundation pit is 30 cm.
Its main functions are as follows:
A. through setting up the foundation ditch, bury the road bed board wherein to make it and pile position center coincidence, play the effect of fixed point direction, can not the off tracking with the sleeve pipe when guaranteeing the pile foundation construction.
B. The strength of the roadbed is improved, the surface of the roadbed plate is flat, the roadbed plate is a special operation platform required by various pile foundation constructions, the roadbed plate has certain thickness and is not easy to deform, and after the roadbed plate is in contact with the ground, the roadbed plate is equivalent to the ground after hardening and has certain bearing capacity, so that the required concrete consumption for hardening is saved, the bearing problem of the foundation is solved, and orifice collapse when a karst cave is met is further prevented.
S4, centering the drilling machine in place, moving the casing drilling machine to a correct position, and correspondingly positioning the center of a pipe holding device of the casing drilling machine at the center of the road substrate, wherein the casing drilling machine adopts a full-casing full-slewing drilling machine;
s5, hoisting and placing the casing pipe, inserting the casing pipe into a hydraulic power system in an operating platform of the full-casing full-slewing drilling machine, enabling the casing pipe to be vertical and to be held by a clamping mechanism when the casing pipe is hoisted by a crane, leveling the main machine through a leveling system on the main machine, and ensuring the verticality of the casing pipe;
s6, pressing in a sleeve, retesting perpendicularity and taking soil by a grab bucket to form a hole, hoisting a first sleeve in a jaw of the pile machine, aligning the center of a pile position, clamping a steel sleeve 1 provided with a rock embedding tool bit 2 at the bottom by using a positioning oil cylinder, shaking a downward pressing sleeve of a full-sleeve full-slewing drilling machine, repeatedly rotating the sleeve, taking soil from the sleeve by using the grab bucket, grabbing soil while continuously pressing the sleeve until the depth of the pile hole reaches the design requirement, then clearly clearing scum to check the bottom of the hole, and checking the hole and accepting; the steel sleeve 1 with the rock embedding tool bit 2 is a first section of steel sleeve 1, and soil layers or rock strata are smoothly cut in the twisting and pressing processes of a hydraulic system.
As a preferred embodiment of the present invention, as shown in fig. 2-3, the steel casing 1 is a barrel-shaped structure, the mining end of the steel casing 1 is provided with a plurality of rock-socketed bits 2 through a bit fixing device 3, the bit fixing device 3 includes a plurality of bit fixing bodies 31, the mining end of the steel casing 1 is provided with a plurality of U-shaped grooves adapted to the bit fixing bodies 31, and the bit fixing bodies 31 are embedded and fixed in the U-shaped grooves.
The tool bit fixing body 31 is provided with a groove matched with the installation end of the rock embedding tool bit 2, a limiting block 33 is fixedly arranged in the groove, the installation end of the rock embedding tool bit 2 is provided with a limiting groove matched with the limiting block 33, the rock embedding tool bit 2 is embedded in the groove, and the limiting block 33 is embedded in the limiting groove and fixed through a fixing pin 32. Specifically, the tool bit fixing body 31 is welded and fixed with the steel sleeve 1, and the rock embedding tool bit 2 is made of hard alloy.
In the traditional technology, when the pile foundation is drilled, the drill bit is directly welded on the spiral drill rod, and the drill bit is welded and fixed, so that on one hand, when the drilling tool with the structure meets a rock stratum, the rock is required to be completely drilled, the construction progress is slow, the efficiency is low, the required quality for the drill bit is high, most of the crushed rock falls into the hole, and the cleaning is difficult; on the other hand, the tool bit is insecure to be fixed, drops easily, and when the tool bit sharpness is not enough, changes the difficulty, needs to melt the welding position and polishes, influences secondary installation size. On one hand, the embedded rock bit 2 is installed at the mining end of the steel sleeve 1, the mined rock is of a columnar structure with the same inner diameter as that of the steel sleeve 1, so that a plurality of broken stones are not left in the hole like drilling of a drill bit, the rock is convenient to clean, the mining surface is far smaller than the size of the drill bit, the construction progress is fast, the working efficiency is high, and the embedded rock bit is particularly suitable for the working condition with thick pile foundation diameter; on the other hand, tool bit fixed body 31 is through inlaying and with steel casing 1 welded fastening, sound construction, and the rock-socketed tool bit 2 is fixed with tool bit fixed body 31 through stopper 33 and locating pin, and the installation is reliable, can not become flexible and drop, and the tool bit is changed conveniently.
The pressing depth of the pressing sleeve in the S6 is 2.5-3.5 m, the depth of the bottom opening of the pressing sleeve in advance of the excavation face is always kept to be not less than 2.5m, when pebbles or obstacles are met, the rock-socketed cutter head 2 arranged at the front end of the pressing sleeve is used for carrying out rotary cutting once, smashing is carried out once by using a drop hammer, and then grabbing is carried out by using a grab bucket. Furthermore, after the first section of casing pipe is completely pressed into the soil in S6, 1.2-1.5 m is left above the ground so as to be convenient for taking over the pipe, detecting the verticality, performing deviation rectification adjustment if the verticality is unqualified, and installing a second section of casing pipe to continue to press down and take out the soil if the verticality is qualified.
The pressing depth is determined according to concrete soil quality, and if the water head is not high due to hard clay, the pipe pressing depth can be properly reduced; if the clay is soft plastic clay or high water head flow plastic clay, the depth of the pressed pipe can be properly deepened.
And continuing to perform the soil grabbing operation, suspending the soil grabbing operation when the construction reaches the rock surface, informing relevant departments such as supervision, owners and geological prospecting to confirm the rock surface, continuing the rock drilling operation to the depth meeting the design requirement by using a rotary drilling rig of matched rock-socketed equipment after confirmation, confirming the holding layer, clearing sediments at the bottom of the hole, and clearing the sludge at the bottom of the hole by using a bottom clearing grab bucket.
S7, hoisting the reinforcement cage, placing the reinforcement cage after the hole forming inspection is qualified, and hoisting the reinforcement cage into the pile hole to be in place within the operation range of the crane boom after the reinforcement cage is processed and formed;
for avoiding the steel reinforcement cage to warp at the hoist and mount in-process among S7, use special gallows when lifting by crane to the ability of reinforcing steel reinforcement cage top resistance to deformation, prevent to twist reverse during the steel reinforcement cage handling, crooked, slowly transfer, avoid colliding steel casing pipe 1 wall, the steel reinforcement cage adopts the hoist and mount, and the adoption overlap joint of steel reinforcement cage length exceedes 9m in addition, and the overlap joint welding satisfies the standard requirement.
The steel bar joints of the steel bar cage are not required to be positioned in the same horizontal plane, the number of the joints in any cross section is required to be less than 50% of the number of the vertical steel bars, and the steel bar cage is transported to the site in sections after being manufactured.
The reinforcement cage is processed in a reinforcement processing field in a centralized way, and the reinforcement cage is manufactured according to the relevant standard and according to the purchased length of the main reinforcement in sections. And (3) lofting and manufacturing main reinforcements, reinforcing stirrups and spiral stirrups in the steel bar manufacturing shed according to the requirements of drawings, and carrying out processing, installation, quality inspection and the like on all steel bars according to relevant regulations of a railway bridge and culvert engineering construction quality inspection and acceptance standard.
And S8, installing a guide pipe, checking that the steel reinforcement cage meets the design requirements after the installation is finished, installing the guide pipe through a crane after hidden acceptance procedures are handled, detecting the guide pipe before the installation of the guide pipe, and then pouring underwater concrete.
And S8, the underwater concrete is poured by adopting a steel guide pipe with the diameter of 300mm, each section of the steel guide pipe is 3m long, the bottom section of the steel guide pipe is 4m long, a 0.5m and 1m adjusting pipe section is matched, the steel guide pipe is hung into the hole, the distance between the lower end of the steel guide pipe and the hole bottom is 0.3-0.5 m, the guide pipe is firstly assembled in a trial mode before being used, a hydraulic test is carried out to test the tightness of a guide pipe joint, the length of the guide pipe is calculated and configured according to the depth of the drilled hole, and the guide pipe is placed one by one through manual matching with a crane. During pouring, the poured concrete is maintained and the sleeve is pulled up every about 1m of pouring, and the operation is repeated. Therefore, the pile forming quality of the poured concrete can be guaranteed, when a karst cave is met, the pile forming height can be timely and directly found, corresponding measures are taken, and material waste caused by the fact that the karst cave is met by adopting a one-time concrete pouring method is avoided.
S9, pouring concrete, pulling pipes out one by one, mixing the concrete in a mixing station in a centralized way, transporting the concrete by a mixing transport vehicle, detecting slump, air content, mold-entering temperature and the like before pouring, pouring the concrete by a storage hopper, continuously pouring the underwater concrete for one time, wherein the initial storage amount of the concrete meets the requirement that the buried depth of a conduit is not less than 1.0m after the first batch of concrete enters a hole; before concrete pouring, a concrete test piece is manufactured to test the concrete.
And in the S9, the guide pipe is used for continuous pouring during construction, the interruption time is not more than 45 minutes, the guide pipe cannot collide with a reinforcement cage when lifted, the steel sleeve 1 is pulled up section by section along with concrete pouring, the pull-up sleeve is pulled up slowly by shaking, the sleeve is kept straight, the buried depth of the sleeve is 2-6 m, the concrete slump at the karst cave is lower than 200mm, in order to avoid the collapse of the hole wall, the concrete is poured while the pipe is pulled out, the sleeve is kept not to pull out the concrete surface until the concrete is poured to the effective pile top sleeve and is completely pulled out, and a concrete test piece is manufactured before the concrete pouring.
And S10, detecting the pile foundation and pile forming quality, wherein the pile foundation is detected, and the pile foundation with the pile length of more than 40m or the pile diameter of more than or equal to 2.0m is detected by adopting a sound wave transmission method.
In order to ensure the construction quality, in the process of pile foundation construction, the quality control measures which should be noticed are as follows:
1. the earth surface reinforcement treatment is carried out according to the intersection bottom strictly, and all parameters meet the intersection bottom requirement, so that the stability of the foundation is ensured.
2. Before the sleeve is pressed in, the levelness of the main machine is strictly controlled, and the verticality of the steel sleeve 1 is ensured.
3. The casing drill is in place, and the center of the casing drill pipe holding device needs to be correspondingly positioned at the center of the road substrate, namely the center of the pile position, so as to ensure the pile position.
4. The pulling-up sleeve pipe should be shaken to be pulled out slowly, so that the sleeve pipe is kept straight and the embedded depth of the sleeve pipe is ensured.
5. If the verticality deviation is too large in the hole forming process of the full-casing cast-in-situ bored pile, correction and adjustment must be carried out in time.
6. The gap between the inner wall of the sleeve and the outer edge of the reinforcement cage is small, and when the sleeve is pulled out upwards, the reinforcement cage is possibly carried by the sleeve to float upwards together. In order to avoid the cage hanging phenomenon, the aggregate grain size of the reinforced concrete pile concrete should be as small as possible, and should not be larger than 20 mm. A thin steel plate or a reinforced concrete block with a diameter slightly smaller than that of the steel reinforcement cage is welded at the bottom of the steel reinforcement cage to increase the anti-floating capacity of the steel reinforcement cage.
7. The detection and acceptance of the raw materials are strictly closed, and the quality control of the raw materials is enhanced. And ensuring that the detection items and the frequency meet the requirements.
8. Before the guide pipe is installed, the air tightness of the guide pipe needs to be checked, and the phenomenon that the external slurry is too high in pressure and permeates into the guide pipe to cause mixing of the concrete and the slurry is avoided.
The construction method also has the following advantages:
1. the environmental protection effect is good. When the technology is adopted for drilling operation, no noise and no vibration exist, and the noise pollution and the phenomenon of disturbing residents can be reduced to a great extent when the drilling operation is carried out in cities and towns; when drilling, no slurry is used, the working surface is clean, and the pollution to the surrounding environment is small.
2. The construction speed is high. When the technology is adopted for drilling operation, the digging speed is high and can reach 14 m/h for general soil; the hole cleaning is thorough, the speed is high, and the drilling slag at the bottom of the hole can be cleaned to about 2.5 cm.
3. The pile forming quality is high. When the technology is adopted for drilling operation, soil and lithology characteristics can be visually judged; the verticality of the formed hole is easy to master, and the verticality can be accurate to 3-5 per mill; and the slurry is not used, so that the possibility of the slurry entering the concrete is avoided, and the bond stress of the concrete to the reinforcing steel bars is favorably improved.
4. The safety factor is high. When the technology is adopted for drilling operation, the steel casing can follow the whole process, the hole wall can not collapse, and the safety coefficient is improved.
The construction method is successfully applied to 1-standard engineering of Guangzhou white cloud station, the engineering quality is guaranteed, good economic benefit and social benefit are obtained, and the construction method is mature and can be popularized and applied to similar engineering.
The technology is feasible and reliable through practical inspection, reaches the leading level in China, is suitable for projects with thicker sand layers and karst development in railway and highway bridge stratums and pile foundation construction in adjacent existing line sections, and has good application prospect.
In conclusion, the construction method of the large-diameter pile foundation provided by the invention avoids the phenomenon of hole collapse or slurry leakage when a thicker sand layer, a large karst cave and a beaded karst cave exist in the stratum during construction, has the advantages of fast construction progress, excellent construction efficiency and higher safety coefficient, and is suitable for the technical field of road and bridge construction.
Finally, it should be noted that: although the present invention has been described in detail with reference to the foregoing embodiments, it will be apparent to those skilled in the art that changes may be made in the embodiments and/or equivalents thereof without departing from the spirit and scope of the invention. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the scope of the claims of the present invention.
Claims (10)
1. The construction method of the large-diameter pile foundation of the deep sand layer in the karst development area is characterized by comprising the following steps of:
s1, leveling the site, measuring and placing the pile position, clearing the site construction waste after entering the site, leveling the site, calculating the coordinates of the center point of the pile position according to the coordinates provided by the design drawing, performing on-site lofting by adopting a total station according to the control point of the ground lead, and protecting the center point of the pile position;
s2, reinforcing the ground surface, namely reinforcing the ground surface of the construction bearing platform area, and grouting soil layers above limestone by sleeve valve pipes which are arranged according to the effective diffusion radius of a grouting hole;
s3, placing a road substrate, placing the road substrate to make the center of the road substrate aligned with the center of the protected pile position, digging a foundation pit by using a digging machine around the center point of the pile position, and embedding the road substrate therein to make the center of the road substrate coincide with the center of the pile position;
s4, centering the drilling machine in place, moving the casing drilling machine to a correct position, and correspondingly positioning the center of a pipe holding device of the casing drilling machine at the center of the road substrate, wherein the casing drilling machine adopts a full-casing full-slewing drilling machine;
s5, hoisting and placing a sleeve, inserting the sleeve into a hydraulic power system in an operating platform of the full-sleeve full-slewing drilling machine, arranging a casing in the sleeve, enabling the sleeve to be vertical and to be held by a clamping mechanism when the sleeve is hoisted by a crane, leveling the host by a leveling system on the host, and ensuring the perpendicularity of the sleeve and the casing;
s6, pressing in a sleeve, retesting perpendicularity and taking soil by a grab bucket to form a hole, hoisting a first sleeve in a jaw of the pile machine, aligning the center of a pile position, clamping a steel sleeve with a rock embedding tool bit at the bottom by a positioning oil cylinder, shaking the pressing sleeve of the full-sleeve full-slewing drilling machine, repeatedly rotating the sleeve, then taking soil from the sleeve by the grab bucket, grabbing soil while continuously pressing the sleeve until the depth of the pile hole reaches the design requirement;
s7, hoisting the reinforcement cage, placing the reinforcement cage after the hole forming inspection is qualified, and hoisting the reinforcement cage into the pile hole to be in place within the operation range of the crane boom after the reinforcement cage is processed and formed;
s8, installing a guide pipe, checking whether the steel reinforcement cage meets the design requirements after the steel reinforcement cage is installed, installing the guide pipe through a crane after a hidden acceptance procedure is performed, and then performing underwater concrete pouring;
s9, pouring concrete, pulling pipes out one by one, mixing the concrete in a mixing station in a centralized way, transporting the concrete by a mixing transport vehicle, detecting slump, air content, mold-entering temperature and the like before pouring, pouring the concrete by a storage hopper, continuously pouring the underwater concrete for one time, wherein the initial storage amount of the concrete meets the requirement that the buried depth of a conduit is not less than 1.0m after the first batch of concrete enters a hole;
and S10, detecting the pile foundation and pile forming quality, wherein the pile foundation is detected, and the pile foundation with the pile length of more than 40m or the pile diameter of more than or equal to 2.0m is detected by adopting a sound wave transmission method.
2. The construction method of the large-diameter pile foundation of the deep sand layer in the karst development area, according to claim 1, is characterized in that: when the S2 half-sleeve valve pipe is subjected to grouting treatment, cement and water glass double-liquid slurry is adopted for grouting so as to ensure the grouting effect and achieve the purpose of ground surface reinforcement.
3. The construction method of the large-diameter pile foundation of the deep sand layer in the karst development area according to claim 2, characterized in that: the grouting holes are arranged in a quincunx shape, the water cement ratio of cement paste is 1:1 according to the technical specification of sleeve valve pipe surface reinforcement, three rows of grouting holes are poured by cement and water glass double-liquid cement, and the cement paste: the ratio of the water glass is 1: 0.5-1: 0.8.
4. The construction method of the large-diameter pile foundation of the deep sand layer in the karst development area, according to claim 1, is characterized in that: the length and the width of the S3 middle road base plate are both 4.5m and the height is 30cm, the side surfaces of four corners are respectively provided with a lifting lug, the main material is formed by welding steel plates with the thickness of 2cm, and the depth of a foundation pit is 30 cm.
5. The construction method of the large-diameter pile foundation of the deep sand layer in the karst development area, according to claim 1, is characterized in that: and in the S6, the pressing depth of the downward pressing sleeve is 2.5-3.5 m, the depth of the bottom opening of the sleeve, which is ahead of the excavation surface, is always kept to be not less than 2.5m, when pebbles or obstacles are encountered, the downward pressing sleeve is subjected to rotary cutting once by using a rock embedding cutter head arranged at the front end of the sleeve, crushed by using a drop hammer once, and then grabbed out by using a grab bucket.
6. The construction method of the large-diameter pile foundation of the deep sand layer in the karst development area, according to claim 1, is characterized in that: and in the S6, after the first section of casing pipe is completely pressed into the soil, 1.2-1.5 m is reserved above the ground so as to be convenient for taking over the pipe, detecting the verticality, performing deviation rectification adjustment if the verticality is unqualified, and installing a second section of casing pipe to continue to press down and take out the soil if the verticality is qualified.
7. The construction method of the large-diameter pile foundation of the deep sand layer in the karst development area, according to claim 1, is characterized in that: in S7, in order to avoid deformation of the reinforcement cage in the hoisting process, a special hoisting frame is used during hoisting to reinforce the deformation resistance of the top end of the reinforcement cage, the reinforcement cage is prevented from being twisted and bent during hoisting and is slowly lowered to avoid collision with the wall of a steel sleeve, the reinforcement cage is hoisted, and the length of the reinforcement cage exceeds 9m by adopting lap joint.
8. The construction method of the large-diameter pile foundation of the deep sand layer in the karst development area is characterized in that: the steel bar joints of the steel bar cage are not required to be positioned in the same horizontal plane, the number of the joints in any cross section is required to be less than 50% of the number of the vertical steel bars, and the steel bar cage is transported to the site in sections after being manufactured.
9. The construction method of the large-diameter pile foundation of the deep sand layer in the karst development area, according to claim 1, is characterized in that: and S8, the underwater concrete is poured by adopting a steel guide pipe with the diameter of 300mm, each section of the steel guide pipe is 3m long, the bottom section of the steel guide pipe is 4m long, a 0.5m and 1m adjusting pipe section is matched, the steel guide pipe is hung into the hole, the distance between the lower end of the steel guide pipe and the hole bottom is 0.3-0.5 m, the guide pipe is firstly assembled in a trial mode before being used, a hydraulic test is carried out to test the tightness of a guide pipe joint, the length of the guide pipe is calculated and configured according to the depth of the drilled hole, and the guide pipe is placed one by one through manual matching with a crane.
10. The construction method of the large-diameter pile foundation of the deep sand layer in the karst development area, according to claim 1, is characterized in that: and in the S9, the guide pipe is used for continuous pouring during construction, the interruption time is not more than 45 minutes, the guide pipe cannot collide with a reinforcement cage when lifted, the steel sleeve is gradually pulled up along with the concrete pouring, the pulling sleeve is pulled up by shaking and is pulled slowly, the sleeve is kept straight, the sleeve is buried to a depth of 2-6 m, the concrete slump at the karst cave is lower than 200mm, in order to avoid the collapse of the hole wall, the concrete is poured while the pipe is pulled out, the sleeve is kept not to pull out the concrete surface until the concrete is poured to the effective pile top sleeve and is completely pulled out, and the concrete test piece is manufactured before the concrete pouring.
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