CN113605377A - Rock stratum ultra-deep steel pipe column and uplift pile combined construction process - Google Patents
Rock stratum ultra-deep steel pipe column and uplift pile combined construction process Download PDFInfo
- Publication number
- CN113605377A CN113605377A CN202110897959.XA CN202110897959A CN113605377A CN 113605377 A CN113605377 A CN 113605377A CN 202110897959 A CN202110897959 A CN 202110897959A CN 113605377 A CN113605377 A CN 113605377A
- Authority
- CN
- China
- Prior art keywords
- pipe column
- steel pipe
- reinforcement cage
- hole
- construction process
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 182
- 239000010959 steel Substances 0.000 title claims abstract description 182
- 238000010276 construction Methods 0.000 title claims abstract description 59
- 238000000034 method Methods 0.000 title claims abstract description 51
- 230000008569 process Effects 0.000 title claims abstract description 48
- 239000011435 rock Substances 0.000 title claims abstract description 18
- 230000002787 reinforcement Effects 0.000 claims abstract description 78
- 239000004567 concrete Substances 0.000 claims abstract description 57
- 238000005553 drilling Methods 0.000 claims abstract description 49
- 238000004519 manufacturing process Methods 0.000 claims abstract description 4
- 238000004140 cleaning Methods 0.000 claims description 11
- 239000011241 protective layer Substances 0.000 claims description 9
- 239000013049 sediment Substances 0.000 claims description 9
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 9
- 239000002689 soil Substances 0.000 claims description 8
- 238000013461 design Methods 0.000 claims description 7
- 238000007689 inspection Methods 0.000 claims description 7
- 239000010410 layer Substances 0.000 claims description 7
- 230000015572 biosynthetic process Effects 0.000 claims description 6
- 230000008859 change Effects 0.000 claims description 6
- 210000003205 muscle Anatomy 0.000 claims description 6
- 238000001514 detection method Methods 0.000 claims description 5
- 238000005452 bending Methods 0.000 claims description 4
- 239000007943 implant Substances 0.000 claims description 3
- 230000001012 protector Effects 0.000 claims description 3
- 238000007596 consolidation process Methods 0.000 claims description 2
- 230000001681 protective effect Effects 0.000 abstract description 8
- 239000002002 slurry Substances 0.000 description 17
- 238000003466 welding Methods 0.000 description 7
- 239000011248 coating agent Substances 0.000 description 5
- 238000000576 coating method Methods 0.000 description 5
- 239000011372 high-strength concrete Substances 0.000 description 3
- CURLTUGMZLYLDI-UHFFFAOYSA-N Carbon dioxide Chemical compound O=C=O CURLTUGMZLYLDI-UHFFFAOYSA-N 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 2
- 229910000278 bentonite Inorganic materials 0.000 description 2
- 239000000440 bentonite Substances 0.000 description 2
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 description 2
- 150000001875 compounds Chemical class 0.000 description 2
- 238000005260 corrosion Methods 0.000 description 2
- 238000007667 floating Methods 0.000 description 2
- 230000005484 gravity Effects 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 239000011148 porous material Substances 0.000 description 2
- 239000004593 Epoxy Substances 0.000 description 1
- HCHKCACWOHOZIP-UHFFFAOYSA-N Zinc Chemical compound [Zn] HCHKCACWOHOZIP-UHFFFAOYSA-N 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 238000009933 burial Methods 0.000 description 1
- 229910002092 carbon dioxide Inorganic materials 0.000 description 1
- 239000001569 carbon dioxide Substances 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 230000008878 coupling Effects 0.000 description 1
- 238000010168 coupling process Methods 0.000 description 1
- 238000005859 coupling reaction Methods 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 230000007123 defense Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000005611 electricity Effects 0.000 description 1
- 229920006334 epoxy coating Polymers 0.000 description 1
- 238000005429 filling process Methods 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 230000005012 migration Effects 0.000 description 1
- 238000013508 migration Methods 0.000 description 1
- 239000011268 mixed slurry Substances 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 239000002994 raw material Substances 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 230000000630 rising effect Effects 0.000 description 1
- 238000005096 rolling process Methods 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000009991 scouring Methods 0.000 description 1
- 239000002893 slag Substances 0.000 description 1
- 125000006850 spacer group Chemical group 0.000 description 1
- 229910001220 stainless steel Inorganic materials 0.000 description 1
- 239000010935 stainless steel Substances 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
- 230000007704 transition Effects 0.000 description 1
- 239000011701 zinc Substances 0.000 description 1
- 229910052725 zinc Inorganic materials 0.000 description 1
Images
Classifications
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/42—Foundations for poles, masts or chimneys
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/10—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure
- E02D31/12—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure against upward hydraulic pressure
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
Abstract
The invention discloses a rock stratum ultra-deep steel pipe column and uplift pile combined construction process, which comprises the following steps of: s1, breaking the underground space, and backfilling; s2, measuring and setting out, and positioning an orifice; s3, drilling a lead hole, and burying a protective cylinder; s4, drilling a hole; s5, hoisting the steel reinforcement cage combined steel pipe column: prefabricating a steel pipe column and a steel reinforcement cage, arranging a plurality of studs on the outer wall of one end of the steel pipe column along the circumferential direction, extending the steel pipe column into the steel reinforcement cage for a certain distance, connecting the part of the steel pipe column extending into the steel reinforcement cage with the steel reinforcement cage through a plurality of connecting pieces to manufacture a connecting body of the steel reinforcement cage and the steel pipe column, and then putting the connecting body down into a hole; s6, installing a guide pipe; s7, pouring concrete; s8, orifice backfilling. The method has the advantages of simple construction steps, high construction efficiency, high connection strength of the connecting body of the steel pipe column and the steel reinforcement cage, high reliability and potential safety hazard reduction.
Description
Technical Field
The invention relates to the technical field of construction of constructional engineering, in particular to a rock stratum ultra-deep steel pipe column and uplift pile combined construction process.
Background
The uplift pile is an anti-floating component which is most widely applied to the foundation of an underground building. The steel pipe column structure has the characteristics of rapid assembly and good bearing performance. In the construction of a large-span underground structure, an uplift pile and a steel pipe column are combined (a reinforcement cage is arranged in the uplift pile and actually is the combination of the reinforcement cage and the steel pipe column), and high-strength concrete is poured into the steel pipe column, so that the volume of the concrete column can be effectively reduced at a position with larger stress, and the effects of anti-floating, bearing and force transmission can be achieved, therefore, the construction of a covered and excavated subway station is widely developed and applied.
However, in urban subway construction with complex surrounding environment (especially in construction sites with underground spaces such as basements, underground malls, underground parking lots, etc.), how to overcome the influence of the size, volume and dead weight of the combination of the uplift pile and the steel pipe column is important to ensure the accuracy of the lowered uplift pile and the continuity of concrete pouring under the conditions of limited site and high construction operation risk.
However, the existing uplift pile and steel pipe column combined construction process in the environment is complex, the construction efficiency is not high, the connection strength of the existing steel pipe column and the steel reinforcement cage is low, the reliability is poor, and certain potential safety hazards exist.
Disclosure of Invention
The invention aims to provide a rock stratum ultra-deep steel pipe column and uplift pile combined construction process which is simple in construction steps, high in construction efficiency, high in reliability and capable of improving the connection strength of a connecting body of a steel pipe column and a reinforcement cage and reducing potential safety hazards.
The embodiment of the invention is realized by the following technical scheme:
a rock stratum ultra-deep steel pipe column and uplift pile combined construction process comprises the following steps:
s1, breaking the underground space, and backfilling;
s2, measuring and setting out, positioning the hole: according to the central coordinate of the designed pile, a measurer accurately discharges the central point of the pile, then discharges a cross-shaped control line from the central point of the pile, drills and implants a reinforcing steel bar, and sets a pile protector;
s3, drilling a guide hole, burying a pile casing, selecting a proper drilling machine to drill the guide hole and burying the pile casing, wherein the pile casing is arranged at a certain distance above the ground, and is backfilled densely around after being buried;
s4, drilling a hole: according to the geological condition, selecting a proper drill bit and drilling a hole;
s5, hoisting the steel reinforcement cage combined steel pipe column: prefabricating a steel pipe column and a steel reinforcement cage, arranging a plurality of studs on the outer wall of one end of the steel pipe column along the circumferential direction, extending the steel pipe column into the steel reinforcement cage for a certain distance, connecting the part of the steel pipe column extending into the steel reinforcement cage with the steel reinforcement cage through a plurality of connecting pieces to manufacture a connecting body of the steel reinforcement cage and the steel pipe column, and then putting the connecting body down into a hole;
s6, installing a guide pipe: immediately installing a guide pipe after the steps are finished, and detecting whether the guide pipe has deformation, pit concavity and bending, whether the guide pipe has damage or crack and whether the inner wall has concrete adhesion and consolidation conditions or not according to the specification before the guide pipe is installed;
s7, pouring concrete: the concrete is prepared according to the design strength, the on-site slump of the concrete is detected before pouring, a reference block is reserved, and the concrete can be poured after the detection is qualified;
s8, opening backfilling: after the concrete in the steel pipe column is poured, pile hole backfilling can be carried out after the strength of the uplift pile is formed, safety measures are taken around the pile hole before backfilling, the periphery of the steel pipe column is uniformly backfilled during backfilling, and the backfilling needs to be compact.
Optionally, in step S4, when drilling starts, the drill bit is slowly rotated under light pressure to grasp the influence of the formation on the drilling machine, and then drilling parameters under the formation condition are determined according to the influence of the formation on the drilling machine, and after the drill bit works normally, the rotation speed is gradually increased.
Optionally, in step S4, making a drilling record, checking and recording the soil layer change condition at intervals, and checking the soil layer change condition with the geological profile, wherein in the drilling process, the quality of the formed hole is checked every 4-6 m, and the deviation is corrected in time.
Optionally, before the step S5 and after the step S4, performing a first hole inspection and hole cleaning; the quality parameters to be tested for hole inspection comprise hole depth, hole diameter and hole verticality, sediment at the bottom of a hole is cleaned by a drilling machine during hole cleaning, and turbid water circulation is performed by a water pump.
Optionally, in the step S7, the elevation of the concrete surface inside and outside the steel pipe column is measured in time, the pouring is suspended when the concrete outside the steel pipe column is poured to 1800mm above the designed elevation, and a sandbag is thrown into the steel pipe column to perform back pressure, so as to prevent the concrete from continuously turning upwards.
Optionally, the steel pipe column verticality detection is performed before the step S6 and after the step S5.
Optionally, the steel reinforcement cage includes a plurality of muscle of indulging that are the annular array and arrange, the inboard of indulging the muscle is equipped with a plurality of hoops of putting more energy into along axial interval, the outside of indulging the muscle is equipped with spiral hoop.
Optionally, the steel pipe column includes a plurality of pipe joints, and the plurality of pipe joints are connected in sequence by flanges.
Optionally, a protective layer cushion block is arranged on the outer side of the steel reinforcement cage.
Optionally, a first baffle is arranged at the top end of the reinforcement cage.
The technical scheme of the embodiment of the invention at least has the following advantages and beneficial effects: the invention simplifies the process steps and improves the construction efficiency; be connected with a plurality of connecting pieces between steel reinforcement cage and the steel-pipe column, improve joint strength between steel reinforcement cage and the steel-pipe column, simultaneously, the steel-pipe column stretches into the inside outer wall of steel reinforcement cage and is equipped with a plurality of pegs along the circumferencial direction, and the peg guarantees that follow-up pouring into behind the concrete, and the steel-pipe column stretches into more closely between steel reinforcement cage part and the concrete, connects more reliably, has improved connection structure's reliability greatly, has reduced the potential safety hazard.
In addition, (1) the basement bottom plate is reserved before the construction, the deep hole is drilled in a rotary drilling mode, the protection cylinder with the length of 10 meters is buried and penetrates through the whole backfilling area, and the risk of hole collapse in the backfilling range is reduced.
(2) The invention reasonably uses the type of the drill bit, measures the verticality of the hole wall in time, corrects the position in time, ensures the quality of the pile hole, reduces the workload of correcting the position after the hole is formed and shortens the hole forming time.
(3) The construction machine is reasonably selected, the construction is flexibly organized, technical measures are adopted to ensure that the connection between the uplift pile and the steel pipe column is reliable, the verticality deviation after the steel pipe column is placed down is ensured to be within an allowable range, the hoisting time of the steel pipe column is shortened, and the hole collapse risk is reduced.
(4) The invention controls the concrete pouring time, and the retarder is doped in the high-strength concrete, so that the whole pouring process is ensured to be smooth; the concrete outside the column is subjected to back pressure, so that the concrete loss is reduced, and the subsequent chiseling difficulty is reduced.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings needed to be used in the embodiments will be briefly described below, it should be understood that the following drawings only illustrate some embodiments of the present invention and therefore should not be considered as limiting the scope, and for those skilled in the art, other related drawings can be obtained according to the drawings without inventive efforts.
FIG. 1 is a process flow diagram of a rock stratum ultra-deep steel pipe column and uplift pile combined construction process provided by the invention;
FIG. 2 is a schematic view of a pile center and fender pile arrangement;
FIG. 3 is a sectional view of a coupling body of a reinforcement cage and a steel pipe column;
FIG. 4 is a cross-sectional view A-A of FIG. 3;
FIG. 5 is a front view of the connector;
FIG. 6 is a schematic view of the connection of the protective layer spacer to the reinforcement cage;
icon: 100-steel pipe column, 110-pipe joint, 111-flange, 112-lifting lug, 200-steel reinforcement cage, 210-longitudinal rib, 220-stiffening hoop, 230-spiral hoop, 300-connecting piece, 310-transition part, 320-connecting part, 400-stud, 500-ring plate, 600-protective layer cushion block, 610-flat arch section, 620-connecting section, 700-first baffle, 800-second baffle, 900-fender pile and 1000-pile center.
Detailed Description
A rock stratum ultra-deep steel pipe column and uplift pile combined construction process is specifically applied to underground subway project construction in a certain city, underground pipeline exploration work is performed by a professional geophysical prospecting company before construction, the direction of a pipeline is determined, and a mark is made to mark the name, the direction and the burial depth of the pipeline; manually digging pipelines which are not explored, and using a pipeline company to contact related units for identification and migration; after the pipeline is moved and changed, an identification label is set to protect the pipeline.
Referring to fig. 1, the construction process specifically includes the following steps:
s1, breaking underground space, and backfilling: the underground space of the project is a civil air defense basement, in order to guarantee the construction period of the whole line node, only the top plate of the basement is broken, the backfilled earth is compacted, the field is made to be flat, a double-layer reinforcing steel bar net piece hardening field is laid, and the condition that water and electricity are all connected to the field before construction is guaranteed.
S2, measuring and setting out, positioning the hole: according to the 1000-point coordinate of the designed pile center, a measurer accurately discharges 1000 points of the pile center, then discharges a cross-shaped control line from the 1000 points of the pile center, drills and implants steel bars, and sets a pile protector 900, please refer to fig. 2.
S3, drilling a guide hole, burying a protective cylinder, selecting a proper drilling machine to drill the guide hole and burying the protective cylinder, wherein the protective cylinder is higher than the ground by a certain distance, and the periphery of the protective cylinder is densely backfilled after being buried, so that when the drill bit is lifted, the protective cylinder is prevented from being suspended and collapsing due to water level scouring in the hole.
In order to avoid the shallow embedding of the pile casing, a drilling machine drills in a backfill area or a hole collapses in the process of hoisting a steel pipe column 100, a hole is comprehensively guided to the bottom plate of the original basement by the drilling machine, so that the pile casing is placed on the bottom plate, the diameter of a drill bit of the hole is 1.7 meters, the pile casing is rolled by a steel plate with the diameter of 20mm, the inner diameter is 100mm larger than the diameter of a pile, the height of the pile casing is 10m, no protrusion exists in the pile casing at the joint of the pile casing, the pile casing is resistant to tension and pressure and water leakage, and the top surface of the pile casing is 0.3m higher than the ground; in the process of embedding the pile casing, the positioning condition is checked at any time, the central line of the pile casing is ensured to be vertical and coincide with the center 1000 of the pile, and the deviation is not more than 20 mm.
According to the condition of the soil quality on site, high-quality bentonite is adopted to prepare the slurry, the mixed slurry is designed according to construction machinery, process and the soil layer penetrating, a slurry box is arranged on site, the bentonite is adopted to make the slurry, the slurry reserve of each drilling machine is not less than the volume of a single pile, and a slurry purifying device is arranged in the construction process to purify the slurry recovered in the filling process and ensure that the subsequent pore-forming construction is carried out smoothly.
S4, drilling a hole: according to geological conditions, a proper drill bit is selected to improve the drilling efficiency and the hole forming quality, and the drill bit is a cutting pick drill bit with the diameter of 1.5 meters; and (3) calibrating the verticality of a drill rod of the drilling machine by using a total station, wherein the deviation between the drill bit and the cross control line is not more than 1.5cm, and after the slurry index is qualified, positioning the drilling machine and starting drilling construction.
When the drilling is started, the drilling machine is slightly pressed and slowly rotated to master the influence of the stratum on the drilling machine so as to determine the drilling parameters under the stratum condition, after the drill bit normally works, the rotating speed is gradually increased, the soil type is judged according to the fished drilling slag sample, the specific gravity of the slurry is timely adjusted by checking the slurry index when the drilling is carried out for 2m, the slurry is injected while drilling to protect the wall, the slurry surface is always not lower than 0.3m below the top of the protective sleeve, and the slurry index is controlled to be 1.10-1.20 g/cm3(ii) a The specific gravity of the slurry after pore forming is controlled to be 1.15g/cm3The content of the compound is less than the content of the compound; drilling records need to be made in the construction process, the change condition of the soil layer is frequently checked and recorded, and the change condition is checked with a geological profile; in the pore-forming process, checking the pore-forming quality once by adopting an ultrasonic sidewall instrument every 4-6 m, and correcting the deviation in time; when the depth of the designed hole is approached, the drilling depth is accurately controlled, and the drilling depth is more than 300mm than the designed depth.
After the completion, before the next step is completed, performing first hole inspection and hole cleaning, wherein quality parameters needing to be inspected in the hole inspection comprise hole depth, hole diameter and hole perpendicularity, specifically, before drilling, determining the elevation of the pile casing by using a level gauge, taking the elevation as a base point, determining the hole depth according to the hole bottom elevation required by design, and determining the hole depth by using a measuring rope; measuring by using an ultrasonic logging instrument, and correcting in time if an eccentric hole exists; and measuring by using an ultrasonic caliper, wherein the deviation is less than or equal to 1/500.
When cleaning the hole, firstly cleaning the sediment at the bottom of the hole by a drilling machine, and then performing turbid water circulation by a water pump to make the density reach about 1.2; the purpose of the first hole cleaning treatment is to ensure that the thickness of sediment at the bottom of a hole, the content of the sediment in circulating liquid and the thickness of mud skin on the hole wall meet the quality requirement or the design requirement and also create good conditions for pouring concrete in slurry; cleaning should comply with the following regulations: (1) the relative density of the slurry within 500mm of the bottom of the hole is less than 1.25; (2) the sand content is less than or equal to 8 percent; (3) the viscosity is less than or equal to 28 s.
S5, hoisting the steel reinforcement cage 200 in combination with the steel pipe column 100: prefabricating a steel pipe column 100 and a steel reinforcement cage 200, arranging a plurality of studs 400 on the outer wall of one end of the steel pipe column 100 along the circumferential direction, extending the steel pipe column 100 into the steel reinforcement cage 200 for a certain distance, and connecting the part of the steel pipe column 100 extending into the steel reinforcement cage 200 with the steel reinforcement cage 200 through a plurality of connecting pieces 300 to manufacture a connecting body of the steel reinforcement cage 200 and the steel pipe column 100.
Referring to fig. 3 to 6, specifically, the steel pipe column 100 includes a plurality of pipe joints 110, each pipe joint 110 of the embodiment has a length of 12m, a diameter of 800mm, and a thickness of 20mm, the plurality of pipe joints 110 are connected by flanges 111 in sequence, and the steel pipe column 100 extends into the interior of the reinforcement cage 200 by 3.5 m.
At least one pair of lifting lugs 112 are arranged on the side wall of the pipe joint 110, and because the integral rigidity of the pipe joint 110 is high, no reinforcing measures need to be taken during hoisting, only one pair of symmetrically arranged lifting lugs 112 is arranged in the embodiment, and except that the lifting lugs 112 on the topmost pipe joint 110 are flush with the top of the pipe joint 110, the rest lifting lugs 112 are arranged 1m below the flange 111.
In the embodiment, the studs 400 are 80mm long and 19mm in diameter, 16 studs are annularly arranged in a circle, and the axial distance is 200 mm; after the stud 400 ensures that the concrete is poured subsequently, the part of the steel pipe column 100 extending into the reinforcement cage 200 is closer to the concrete, the connection is more reliable, the reliability of the connection structure is greatly improved, and the potential safety hazard is reduced.
The outer edge of the end face of one end, extending into the interior of the steel reinforcement cage 200, of the steel pipe column 100 is provided with the annular plate 500 made of stainless steel, and after concrete is poured subsequently, the contact area of the annular plate 500 can be increased, and the stability is improved.
The steel pipe column 100 is made by rolling up qualified steel plates on a numerical control machine tool, after the pipe joint 110 is formed, the longitudinal joint and the circumferential joint of the pipe joint 110 are welded by adopting carbon dioxide gas shielded welding, the strength of the welding joint is not lower than that of a pipe, and the quality of the welding joint meets a first-level standard; and (3) the steel pipe column 100 is required to be inspected and accepted by a joint supervision unit to a steel pipe column 100 processing factory before arriving at the site, and the inspection and acceptance contents comprise the contents of column body size, steel pipe perpendicularity, flange 111 splicing gaps, welding quality and the like, and are simultaneously assembled in a test mode. After the components are qualified, removing rust and coating an anti-corrosion coating on the other parts except the two sides of the connecting friction surface of the steel pipe column 100, the stud 400 and the high-strength bolt by 50-100mm respectively, wherein the anti-corrosion coating is an epoxy coating, and the coating is performed twice with each path being 70 mu m by adopting epoxy zinc-rich coating during construction.
The reinforcement cage 200 comprises a plurality of longitudinal ribs 210 which are arranged in an annular array, the longitudinal ribs 210 are arranged in a through length mode and are triangular ribs, one row of the longitudinal ribs are made of raw materials, two rows of the longitudinal ribs are connected through straight thread sleeves, and the percentage of lap joints of the longitudinal ribs 210 in the same section is not more than 50%; a plurality of stiffening hoops 220 are axially arranged on the inner side of the longitudinal rib 210 at intervals, a spiral hoop 230 is arranged on the outer side of the longitudinal rib 210, the longitudinal rib 210 and the stiffening hoops 220 adopt HRB 400-grade steel bars, and the spiral hoop 230 adopts HPB 300-grade steel bars; the joints of the longitudinal ribs 210 and the stiffening hoops 220 and the joints of the longitudinal ribs 210 and the spiral hoops 230 should be welded firmly.
The outer side of the reinforcement cage 200 is provided with a protective layer cushion block 600 (not shown in fig. 3, please refer to fig. 6), the protective layer is made by bending the reinforcement, the protective layer cushion block 600 includes a flat arch section 610 and a connecting section 620 arranged at two ends of the flat arch section 610, the connecting section 620 is connected with the outer side of the reinforcement cage 200, specifically, the connecting section 620 is welded on the longitudinal bar 210, and the vertical distance between the flat arch section 610 and the connecting section 620 is determined by the thickness of the required reinforcement protective layer, so as to ensure the thickness of the reinforcement protective layer.
A plurality of connecting pieces 300 are connected between the reinforcement cage 200 and the steel pipe column 100, the connecting pieces 300 are also made by bending steel bars, and the whole connecting piece 300 can be Z-shaped or C12 steel bars; specifically, the connector 300 includes two connecting portions 320 and a transition portion 310 disposed between the two connecting portions 320, one of the connecting portions 320 is connected to the steel pipe column 100, the other connecting portion 320 is connected to the reinforcement cage 200, the reinforcement cage 200 and the steel pipe column 100 are welded together by the disposed connector 300, in addition, the connector 300 is a flexible member, the connector 300 is made of a wire rod with a diameter of 8mm, it is worth explaining that the connector 300 is disposed as a flexible member, so that the reinforcement cage 200 and the steel pipe column 100 are flexibly connected, the connection strength between the reinforcement cage 200 and the steel pipe column 100 can be improved, and meanwhile, the deviation caused by the conventional rigid connection of the reinforcement cage 200 can be eliminated by using the self weight of the steel pipe column 100.
The top of steel reinforcement cage 200 is equipped with first baffle 700, and the surface of first baffle 700 is equipped with a plurality of through-holes, and the diameter of through-hole is 2cm, and first baffle 700 can prevent to pour into concrete in the steel-pipe column 100 in the concrete in steel reinforcement cage 200 along with rising.
Upward certain distance (this distance is confirmed according to the elevation, this distance is 1m) department apart from the top of steel reinforcement cage 200 on steel-pipe column 100 still is equipped with second baffle 800, and second baffle 800 also is equipped with a plurality of through-holes, and second baffle 800 can prevent to continue to turn up after basic concrete reachs the elevation when follow-up pouring concrete.
The hoisting process comprises S51 steel reinforcement cage 200 hoisting and S52 steel pipe column 100 hoisting;
s51 hoisting of the steel reinforcement cage 200: 4 steel plates (length x width x thickness) of 2mx1mx20mm are prefabricated in advance before hoisting; and a plurality of 500mmx400mmx10mm, 500mmx400mmx5mm and 500mmx400mmx1mm thick steel plates are used for leveling I-shaped steel carrying poles; after the sediment thickness reaches the specified index, the drilling machine is out of position, and the crane is in place; leveling the field by using hoisting operation, placing 20mm steel plates around the protective cylinder for bottoming, placing a thin steel plate for leveling, placing an I-shaped steel carrying pole on the steel plate after leveling the thin steel plate, and accurately leveling the I-shaped steel carrying pole;
after the I-shaped steel carrying pole is leveled, the steel reinforcement cage 200 is immediately checked and accepted, the steel reinforcement cage 200 is placed, U-shaped ribs are arranged at the top and the bottom of the steel reinforcement cage 200 for assisting in hoisting, and the steel reinforcement cage 200 is prevented from deforming due to self weight in the hoisting process; accurate centering is required when steel reinforcement cage 200 hoists, prevents to collide the pore wall.
S52, hoisting the steel pipe column 100: after the hoisting of the reinforcement cage 200 is completed, temporarily placing the reinforcement cage on the I-shaped steel carrying pole; the total length of the steel pipe column 100 is about 48.5m, 5 pipe joints 110 are hoisted, each pipe joint is 12 meters in standard length, the weight is about 4.4T, the total weight is about 17.6T, the single weight of the reinforcement cage 200 is about 4.1T, the total weight of the whole reinforcement cage 200 and the connecting body of the steel pipe column 100 is about 22T, and a 100T truck crane is adopted to hoist the steel pipe column in place.
During hoisting, firstly hoisting the bottommost pipe joint 110 of the steel pipe column 100, and welding the reinforcement cage 200 and the steel pipe column 100 together through the connecting piece 300 when the steel pipe column 100 is lowered to the position 3.5m away from the reinforcement cage of the uplift pile; the steel pipe column 100 needs to be leveled in time in the welding process; after the reinforcement cage 200 is tightly connected with the pipe joint 110, the first baffle 700 is welded, and after the welding is finished, the whole connecting body is slowly hoisted, so that the reinforcement cage 200 is not far away from the I-shaped steel carrying pole in the whole process, and the reinforcement cage 200 is prevented from accidentally falling off due to the fact that the connecting body is not tightly connected; after the correctness is confirmed, the I-shaped steel carrying pole needs to be leveled again, and the steel pipe column 100 can be placed downwards after the flatness is ensured.
After the first pipe joint 110 is lifted, the second pipe joint 110 is lifted to the orifice and connected through the flange 111, the pipe joint 110 column is lifted from the lowest section upwards in sequence until the whole lifting is finished, all the flanges 111 are connected, after the connection is qualified, the crane lifts slightly, and the connecting body of the steel reinforcement cage 200 and the steel pipe column 100 can be integrally and uniformly lowered after the I-shaped steel carrying pole is pulled out.
After the step is finished and before the next step is started, measuring the overall verticality of the steel pipe column 100 by using an ultrasonic logging instrument, wherein the allowable deviation L/1000mm of the verticality is not more than 30 mm; the unevenness of the top surface of the upright post is allowed to deviate by +/-5 mm.
S6, installing a guide pipe: after the steel pipe column 100 is hoisted, a guide pipe is immediately installed, and before the guide pipe is installed, whether the guide pipe is deformed, dented or bent, whether the guide pipe is damaged or cracked, whether concrete adheres to and is solidified on the inner wall or not is detected according to the specification, so that the phenomena of pipe blockage, slurry leakage and the like in the pouring process are prevented, and the pile is broken; the total length and the single-section length of the conduit are designed according to the elevation of the top of the column, and the bottom of the conduit is required to be about 50cm away from the bottom of the hole. After the guide pipe is installed and before concrete is poured, the thickness of the sediment is measured again, according to the design requirement, the thickness of the sediment at the bottom of the steel pipe column 100 is not more than 5cm, and if the thickness of the sediment is more than a specified index, a positive circulation method is adopted for secondary hole cleaning; and after hole cleaning is finished, beginning to prepare for pouring concrete.
S7, pouring concrete: the concrete design strength of the uplift pile is C35, the concrete design strength in the steel pipe column 100 is C60 self-compaction, and retarder is doped; before pouring concrete, detecting the on-site slump of the concrete, reserving a reference block, and pouring the concrete after the detection is qualified; a certain initial filling amount is needed during initial filling, slurry is prevented from flowing back into the guide pipe, and the maximum capacity of a funnel used for construction is 3m 3; the concrete pouring of the uplift pile is continuous to ensure the strength and compactness of concrete, the pouring speed is controlled to ensure that the buried depth of the guide pipe is within the range of 2-6 m, and the height of the concrete surface is measured by adopting a measuring rope before the guide pipe is lifted so as to avoid quality accidents caused by the fact that the guide pipe is lifted.
The elevation of the concrete surface inside and outside the steel pipe column 100 is measured in time in the pouring process, the pouring is suspended when the concrete outside the steel pipe column 100 is poured to 1800mm above the designed elevation, and meanwhile, a sandbag is thrown into a hole to carry out back pressure, so that the concrete is prevented from continuously turning upwards; after the sandbag is thrown, standing for more than 30 minutes to continuously pour concrete in the steel pipe column 100; the concrete in the steel pipe column 100 needs to be slowly poured, the elevation of the concrete surface inside and outside the steel pipe column 100 needs to be repeatedly measured in the process, and after the effective back pressure is determined, the concrete in the steel pipe column 100 is continuously poured to the designed elevation.
S8, opening backfilling: after the concrete of the steel pipe column 100 is poured, pile holes can be backfilled after the uplift pile strength is required to be formed, safety measures are taken around the pile holes before backfilling, broken stones are adopted as backfilling materials, the steel pipe column 100 is uniformly backfilled on the periphery during backfilling, the steel pipe column 100 is prevented from being extruded due to unbalanced backfilling, and backfilling needs to be compact.
In conclusion, the following measures are mainly taken in the construction process:
(1) a basement bottom plate is reserved before construction, deep holes are drilled in a rotary drilling mode, a protection cylinder with the length of 10 meters is buried and penetrates through the whole backfilling area, and the risk of hole collapse in the backfilling range is reduced.
(2) The drill bit type is reasonably used, the perpendicularity of the hole wall is measured in time, the deviation is corrected in time, the quality of the pile hole is guaranteed, the workload of correcting the deviation after the hole is formed is reduced, and the hole forming time is shortened.
(3) Construction machinery is reasonably selected, construction is flexibly organized, technical measures are taken to ensure that the connection between the steel reinforcement cage 200 and the steel pipe column 100 is reliable, the verticality deviation after the steel pipe column 100 is placed is ensured to be within an allowable range, the hoisting time of the steel pipe column 100 is shortened, and the hole collapse risk is reduced.
(4) Controlling the concrete pouring time, and doping retarder into the high-strength concrete to ensure the smoothness of the whole pouring process; the concrete outside the column is subjected to back pressure, so that the concrete loss is reduced, and the subsequent chiseling difficulty is reduced.
The above is only a preferred embodiment of the present invention, and is not intended to limit the present invention, and various modifications and changes will occur to those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (10)
1. A rock stratum ultra-deep steel pipe column and uplift pile combined construction process is characterized by comprising the following steps:
s1, breaking the underground space, and backfilling;
s2, measuring and setting out, positioning the hole: according to the coordinate of the center (1000) of the designed pile, a measurer accurately releases the center (1000) point of the pile, then releases a cross-shaped control line from the center (1000) point of the pile, drills and implants a steel bar, and sets a pile protector (900);
s3, drilling a guide hole, burying a pile casing, selecting a proper drilling machine to drill the guide hole and burying the pile casing, wherein the pile casing is arranged at a certain distance above the ground, and is backfilled densely around after being buried;
s4, drilling a hole: according to the geological condition, selecting a proper drill bit and drilling a hole;
s5, hoisting the steel reinforcement cage (200) in combination with the steel pipe column (100): prefabricating a steel pipe column (100) and a steel reinforcement cage (200), arranging a plurality of studs (400) on the outer wall of one end of the steel pipe column (100) along the circumferential direction, extending the steel pipe column (100) into the steel reinforcement cage (200) for a certain distance, connecting the part of the steel pipe column (100) extending into the steel reinforcement cage (200) with the steel reinforcement cage (200) through a plurality of connecting pieces (300), manufacturing a connecting body of the steel reinforcement cage (200) and the steel pipe column (100), and then putting the connecting body down into a hole;
s6, installing a guide pipe: immediately installing a guide pipe after the steps are finished, and detecting whether the guide pipe has deformation, pit concavity and bending, whether the guide pipe has damage or crack and whether the inner wall has concrete adhesion and consolidation conditions or not according to the specification before the guide pipe is installed;
s7, pouring concrete: the concrete is prepared according to the design strength, the on-site slump of the concrete is detected before pouring, a reference block is reserved, and the concrete can be poured after the detection is qualified;
s8, opening backfilling: after the concrete in the steel pipe column (100) is poured, pile holes can be backfilled after the uplift pile strength is formed, safety measures are taken around the pile holes before backfilling, the periphery of the steel pipe column (100) is uniformly backfilled during backfilling, and the backfilling needs to be compact.
2. The rock stratum ultra-deep steel pipe column and uplift pile combined construction process as claimed in claim 1, wherein the construction process comprises the following steps: in step S4, when drilling is started, the drill bit is slowly turned under light pressure to grasp the influence of the formation on the drilling machine, and then the drilling parameters under the formation condition are determined according to the influence of the formation on the drilling machine, and after the drill bit works normally, the rotation speed is gradually increased.
3. The rock stratum ultra-deep steel pipe column and uplift pile combined construction process as claimed in claim 1, wherein the construction process comprises the following steps: in the step S4, drilling records are made, soil layer change conditions are checked and recorded at intervals, the soil layer change conditions are checked with a geological profile, and in the drilling process, the hole forming quality is checked every 4-6 m, and correction is timely carried out.
4. The rock stratum ultra-deep steel pipe column and uplift pile combined construction process as claimed in claim 1, wherein the construction process comprises the following steps: before the step S5 and after the step S4, carrying out first hole inspection and hole cleaning; the quality parameters to be tested for hole inspection comprise hole depth, hole diameter and hole verticality, sediment at the bottom of a hole is cleaned by a drilling machine during hole cleaning, and turbid water circulation is performed by a water pump.
5. The rock stratum ultra-deep steel pipe column and uplift pile combined construction process as claimed in claim 1, wherein the construction process comprises the following steps: and in the step S7, the elevation of the concrete surface inside and outside the steel pipe column (100) is measured in time, the pouring is suspended when the concrete outside the steel pipe column (100) is poured to 1800mm above the designed elevation, and meanwhile, a sandbag is thrown into the steel pipe column (100) to realize back pressure, so that the concrete is prevented from being turned upwards continuously.
6. The rock stratum ultra-deep steel pipe column and uplift pile combined construction process as claimed in claim 1, wherein the construction process comprises the following steps: the perpendicularity detection of the steel pipe column (100) is performed before the step S6 and after the step S5.
7. The rock stratum ultra-deep steel pipe column and uplift pile combined construction process as claimed in claim 1, wherein the construction process comprises the following steps: reinforcement cage (200) are including being a plurality of muscle (210) of indulging that the annular array arranged, the inboard of indulging muscle (210) is equipped with a plurality of hoops of putting more energy into (220) along the axial interval, the outside of indulging muscle (210) is equipped with spiral hoop (230).
8. The rock stratum ultra-deep steel pipe column and uplift pile combined construction process as claimed in claim 1, wherein the construction process comprises the following steps: the steel pipe column (100) comprises a plurality of pipe joints (110), and the pipe joints (110) are connected through flanges (111) in sequence.
9. The rock stratum ultra-deep steel pipe column and uplift pile combined construction process as claimed in claim 1, wherein the construction process comprises the following steps: and a protective layer cushion block (600) is arranged on the outer side of the steel reinforcement cage (200).
10. The rock stratum ultra-deep steel pipe column and uplift pile combined construction process as claimed in claim 1, wherein the construction process comprises the following steps: the top end of the reinforcement cage (200) is provided with a first baffle (700).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110897959.XA CN113605377A (en) | 2021-08-05 | 2021-08-05 | Rock stratum ultra-deep steel pipe column and uplift pile combined construction process |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110897959.XA CN113605377A (en) | 2021-08-05 | 2021-08-05 | Rock stratum ultra-deep steel pipe column and uplift pile combined construction process |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN113605377A true CN113605377A (en) | 2021-11-05 |
Family
ID=78307227
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202110897959.XA Pending CN113605377A (en) | 2021-08-05 | 2021-08-05 | Rock stratum ultra-deep steel pipe column and uplift pile combined construction process |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN113605377A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114592505A (en) * | 2022-02-24 | 2022-06-07 | 深圳市工勘岩土集团有限公司 | Low-clearance foundation pit reverse construction method steel pipe column first-inserting positioning construction method |
| CN115217096A (en) * | 2022-07-03 | 2022-10-21 | 中建八局第二建设有限公司 | Miniature uplift pile cage framework device for slightly weathered rock geology and miniature uplift pile construction method |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104895054A (en) * | 2015-04-23 | 2015-09-09 | 侨健新能源科技（苏州）有限公司 | Construction method of fiber rib concrete uplift pile |
| CN105239563A (en) * | 2015-10-27 | 2016-01-13 | 贵州开磷建设集团有限公司 | Dry-method hole forming filling pile structure for post-grouting matched rotary drilling rig and construction method |
| CN105672314A (en) * | 2016-01-19 | 2016-06-15 | 中建八局第三建设有限公司 | Method for constructing steel pipe upright pile through semi-reversed-construction method |
| CN108643192A (en) * | 2018-05-16 | 2018-10-12 | 深圳市工勘岩土集团有限公司 | Brace in Deep Footing Groove supporting ultralong steel tube column pile construction method |
| CN109056808A (en) * | 2018-09-10 | 2018-12-21 | 中铁局集团第二工程有限公司 | Stake and steel pipe column construction method in a kind of subway station |
| CN110629744A (en) * | 2019-09-16 | 2019-12-31 | 中铁广州工程局集团深圳工程有限公司 | Construction process of steel pipe concrete pile of subway station |
-
2021
- 2021-08-05 CN CN202110897959.XA patent/CN113605377A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104895054A (en) * | 2015-04-23 | 2015-09-09 | 侨健新能源科技（苏州）有限公司 | Construction method of fiber rib concrete uplift pile |
| CN105239563A (en) * | 2015-10-27 | 2016-01-13 | 贵州开磷建设集团有限公司 | Dry-method hole forming filling pile structure for post-grouting matched rotary drilling rig and construction method |
| CN105672314A (en) * | 2016-01-19 | 2016-06-15 | 中建八局第三建设有限公司 | Method for constructing steel pipe upright pile through semi-reversed-construction method |
| CN108643192A (en) * | 2018-05-16 | 2018-10-12 | 深圳市工勘岩土集团有限公司 | Brace in Deep Footing Groove supporting ultralong steel tube column pile construction method |
| CN109056808A (en) * | 2018-09-10 | 2018-12-21 | 中铁局集团第二工程有限公司 | Stake and steel pipe column construction method in a kind of subway station |
| CN110629744A (en) * | 2019-09-16 | 2019-12-31 | 中铁广州工程局集团深圳工程有限公司 | Construction process of steel pipe concrete pile of subway station |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114592505A (en) * | 2022-02-24 | 2022-06-07 | 深圳市工勘岩土集团有限公司 | Low-clearance foundation pit reverse construction method steel pipe column first-inserting positioning construction method |
| CN115217096A (en) * | 2022-07-03 | 2022-10-21 | 中建八局第二建设有限公司 | Miniature uplift pile cage framework device for slightly weathered rock geology and miniature uplift pile construction method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105064328B (en) | Pile foundation construction devices and methods therefor | |
| CN102535529A (en) | Construction method of self-balancing method pile foundation bearing capacity test device | |
| CN113605377A (en) | Rock stratum ultra-deep steel pipe column and uplift pile combined construction process | |
| CN111962504A (en) | Construction method for covering and digging top-down permanent steel pipe column | |
| CN112482395A (en) | Construction method of cast-in-situ bored pile and inner support supporting structure of rail transit station | |
| CN110629747A (en) | Full-casing full-rotation construction process for pile foundation under complex geological conditions | |
| CN103741963A (en) | Industrial plant foundation strengthening method | |
| CN108316290B (en) | One-column one-pile structure without bearing platform and construction method thereof | |
| CN102535490A (en) | Method for dewatering foundation pit by using bored cast-in-place pile | |
| CN113404040A (en) | Construction method of bored pile foundation | |
| CN114134928B (en) | Construction method of steel pipe column tower crane foundation | |
| CN102587386A (en) | Reverse HPE (hydraulic perpendicular embedding) construction method for steel pipe columns in basement | |
| CN218148483U (en) | Tower crane foundation structure | |
| CN113685190B (en) | Reinforcing system for shield to penetrate shallow soft clay and construction method | |
| CN110924401A (en) | Construction foundation pit supporting mode for combined arching and bearing of mixing piles and cast-in-place piles | |
| CN110792085A (en) | Pipe-jacking working pit supporting method | |
| CN114892648A (en) | Construction method for upright post pile and uplift pile | |
| CN115288136A (en) | Anti-floating reinforcement cage and construction method of static pressure immersed tube cast-in-place pile | |
| CN114837209A (en) | Construction method of deep sand layer large-diameter pile foundation in karst development area | |
| CN113718814A (en) | Pile foundation construction method and bridge pier construction method | |
| CN112281821A (en) | Cast-in-situ bored pile construction process | |
| CN113356189A (en) | Full-sleeve hole forming construction method for rotary drilling rig | |
| CN111335305A (en) | Double-casing zero-friction static load detection construction method based on uplift pile | |
| CN111676960A (en) | Construction method for pre-splicing stirrups of large rectangular piles in complex site | |
| CN220377264U (en) | Rotary digging hole-forming cast-in-place pile casing position fixing device |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20211105 |