CN114108624A - Two-adjustment one-control type perpendicularity control construction method for one-column one-pile steel pipe column - Google Patents
Two-adjustment one-control type perpendicularity control construction method for one-column one-pile steel pipe column Download PDFInfo
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- CN114108624A CN114108624A CN202111570098.0A CN202111570098A CN114108624A CN 114108624 A CN114108624 A CN 114108624A CN 202111570098 A CN202111570098 A CN 202111570098A CN 114108624 A CN114108624 A CN 114108624A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D13/00—Accessories for placing or removing piles or bulkheads, e.g. noise attenuating chambers
- E02D13/04—Guide devices; Guide frames
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D13/00—Accessories for placing or removing piles or bulkheads, e.g. noise attenuating chambers
- E02D13/06—Accessories for placing or removing piles or bulkheads, e.g. noise attenuating chambers for observation while placing
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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
- 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
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
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Abstract
The invention provides a two-adjustment one-control type perpendicularity control construction method for a one-column one-pile steel pipe column, which is characterized in that an infrared laser and an inclination angle sensor are combined to form a laser inclinometer, a computer or a display instrument is combined, the offset condition of the steel pipe column is visually displayed in real time, and two-adjustment one-control type perpendicularity control of the steel pipe column is realized based on the mutual matching of a verticality adjustment disc and a steel pipe column outer wall jack, so that the construction efficiency is high, and the perpendicularity of the steel pipe column is effectively ensured. In addition, the measuring range of the laser inclinometer can reach more than 30 meters, the measuring range is wider, and the actual measuring precision is not less than 1/500; all steps in the measuring process are calibrated by using a standard measuring tool, so that errors caused by human factors are avoided, and the verticality adjusting precision is higher.
Description
Technical Field
The invention belongs to the technical field of building construction, and particularly relates to a two-adjustment one-control type perpendicularity control construction method for a steel pipe column with one column and one pile.
Background
In the deep foundation reverse construction method construction process, the intermediate support column (steel pipe column) is a temporary structure rod piece used for replacing an engineering structure column and plays a key role in supporting and completing construction components and construction loads, and therefore the positioning accuracy and the perpendicularity of the steel pipe column must strictly meet requirements. In the existing construction method, the conventional inclination measuring pipe method cannot reflect the absolute inclination angle of the measured steel pipe column body in real time, repeated measurement and repeated adjustment are needed, the construction efficiency is low, the measurement range is generally not more than 20 meters, the limitation is large, the construction quality of the steel pipe column cannot be effectively guaranteed, and the method cannot adapt to the rapid development of the construction industry and the increasingly high market requirement on the verticality monitoring of the steel pipe column constructed in a reverse construction method one column by one pile.
Disclosure of Invention
Aiming at the defects in the prior art, the invention provides a two-adjustment one-control type perpendicularity control construction method for one-column one-pile steel pipe column, which is characterized in that an infrared laser and an inclination angle sensor are combined to form a laser inclinometer, so that the offset condition of the steel pipe column is monitored in real time, and the perpendicularity adjustment of the steel pipe column is realized through the mutual matching of a verticality adjustment disc and a steel pipe column outer wall jack, so that the construction efficiency is high, and the perpendicularity adjustment precision is high.
The present invention achieves the above-described object by the following technical means.
A two-adjustment one-control type perpendicularity control construction method for a one-column one-pile steel pipe column comprises the following steps:
step 1: placing pile bit lines, calculating the coordinates of each pile bit, determining the position relation between a pile hole and an adjacent control point, and driving a cross control pile; embedding a protective cylinder by using a rotary digging pile machine, compacting and tamping the protective cylinder and the hole wall by using 1:1 sand stones, and hardening construction is carried out on the construction site;
step 2: adopting a drilling machine to carry out engineering pile construction, adopting a construction process of slurry retaining wall forward circulation hole forming and reverse circulation hole cleaning, measuring the hole depth by adopting a standard measuring rope after the hole is formed to the designed depth, measuring the sediment at the bottom of the hole, detecting the verticality of the formed pile, and then cleaning the hole;
and step 3: after the steel reinforcement cage is manufactured in sections, the steel reinforcement cage is hoisted around a pile hole, a steel pipe column is processed, a plurality of studs are uniformly arranged on the outer wall of the lower part of the steel pipe column and are vertical to the column body of the steel pipe column, a laser inclinometer is installed on the outer wall of the upper part of the steel pipe column and is made by combining an infrared laser and an inclination angle sensor, the measuring axis of the laser inclinometer is parallel to the axis of the steel pipe column, and the laser inclinometer is in signal connection with a computer end or a display instrument end; arranging an optical target matched with the laser inclinometer on the outer wall of the lower part of the steel pipe column, connecting the top of the steel pipe column with a tool pipe by adopting a high-strength connecting screw rod, and installing a horizontal telescopic jack on the outer wall of the lower part of the steel pipe column;
and 4, step 4: installing a verticality adjusting disc above the pile hole, fixing eight connecting pins around the verticality adjusting disc on the hardened ground around the pile hole by adopting supporting screw rods, and arranging vertical telescopic jacks below the connecting pins;
and 5: hoisting a steel reinforcement cage into a pile hole, then gently lowering the processed steel pipe column into the pile hole by adopting a double-machine lifting and hoisting mode, wherein in the process of lowering the steel pipe column, a constructor adopts a theodolite to observe the verticality of the steel pipe column above the ground from two mutually vertical directions, controls horizontal expansion to work towards a jack according to an observation result, adjusts the distance between the steel pipe column and the inner wall of a pile casing in real time, and further accurately corrects the installation verticality of the steel pipe column in real time;
after the steel pipe column is lowered to the elevation required by design, a tool pipe is fixed by using a vertical adjustment disc, the central displacement of the upper opening of the steel pipe column is adjusted by adjusting the vertical adjustment disc, the inclination condition of the steel pipe column is detected by using a laser inclinometer, when the steel pipe column is inclined, angle data which is output in real time is arranged between the measuring axis of the laser inclinometer and the plumb line of the laser inclinometer, eight vertical telescopic devices on the vertical adjustment disc are controlled to work towards a jack according to the detection data displayed by a computer end or a display instrument end, the steel pipe column is adjusted vertically until the data detected by the laser inclinometer meet the construction requirements, and then a support screw on the vertical adjustment disc is screwed;
step 6: after the steel pipe column is installed, the guide pipe is hung, secondary hole cleaning is conducted through slurry circulation, sediment at the bottom of the hole is checked after the secondary hole cleaning is finished, and then underwater concrete construction in the steel pipe column is conducted.
Further, in the step 1, the hardened floor in hardening construction adopts a hardened ground with the thickness of 250mm and provided with double-layer steel bars with the diameter of 14mm, and the hardened ground sequentially comprises a broken stone ramming layer, a C25 concrete layer and an embedded steel plate layer from bottom to top.
Further, the distance between the horizontal telescopic jack and the bottom of the pile casing is 1 m; the diameter of the pile casing is 200mm larger than the diameter of the pile, the deviation between the central line of the pile casing and the central line of the pile position is less than or equal to 10mm, and the embedding depth of the pile casing is more than or equal to 6 m.
Further, the steel pipe column elevation control method comprises the following steps: and measuring the elevation of the hard terrace at the pile hole by using a level gauge in advance, and then calculating the elevation of the top of the steel pipe column according to the elevation of the terrace, the elevation of the top of the pile and the depth of the pile inserted into the cast-in-place pile, wherein the elevation of the steel pipe column is controlled to be +/-20 mm.
Further, in the step 2, in the drilling process, small water quantity, light pressure and slow rotation speed are followed during hole opening to prevent over-large diameter expansion, the drill bit is slowly drilled near the casing protection leg to enable the casing protection leg to have certain clay skin, in the drilling process, the pressure of a clay layer is controlled to be 5-25 KPa, the rotation speed is controlled to be 40-70 r/min, the pressure of a sandy soil layer is controlled to be 5-15 KPa, the rotation speed is controlled to be 40r/min, and the minimum pump capacity is 50m3/h to prevent over-large diameter expansion; and (5) adopting a small parameter to sweep the hole and drill to the final hole at a position 0.5-1.0 m before the final hole.
Further, in the step 2, slurry retaining walls with different performances are selected according to different soil layer conditions, and the specific gravity of outlet slurry is controlled to be 1.1-1.2 when holes are formed in the clay layer; when holes are formed in a sand soil layer, a silt soil layer and a hole-collapsing soil layer, controlling the specific gravity of slag-discharging slurry to be 1.2-1.3, and selecting slurry with smaller sand content; in the pore-forming process, the discharged slurry firstly enters a slurry sedimentation tank to reduce the sand content and specific gravity of the slurry, and then enters a circulating tank for utilization; and lifting the drill bit 10-20 cm away from the bottom of the hole during hole cleaning, rotating the turntable to punch the hole, wherein the slurry inlet specific gravity of hole cleaning slurry is less than 1.15, the slurry return specific gravity is less than 1.30, and when the thickness of sediment is less than 50mm, finishing one-time hole cleaning.
Further, in step 5, be provided with two sets of concrete protective layer cushion blocks on the steel reinforcement cage, 3 are no less than to every group cushion block, and the steel reinforcement cage is transferred and is fixed after the design position to utilize the steel pipe, and the steel reinforcement cage shifts or come-up when preventing to pour the concrete, ensures that steel reinforcement cage protective layer deviation is 20mm, and cage top, end elevation deviation are between 50 mm.
Further, in the step 6, the diameter of the guide pipe is 250mm, the distance between the lower opening of the guide pipe and the bottom of the hole is 30cm, after the guide pipe is hung in place, a funnel and a storage hopper are arranged at the upper opening of the guide pipe, the hole is cleaned by using a 3PNL pump in a mud circulation mode, the mud proportion of the secondary hole cleaning is less than 1.15, and the hole cleaning time is 20 min.
Further, in the step 6, the underwater concrete construction process in the steel pipe column is as follows:
inserting a pouring concrete conveying pipe into the steel pipe column to pour concrete of an underwater C35 pile foundation, wherein a specially-assigned person is responsible for testing and controlling the rising of a concrete surface, when the part of concrete reaches a designed and appointed connecting surface of two types of concrete, adjusting and controlling the insertion depth of the conveying pipe in the concrete, and then pouring the underwater C60 steel pipe non-shrinkage concrete;
when the underwater C60 concrete is poured into the steel pipe column to reach the height above the designed designated pile top elevation by 1.5-3 m, the gravel is backfilled, the underwater C60 concrete is continuously poured, the concrete rising surface is measured at the same time, the speed of backfilling the gravel is matched with the concrete pouring speed, and after the steel pipe opening is fully filled with the concrete, the concrete pouring is finished;
filling crushed stone into the annular gap at the outer side of the steel pipe column in a grading manner, ensuring the uniform feeding around the steel pipe column, simultaneously measuring the square amount of the crushed stone, ensuring that the square amount of the backfilling is close to the calculated square amount, capping the top of the steel pipe column during backfilling, additionally arranging a filter screen at a grout outlet, preventing the stones from falling into the steel pipe column, ensuring symmetrical and uniform backfilling during backfilling, and avoiding the inclination of the steel pipe column caused by the collision of a conveying pipe and a blanking hopper on the steel pipe column; and after the concrete is solidified, loosening the correcting and fixing bolts on the verticality adjusting plate, and detaching the movable verticality adjusting plate.
The invention has the following beneficial effects:
according to the invention, the laser inclinometer is manufactured by combining the infrared laser and the inclination angle sensor, a computer or a display instrument is combined, the offset condition of the steel pipe column is visually displayed in real time, two-adjustment one-control type verticality control of the steel pipe column is realized based on the mutual matching of the verticality adjusting disc and the steel pipe column outer wall jack, the full-automatic verticality adjustment is realized, the construction efficiency is greatly improved, and the verticality of the steel pipe column is effectively ensured. In addition, the laser inclinometer disclosed by the invention is simple to install, low in manufacturing cost, long in service life, light in weight, small in volume, wide in measurement range, and not less than 1/500 in actual measurement precision, and the measurement range can reach more than 30 m; all steps in the measuring process are calibrated by using a standard measuring tool, so that errors caused by human factors are avoided, and the verticality adjusting precision is higher.
Drawings
FIG. 1 is a schematic view of a casing arrangement according to the present invention;
FIG. 2 is a sectional view showing the installation of the steel pipe column according to the present invention;
FIG. 3 is a schematic view of the mounting of the droop disk according to the present invention;
FIG. 4 is a schematic diagram of a laser inclinometer circuit according to the present invention;
fig. 5 is a schematic view of the measurement of the laser inclinometer of the present invention.
In the figure: 1-adjusting a vertical plate; 2-high-strength connecting screw; 3-laser inclinometer; 4-vertically extending and retracting to a jack; 5-gravel tamping layer; 6-C25 concrete layer; 7-embedding a steel plate layer; 8-a tool tube; 9-protecting the cylinder; 10-pile hole; 11-steel pipe column; 12-a peg; 13-horizontal telescopic jack; 14-a support screw; 15-light target; 16-cross control peg.
Detailed Description
The invention will be further described with reference to the following figures and specific examples, but the scope of the invention is not limited thereto.
In the description of the present invention, it is to be understood that the terms "upper", "lower", "front", "rear", and the like, indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, are only for convenience in describing the present invention, and do not indicate or imply that the referred devices or elements must have a specific orientation, be constructed in a specific orientation, and be operated, because they are not to be construed as limiting the present invention; the terms "mounted," "connected," "fixed," and the like are to be construed broadly and may include, for example, fixed connections, removable connections, or integral connections, direct connections, indirect connections through intervening media, and communication between two elements; the specific meanings of the above terms in the present invention can be understood by those skilled in the art according to specific situations.
The invention relates to a two-adjustment one-control type perpendicularity control construction method for a steel pipe column with one column and one pile, which specifically comprises the following steps:
step 1: placing a pile line;
introducing the coordinates of the datum points into a construction site by using a total station, establishing a plurality of coordinate control points, introducing the elevation into the construction site by using a level gauge according to the on-site elevation recording points, and establishing elevation control points; after the coordinate control points and the elevation control points are rechecked, reporting to supervision recheck, and after the supervision recheck is correct, putting the coordinate control points and the elevation control points into use;
as shown in fig. 1, calculating the coordinates of each pile position according to a design drawing, determining the position relationship between the pile hole 10 and the adjacent control point, releasing the pile hole in a construction field area after rechecking, simultaneously driving a cross control pile 16 and making a protective measure, reporting to a supervision after testing and setting, rechecking the central position of the pile position by the supervision, and determining the pile position after rechecking is finished;
adopting a total station to perform pile position lofting, design reporting, supervision and recheck according to a design drawing and a positioning control axis, and constructing after rechecking without errors; the pile position of the control point is affected during construction, the control point in use is rechecked every half month regularly, and when the point position change exceeds an allowable error, the coordinate or the elevation value is adjusted, and the coordinate or the elevation value is reported, managed and rechecked.
Step 2: burying a pile casing 9 and hardening a field;
after the pile position is determined in the step 1, popping up a pile position cross line outside a pile position control circle so as to control the pile position, then excavating, burying a pile casing 9 by using a rotary excavating pile machine, wherein the diameter of the pile casing 9 is 200mm larger than the diameter of a pile, and in the burying process, ensuring that the deviation between the central line of the pile casing 9 and the central line of the pile position is less than or equal to 10mm and the burying depth of the pile casing 9 is more than or equal to 6 m;
after the pile casing 9 is positioned, 1:1 sandstone is used for compacting between the pile casing 9 and the hole wall so as to increase the side wall frictional resistance of the pile casing 9 and ensure the stability of the pile casing 9, thereby being beneficial to the stability of the hole opening in the hole forming process;
in order to ensure the positioning accuracy and perpendicularity of the steel pipe column 11, the construction site needs hardening construction, the hard terrace adopts a hardened ground with the thickness of 250mm and provided with double-layer steel bars with the diameter of 14mm, the hardened ground sequentially comprises a broken stone ramming layer 5, a C25 concrete layer 6 and an embedded steel plate layer 7 from bottom to top, the hardening range meets the requirements of mechanical operation and vertical adjustment disc installation, a pile position axis is placed after hardening, and the ground elevation is measured.
And step 3: the drilling machine is in place, the allowable deviation between the center of the rotary table and the center of the pile position is ensured to be less than 5mm, the construction of the engineering pile is carried out by adopting an SQ-45 type engineering drilling machine or a GPS-18 type drilling machine, the construction process of the positive circulation hole forming and the reverse circulation hole cleaning of the mud retaining wall is adopted, and the mud is made into slurry by adopting the original soil;
the method comprises the steps that a layering drilling technology is adopted to ensure the pore-forming quality, a drilling machine utilizes the self weight of the drilling tool to pressurize, the drilling machine lightly presses and slowly rotates when drilling is started to keep the guidance performance and the stability of the drilling tool, the pressure and the speed are properly increased along with the increase of the depth, a thicker mud inlet protective wall is adopted when a soil loose layer is drilled, the drilling speed and the rotating speed are reduced to control hole wall collapse, a water return device can be installed for adjusting the pump discharge capacity, each drilling technical parameter is timely adjusted according to different soil layers after footage is reached, the drilling technical parameter is 0.5-1.0 m before the final hole, small-parameter hole sweeping drilling is adopted to reach the final hole, so that the disturbance to the hole bottom is reduced, and hole cleaning is started when the designed hole depth is drilled;
measuring the hole depth by adopting a standard measuring rope after the hole is formed to the designed depth, measuring the sediment at the bottom of the hole, keeping the pile frame horizontal and the drilling tool vertical when the hole is formed, and detecting the verticality of the formed pile by using a TS-100/150 full-automatic ultrasonic grooving detector after the hole is formed so as to ensure that the verticality of the pile body is within the length of 1/600 pile;
in the drilling process, the hole opening is carried out by following small water quantity, light pressure and slow rotating speed so as to prevent overlarge hole expansion; drilling at a low speed near the leg protector to ensure that the leg protector has a certain mud sticking skin; in the drilling process, the pressure (5-25 KPa of clay, 5-15 KPa of sandy soil) and the rotating speed (40-70 r/min of clay, 40r/min of sandy soil and 50m3/h of minimum pump capacity) are properly controlled to prevent over-large diameter expansion, a drilling tool needs to be lifted less, a drilling rod needs to be lifted lightly when being changed to prevent collapse of a drilled hole, and a first gear is opened when the hole is opened and a sludge layer is drilled generally;
rational allocation mud is the key that the pore-forming becomes bad, in the work progress, should select for use the mud dado of different performance strictly according to the difference of soil layer condition: when holes are formed in the clay layer, the specific gravity of outlet slurry is controlled to be 1.1-1.2; when holes are formed in a sand soil layer, a silt soil layer and a hole-collapsing soil layer, the specific gravity of the slag-discharging slurry is controlled to be 1.2-1.3, and slurry with small sand content is selected; in the pore-forming process, the discharged slurry firstly enters a slurry sedimentation tank to reduce the sand content and specific gravity of the slurry, and then enters a circulating tank for utilization;
when cleaning holes, firstly lifting the drill bit 10-20 cm away from the bottom of the hole, punching the hole by rotating the turntable, circularly performing slurry, frequently stringing a drilling tool to improve the effect of cleaning the holes at one time, wherein the time for cleaning the holes at one time is not fixed, and whether cleaning the holes can be finished or not is determined according to the thickness of sediment at the bottom of the hole and the specific weight of returned slurry of a drilling tool drop test hole; the mud slurry inlet specific weight for cleaning the holes is less than 1.15, the specific weight of the mud slurry return is less than 1.30, no particles feel when the mud slurry is touched by hands, and when the thickness of the sediment is less than 50mm, the hole cleaning can be finished at one time;
and 4, step 4: constructing a reinforcement cage;
the reinforcement cage is manufactured in sections, the length of each section is 9m, the reinforcement cage is integrally formed by splicing and welding a plurality of sections of reinforcement cages, when welding is performed, the positions of main reinforcements of the upper and lower sections of reinforcement cages are aligned, welding can be performed when the upper and lower sections of reinforcement cages are in a vertical state, welding is performed symmetrically on two sides, carbon slag is removed, stirrups at welding positions are complemented after welding is completed, the length of single-side welding is greater than or equal to 10d, the length of double-side welding lap joint is greater than or equal to 5 d, the width of a welding seam is not less than 0.8 d, the thickness is not less than 0.3 d, and d represents the diameter of a reinforcement.
And 5: constructing a steel pipe column 11;
as shown in fig. 2, the steel pipe column 11 is processed and manufactured in a factory, a plurality of studs 12 are uniformly arranged on the outer wall of the lower part of the steel pipe column 11, the studs 12 are perpendicular to the column body of the steel pipe column 11, when the steel pipe column 11 is welded, a segmented reverse sequence is adopted, segmented welding is carried out, symmetry is ensured, a butt joint gap is reserved, shrinkage deformation is offset, and the requirement on dimensional accuracy is met;
before the steel pipe column 11 is hoisted, a laser inclinometer 3 needs to be installed, as shown in fig. 2, the laser inclinometer 3 is detachably installed on the outer wall of the upper part of the steel pipe column 11, and the laser inclinometer 3 is formed by combining an infrared laser and an inclination angle sensor, so that the high-precision inclination angle sensor can be quickly installed by utilizing laser positioning, and sufficient positioning precision is ensured; when the device is installed, the steel pipe column 11 is horizontally arranged (measured by a long horizontal ruler), the centers of two ends of the steel pipe column 11 are taken, then the top of the column surface is hung by a hanging wire, and a laser beam is parallel to a bus of the steel pipe column 11, so that the aim that the pipe body of the steel pipe column 11 is perpendicular to the positioning and installing surface of the tilt sensor is fulfilled; when the pipe body of the steel pipe column 11 is lowered into the pile hole 10, the laser inclinometer 3 can output inclination change data of the pipe body of the steel pipe column 11 in real time; the outer wall of the lower part of the steel pipe column 11 is also provided with an optical target 15 matched with the laser inclinometer 3; the measuring axis of the laser inclinometer 3 is parallel to the axis of the steel pipe column 11, the laser inclinometer 3 is in signal connection with a computer end or a display instrument end, and can visually reflect the verticality, the inclination angle and the offset dimension of the steel pipe column 11 so as to assist constructors in adjusting the installation verticality of the steel pipe column 11, wherein the circuit connection schematic diagram of the laser inclinometer 3 and the computer end or the display instrument end is shown in FIG. 4;
as shown in fig. 2 and 3, the top of the steel pipe column 11 is connected with a tool pipe 8 by a high-strength connecting screw 2, the outer wall of the lower part of the steel pipe column 11 is also provided with a horizontal telescopic jack 13, and the distance between the horizontal telescopic jack 13 and the bottom of the steel casing 9 is 1m after the steel pipe column 11 is installed in place.
Step 6: installing a system of the vertical adjustment disc 1;
the invention adopts a vertical supporting column verticality adjusting system commonly used in construction projects at the present stage, as shown in figures 2 and 3, a positioning verticality adjusting disc 1 with a cross line mark carved at the center of four sides is coincided with an axis control point on a concrete terrace, a leveling instrument is used for measuring the periphery of the positioning verticality adjusting disc 1 to ensure that the positioning verticality adjusting disc 1 is installed horizontally, and a total station is used for placing points and controlling a stay wire to ensure that the center of a verticality adjusting frame is coincided with the center of a pile position; a central cylinder convenient for hanging the steel pipe column 11 is arranged in the center of the vertical adjustment disc 1, eight connecting pins are uniformly arranged on the periphery of the central cylinder at intervals along the circumferential direction, the eight connecting pins of the vertical adjustment disc are fixed on the hardened ground around the pile hole 10 by steel expansion supporting screw rods 14 with the diameter of 20mm, and vertical telescopic jacks 4 are arranged below the connecting pins.
And 7: installing a reinforcement cage;
the steel reinforcement cage is hoisted by adopting a crawler crane, during hoisting, trial hoisting is firstly carried out, if the steel reinforcement cage is stable and has no obvious deformation, the steel reinforcement cage can be directly hoisted and straightened in the air, if the deformation is found to be large, the steel reinforcement cage is immediately placed back to the ground, the hoisting point position is reset according to the deformation condition, and the steel reinforcement cage is hoisted again; in the process of hoisting the reinforcement cage, the reinforcement cage is ensured to be vertical, and the concentricity of the pile hole 10 and the reinforcement cage is ensured, so that the subsequent steel pipe column 11 does not deform or cause the reinforcement cage to fall after entering the reinforcement cage; after the reinforcement cage is lowered to a designed position, the reinforcement cage is fixed by using a steel pipe, the phenomena of displacement and floating of the reinforcement cage during concrete pouring are prevented, the deviation of a reinforcement cage protective layer is ensured to be +/-20 mm, and the deviation of the elevation of the top and the bottom of the reinforcement cage is ensured to be +/-50 mm; in addition, two groups of concrete protective layer cushion blocks are arranged on the steel reinforcement cage, and each group of cushion blocks is not less than 3.
And 8: installing the steel pipe column 11 and adjusting the verticality;
the method comprises the following steps of gently lowering a processed steel pipe column 11 into a pile hole 10 in a double-machine lifting and hanging mode, wherein in the process of lowering the steel pipe column 11, a constructor observes the perpendicularity of the steel pipe column 11 above the ground from two mutually perpendicular directions by using a theodolite, controls horizontal expansion to work towards a jack 13 according to an observation result, adjusts the distance between the steel pipe column 11 and the inner wall of a pile casing 9 in real time, and further accurately corrects the installation perpendicularity of the steel pipe column 11 in real time;
after the steel pipe column 11 is placed at the elevation position required by design, fixing a tool pipe 8 by using a middle clamping plate on the vertical adjustment disc 1, and then adjusting the vertical adjustment disc 1 to adjust the central displacement of the upper opening of the steel pipe column 11, as shown in fig. 2, 4 and 5, controlling eight vertical telescopic jacks 4 on the vertical adjustment disc 1 to work according to the detection data of a level gauge and a laser inclinometer 3 (when the steel pipe column 11 is inclined, angle data output in real time is arranged between the measurement axis of the laser inclinometer 3 and the plumb line of the laser inclinometer 3), adjusting the vertical of the steel pipe column 11 until the detection data of the laser inclinometer 3 meets the construction requirements, and then screwing a support screw 14 and the middle clamping plate on the vertical adjustment disc 1; in the subsequent construction process, the laser inclinometer 3 feeds back detection data at any time, helps constructors to find problems in time and adjusts the perpendicularity of the steel pipe column 11 in time;
in the hoisting process, the elevation control method of the steel pipe column 11 comprises the following steps: the elevation of the hard terrace at the position of the pile hole 10 is measured by a level gauge in advance, then the elevation of the top of the steel pipe column 11 is calculated according to the elevation of the terrace, the elevation of the top of the pile and the depth inserted into the cast-in-place pile, and the elevation of the steel pipe column 11 is controlled to be +/-20 mm.
And step 9: installing a guide pipe and cleaning holes for the second time;
in the invention, a guide pipe with the diameter of 250mm is adopted for concrete pouring of the cast-in-situ bored pile, after the steel pipe column 11 is installed, the sealing performance of the guide pipe is checked, the guide pipe is hung after the check is correct, the lower opening of the guide pipe is ensured to be 30cm away from the bottom of a hole, after the guide pipe is hung in place, a funnel and a storage hopper are arranged at the upper opening of the guide pipe, a 3PNL pump is used for circularly cleaning the hole by mud, the mud proportion of secondary hole cleaning is less than 1.15, and the hole cleaning time is generally controlled to be about 20 min; and after the secondary hole cleaning is finished, checking whether the sediment at the bottom of the hole meets the design requirements.
Step 10: constructing underwater concrete in the steel pipe column 11;
according to the regulations of the existing national standard GB 50666, the concrete pouring of the steel pipe column 11 adopts a pumping jacking pouring method from the bottom of the pipe for construction, adopts a one-time non-layering underwater concrete pouring process, adopts non-shrinkage concrete, and corrects the verticality and the horizontal displacement of the steel pipe column at any time during construction. The specific construction method comprises the following steps:
inserting a poured concrete conveying pipe into the steel pipe column 11, then performing underwater C35 pile foundation concrete pouring, wherein in the construction process, a specially-assigned person is responsible for concrete surface rising test control, when the part of concrete reaches the designed and specified interface of two types of concrete, adjusting and controlling the insertion depth of the conveying pipe in the concrete, and then performing underwater C60 steel pipe non-shrinkage concrete pouring;
pouring underwater C60 concrete into the steel pipe column 11 to reach the elevation 1.5-3 m above the designed pile top elevation, beginning backfilling broken stones, continuously pouring underwater C60 concrete and measuring the concrete rising surface; because the concrete pouring frame needs to be shifted and the back can be backfilled with broken stones, in order to control the pressure difference between the inside and the outside of the steel pipe, the speed of backfilling the broken stones is preferably controlled to be matched with the concrete pouring speed, and after the concrete is fully spread at the opening of the steel pipe, the concrete pouring is finished;
filling crushed stone back into the annular gap at the outer side of the steel pipe column 11 in a grading manner, requiring uniform feeding around, and simultaneously measuring the square amount of the crushed stone to ensure that the square amount of the backfilling is close to the calculated square amount; during backfilling, the top of the steel pipe column 11 is covered, a filter screen is additionally arranged at a grout outlet to prevent stones from falling into the steel pipe column, and during backfilling, symmetrical and uniform backfilling is ensured to avoid the steel pipe column 11 from inclining caused by collision of a conveying pipe and a blanking hopper on the steel pipe column;
and after the concrete is solidified, loosening the correcting and fixing bolts on the vertical adjusting plate 1 of the steel pipe column 11, and removing the vertical adjusting plate 1.
The present invention is not limited to the above-described embodiments, and any obvious improvements, substitutions or modifications can be made by those skilled in the art without departing from the spirit of the present invention.
Claims (8)
1. A two-adjustment one-control type perpendicularity control construction method for a one-column one-pile steel pipe column is characterized by comprising the following steps:
step 1: pile placing lines are placed, the coordinates of each pile position are calculated, the position relation between the pile hole (10) and the adjacent control points is determined, and a cross control pile (16) is driven; embedding a protective cylinder (9), compacting and tamping the protective cylinder (9) and the hole wall by using 1:1 sand stones, and hardening the construction site;
step 2: adopting a drilling machine to carry out engineering pile construction, adopting a construction process of slurry retaining wall forward circulation hole forming and reverse circulation hole cleaning, measuring the hole depth by adopting a standard measuring rope after the hole is formed to the designed depth, measuring the sediment at the bottom of the hole, detecting the verticality of the formed pile, and then cleaning the hole;
and step 3: after the steel reinforcement cage is manufactured in sections, the steel reinforcement cage is hoisted around a pile hole (10), a steel pipe column (11) is processed, studs (12) are uniformly arranged on the outer wall of the lower portion of the steel pipe column (11), the studs (12) are perpendicular to the column body of the steel pipe column (11), a laser inclinometer (3) is installed on the outer wall of the upper portion of the steel pipe column (11), the laser inclinometer (3) is formed by combining an infrared laser and an inclination angle sensor, the measuring axis of the laser inclinometer (3) is parallel to the axis of the steel pipe column (11), and the laser inclinometer (3) is in signal connection with a computer end or a display instrument end; the outer wall of the lower part of the steel pipe column (11) is provided with an optical target (15) matched with the laser inclinometer (3), the top of the steel pipe column (11) is connected with a tool pipe (8) by adopting a high-strength connecting screw rod (2), and the outer wall of the lower part of the steel pipe column (11) is provided with a horizontal telescopic jack (13);
and 4, step 4: the vertical adjustment disc (1) is arranged above the pile hole (10), eight connecting pins on the periphery of the vertical adjustment disc (1) are fixed on the hardened ground on the periphery of the pile hole (10) by adopting supporting screw rods (14), and vertical telescopic jacks (4) are arranged below the connecting pins;
and 5: hoisting a steel reinforcement cage into a pile hole (10), then gently lowering the processed steel pipe column (11) into the pile hole (10), wherein in the process of lowering the steel pipe column (11), a constructor adopts a theodolite to observe the verticality of the steel pipe column (11) above the ground from two mutually vertical directions, controls horizontal extension and retraction to work towards a jack (13) according to an observation result, adjusts the distance between the steel pipe column (11) and the inner wall of a casing (9) in real time, and further accurately corrects the installation verticality of the steel pipe column (11) in real time;
after a steel pipe column (11) is lowered to a designed required elevation, a tool pipe (8) is fixed by using a vertical adjustment disc (1), the central displacement of the upper opening of the steel pipe column (11) is adjusted by adjusting the vertical adjustment disc (1), the inclination condition of the steel pipe column (11) is detected by using a laser inclinometer (3), when the steel pipe column (11) is inclined, angle data which is output in real time is arranged between the measuring axis of the laser inclinometer (3) and the plumb line of the laser inclinometer (3), eight vertical telescopic devices on the vertical adjustment disc (1) are controlled to work towards a jack (4) according to detection data displayed by a computer end or a display instrument end, the steel pipe column (11) is adjusted to be vertical until the data detected by the laser inclinometer (3) meet construction requirements, and then a support screw (14) on the vertical adjustment disc (1) is screwed;
step 6: after the steel pipe column (11) is installed, the guide pipe is hung, secondary hole cleaning is conducted through slurry circulation, sediment at the bottom of the hole is checked after the secondary hole cleaning is finished, and then underwater concrete construction in the steel pipe column (11) is conducted.
2. The two-adjustment one-control perpendicularity control construction method for the one-column one-pile steel pipe column according to claim 1, wherein in the step 1, a hardened ground with the thickness of 250mm and provided with double-layer steel bars with the diameter of 14mm is adopted as the hardened ground, and the hardened ground sequentially comprises a broken stone tamping layer (5), a C25 concrete layer (6) and an embedded steel plate layer (7) from bottom to top.
3. The two-adjustment one-control perpendicularity control construction method for the one-column one-pile steel pipe column according to claim 1, wherein the distance between the horizontal telescopic directional jack (13) and the bottom of the pile casing (9) is 1 m; the diameter of the pile casing (9) is 200mm larger than the diameter of the pile, the deviation between the central line of the pile casing (9) and the central line of the pile position is less than or equal to 10mm, and the embedding depth of the pile casing (9) is more than or equal to 6 m.
4. The two-adjustment one-control perpendicularity control construction method for the one-column one-pile steel pipe column according to claim 1, characterized in that in the step 2, in the drilling process, a small water amount, a light pressure and a slow rotation speed are followed during hole opening, so that excessive hole expansion is prevented, slow drilling is carried out near a casing foot, a certain clay skin is formed on the casing foot, in the drilling process, the pressure for a clay layer is controlled to be 5-25 KPa, the rotation speed is controlled to be 40-70 r/min, the pressure for a sand layer is controlled to be 5-15 KPa, the rotation speed is controlled to be 40r/min, and the minimum pump capacity is 50m 3/h; and (5) adopting a small parameter to sweep the hole and drill to the final hole at a position 0.5-1.0 m before the final hole.
5. The two-adjustment one-control type perpendicularity control construction method for the one-column one-pile steel pipe column according to claim 1, characterized in that in the step 2, slurry retaining walls with different performances are selected according to different soil layer conditions, and when holes are formed in a clay layer, the specific gravity of outlet slurry is controlled to be 1.1-1.2; when holes are formed in a sand soil layer, a silt soil layer and a hole-collapsing soil layer, controlling the specific gravity of slag-discharging slurry to be 1.2-1.3, and selecting slurry with smaller sand content; in the pore-forming process, the discharged slurry firstly enters a slurry sedimentation tank to reduce the sand content and specific gravity of the slurry, and then enters a circulating tank for utilization; and lifting the drill bit 10-20 cm away from the bottom of the hole during hole cleaning, rotating the turntable to punch the hole, wherein the slurry inlet specific gravity of hole cleaning slurry is less than 1.15, the slurry return specific gravity is less than 1.30, and when the thickness of sediment is less than 50mm, finishing one-time hole cleaning.
6. The two-adjustment one-control perpendicularity control construction method aiming at the one-column one-pile steel pipe column according to claim 1, characterized in that in the step 5, two groups of concrete protective layer cushion blocks are arranged on the reinforcement cage, each group of cushion blocks is not less than 3, the reinforcement cage is fixed by using a steel pipe after being lowered to a designed position, the reinforcement cage is prevented from shifting or floating upwards when concrete is poured, the deviation of the protective layer of the reinforcement cage is ensured to be +/-20 mm, and the deviation of the elevation of the top and the bottom of the cage is ensured to be +/-50 mm.
7. The two-adjustment one-control perpendicularity control construction method for the one-column one-pile steel pipe column according to claim 1, wherein in the step 6, the diameter of the guide pipe is 250mm, the lower opening of the guide pipe is 30cm away from the bottom of the hole, after the guide pipe is hung in place, a funnel and a storage hopper are arranged at the upper opening of the guide pipe, mud circulation hole cleaning is carried out by using a 3PNL pump, the mud specific gravity of secondary hole cleaning is less than 1.15, and the hole cleaning time is 20 min.
8. The two-adjustment one-control perpendicularity control construction method for the one-column one-pile steel pipe column according to claim 1, wherein in the step 6, the underwater concrete construction process in the steel pipe column (11) comprises the following steps:
inserting a pouring concrete conveying pipe into the steel pipe column (11) to pour concrete of an underwater C35 pile foundation, controlling concrete surface lifting test by a specially-assigned person, adjusting and controlling the insertion depth of the conveying pipe in the concrete when the part of concrete reaches a designed and specified interface of two types of concrete, and then pouring the underwater C60 steel pipe non-shrinkage concrete;
when the underwater C60 concrete is poured into the steel pipe column (11) and reaches the height above the designed designated pile top elevation by 1.5-3 m, the gravel is backfilled, the underwater C60 concrete is continuously poured, the concrete rising surface is measured at the same time, the speed of backfilling the gravel is matched with the concrete pouring speed, and after the steel pipe opening is fully filled with the concrete, the concrete pouring is finished;
filling crushed stone into the annular gap at the outer side of the steel pipe column (11) in a divided manner, ensuring that the periphery is uniformly fed, simultaneously measuring the square amount of the crushed stone, ensuring that the square amount of the backfill is close to the calculated square amount, capping the top of the steel pipe column (11) during backfilling, additionally arranging a filter screen at a grout outlet, preventing stones from falling into the steel pipe column, ensuring symmetrical and uniform backfilling during backfilling, and avoiding the steel pipe column (11) from inclining caused by collision of a conveying pipe and a blanking hopper on the steel pipe column; and after the concrete is solidified, loosening the correcting and fixing bolts on the verticality adjusting disc (1), and detaching the movable verticality adjusting disc (1).
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