CN218148483U

CN218148483U - Tower crane foundation structure

Info

Publication number: CN218148483U
Application number: CN202221236604.2U
Authority: CN
Inventors: 陈井益; 邓洋; 朱凯
Original assignee: China 22MCC Group Corp Ltd
Current assignee: China 22MCC Group Corp Ltd
Priority date: 2022-05-23
Filing date: 2022-05-23
Publication date: 2022-12-27
Anticipated expiration: 2032-05-23

Abstract

The utility model belongs to the technical field of the tower crane installation and specifically relates to a tower crane foundation structure, including four steel columns and be used for the steel shotcrete of connecting between the steel column, the top of steel column is provided with the cushion cap, and every steel column corresponds a concrete bored concrete pile respectively, and inside the concrete bored concrete pile was arranged in to the steel column lower extreme, the steel column ran through the ground storehouse raft, was provided with the stagnant water steel sheet on the steel column, and the stagnant water steel sheet buries underground in the ground storehouse raft. The tower crane foundation of the utility model can be positioned in the main structure of the building, and the steel frame is constructed by adopting a reverse construction method, so that the construction of the main structure is not influenced; the number of on-site connection points is small, and the reliability of the tower crane foundation can be still ensured after the soil is excavated; and the connecting part of the main structure is a steel structure, so that the steel structure is convenient to disassemble and short in construction period.

Description

Tower crane foundation structure

Technical Field

The utility model belongs to the technical field of the tower crane installation and specifically relates to a tower crane foundation structure.

Background

The tower crane is widely applied to modern society construction, mainly solves the vertical transportation problem in building construction, and in order to ensure the safety of the tower crane in the operation process, the tower crane must be fixed and reliable on a foundation platform. The selection of the position of the tower crane foundation avoids the main building body bearing structure, post-cast strips and the like, and brings great difficulty to the tower crane positioning, foundation form design and construction.

For some projects with poor site conditions and complex construction environments, the conventional method is to adopt a form of pile foundations and concrete frames, but the method has long construction period, high cost and difficult dismantling, and is not suitable for the situation that a tower crane is arranged in a main structure of a building.

Patent CN211547797U discloses a tower crane foundation structure suitable for basement raft foundation, and this tower crane foundation is inside arranging building subject in, but in the work progress, still need dig and establish the foundation ditch, and the work progress of whole basis is too complicated, still does not solve the long, with high costs scheduling problem of construction period, and the tower crane foundation after the construction completion is bulky moreover, influences the construction of building subject structure easily.

SUMMERY OF THE UTILITY MODEL

In order to solve the technical problem, the utility model provides a tower crane foundation structure, this structure has changed current tower crane foundation and has dug the form of establishing the foundation ditch, and the plane is selected a bit and is more nimble.

The utility model adopts the following technical scheme:

the utility model provides a tower crane foundation structure, includes four steel columns and is used for the steel shotcrete of connecting between the steel column, and the top of steel column is provided with the cushion cap, and every steel column corresponds a bored concrete pile respectively, and inside the bored concrete pile was arranged in to the steel column lower extreme, the steel column ran through the ground reservoir raft board, is provided with the stagnant water steel sheet on the steel column, and the stagnant water steel sheet buries underground in the ground reservoir raft board.

Compared with the prior art, the beneficial effects of the utility model are that:

the utility model utilizes the steel pipe steel frame, the site connection points are few, the connection part with the main structure is easy to be processed, and the steel column directly penetrates through the top plate of the ground reservoir, the bottom plate of the basement and the like, is directly inserted into the cast-in-place concrete pile, utilizes the cast-in-place concrete pile as the support, ensures the reliability of the tower crane foundation, does not need to dig a foundation pit, and has small whole floor area of the tower crane foundation; and increase stagnant water steel sheet between ground storehouse raft board and steel column, improve the holistic waterproof performance of tower crane foundation.

Further, the utility model discloses a following preferred scheme:

each cast-in-place concrete pile is internally provided with a steel reinforcement cage, and the steel column is arranged in the corresponding steel reinforcement cage.

The steel column extends into the concrete cast-in-place pile for 3m.

The pile top of the concrete cast-in-place pile is 100mm lower than the raft of the ground depot.

Drawings

Fig. 1 is a schematic structural view of the present invention;

FIG. 2 is a schematic structural view of the steel frame as a whole;

FIG. 3 is a schematic illustration of the steps of steel backing welding;

in the figure: a concrete cast-in-place pile 1; a steel column 2; a raft plate 3 of the ground depot; a water stop steel plate 4; a support bracket 5; a cushion layer 6; a bearing platform 7; a horizontal support 8; a diagonal brace 9; a basement floor 10; a basement roof 11; a reinforcement cage 12; horizontal scissor supports 13.

Detailed Description

The invention is further described with reference to the following figures and specific embodiments.

As shown in fig. 1, a tower crane foundation structure, mainly by four steel columns 2 and be used for the steel shotcrete of connecting between four steel columns 2 to constitute, every steel column 2 corresponds a bored concrete pile 1 respectively, the lower extreme of steel column 2 stretches into the inside of bored concrete pile 1, basement raft 3 is run through in proper order to the upper end of steel column 2, basement bottom plate 10 and basement roof 11, and the mounted position that steel column 2 corresponds basement raft 3 is provided with stagnant water steel sheet 4, stagnant water steel sheet 4 is fixed on steel column 2, and basement raft 3 stagnant water steel sheet 4 buries underground inside basement raft 3 when one shot forming.

As shown in fig. 2, four steel columns 2 are connected through the steel shotcrete that from top to bottom equidistant setting and form steel frame construction, and the steel shotcrete mainly comprises horizontal brace 8, horizontal bridging 13 and bearing diagonal 9, and horizontal brace 8 is used for connecting two adjacent steel columns 2, and the position welding that the inside of steel frame construction corresponds horizontal brace 8 has horizontal bridging 13, connects through bearing diagonal 9 between two adjacent horizontal braces 8 from top to bottom.

In this embodiment, steel column 2 stretches into 3m in the bored concrete pile 1, and in order to improve the stability of steel column 2 and the assembly of

bored concrete pile

1, 1 increase steel reinforcement cage 12 in the bored concrete pile, in steel column arranged steel reinforcement cage 12, after steel column 2 is fixed well on steel reinforcement cage 12, in placing bored concrete pile 1 under along with steel reinforcement cage 12 is whole.

In this embodiment, the top of the concrete cast-in-place pile 1 is 3 100mm lower than the raft of the basement.

According to design parameters, firstly determining the pile length, the pile diameter and the pile spacing of the concrete cast-in-place pile 1, and then performing the following steps:

s1: preparing a cast-in-place concrete pile 1 before pouring;

s101: pile position fixing

The center of the concrete cast-in-place pile 1 is measured by a total station and fixed by a timber pile, the top of the timber pile is fixed by small iron nails, and the timber pile is guided to the periphery by a cross method to be used as pile protection points. After the orifice casing is installed and the drilling machine is in place, the pile position is remeasured by the cross line again, and the pile position is kept accurate.

S102: pile casing burying

According to the measured center, a pile casing is buried, the pile casing is formed by rolling a steel plate with the thickness of 2mm, the length is not less than 1.2m, the inner diameter of the pile casing is greater than 10mm, the burying depth is more than 1.5m so as to isolate miscellaneous fill, the periphery is backfilled with clay and tamped to avoid orifice collapse, and the height of the pile casing is 300mm higher than the ground so as to prevent surface water from flowing in. After the pile casing is placed into the pile casing, pile sites are precisely placed in the hole pits of the pile casing again, the hanging wire is used for checking the verticality, the position and the verticality of the pile casing are corrected and fixed, the pile casing and the pit wall are tamped by using cohesive soil, the durability and the stability of the intercommunicating position are ensured, and the deviation of the central position of the pile casing is not more than 30mm.

S103: drilling machine in place to drill and adjust verticality

When the drilling machine is in place, the center of the rotary table is aligned to the center of the pile casing, the deviation is less than 10mm, the horizontal ruler is used for correcting the horizontal of the rotary table, the center of the crown block, the center of the rotary table and the center of the pile position form a vertical line, and the drilling machine is started after the centering in place.

S104: slurry dado

During drilling, the specific gravity of the slurry is determined according to the properties of a soil layer, the performance index of the slurry is measured for many times in the construction process, the specific gravity of the slurry at an injection port is controlled to be 1.1-1.2, and the viscosity is as follows: less than or equal to 28 seconds, sand content: less than or equal to 8 percent, the drilling speed is influenced by over-thick mud, the wall protection and slag discharge are not facilitated by over-thin mud, the specific gravity of the discharged mud is controlled between 1.2 and 1.4, when the discharged mud passes through a soil layer which is easy to collapse, the specific gravity of the discharged mud can be increased to 1.3 to 1.4,

the elevation of the slurry level in the pile hole must be kept higher than the underground water level by more than 1m, and when the pile hole is influenced by water level fluctuation, the slurry level should be higher than the underground water level by more than 1.5m or not lower than a natural terrace and should be higher than a stable interface of the pile hole wall under any condition.

S105: drilling;

the drill bit is a three-wing comb-tooth-shaped scraper drill bit, and the diameter of the drill bit is the same as the designed pile diameter.

In the construction process, drilling parameters are reasonably selected according to the bottom layer condition, generally, the hole opening is suitable for light pressure and slow rotation so as to adjust the slurry concentration and ensure vertical drilling, when the hole is normally drilled in clay, the drilling speed is controlled within 8m/h, and the drilling speed is slowed down before the final hole is approached so as to discharge drilling cuttings in time and reduce sediments in the hole.

According to the actual construction situation on site, if drilling difficulty and other phenomena occur to form holes, a reverse circulation hole forming process can be adopted.

S106: cleaning the hole for the first time

And (3) changing slurry and cleaning holes: lifting the drill rod for 10-20 cm after final hole drilling, performing positive circulation hole cleaning by using the inner hole of the drill rod for slurry feeding, performing slurry replacement and slag removal on the hole bottom, and removing waste slurry until the sediment thickness of the hole bottom meets the design requirement, wherein the first hole cleaning slurry index is as follows: the specific gravity is 1.18-1.20, the viscosity is 18-20 seconds, and the sand content is less than or equal to 8 percent.

S2, pouring of the cast-in-place concrete pile 1 and construction of the steel column 2 are conducted

S201: firstly, the processed reinforcement cage 12 is placed into a drill hole, the reinforcement cage 12 is exposed out of the hole at a height of 2.5m, and a reinforcing stirrup is added at the position of the reinforcement cage 12 which is 2.5m downwards from the top.

S202: and hoisting the steel column 2, hoisting the whole steel column 2 into the hole by adopting a crane, penetrating into the position 3m inside the steel reinforcement cage 12, connecting the steel column 2 with the steel reinforcement cage 12 by adopting a groined reinforcement and a stiffening stirrup, and connecting the steel column 2 with a main reinforcement of the steel reinforcement cage 12 by adopting a mode of increasing a tie bar nearby at the position without the stiffening stirrup.

S203: and accurately positioning the steel column 2 by using a positioner.

S204: and (3) putting the connected steel reinforcement cage 12 and the steel column 2 into the hole integrally, and controlling the elevation of the steel column through the hanging ribs welded on the steel column 2 in advance.

S205: and (4) performing hole cleaning for the second time, after the reinforcing cage 12 is installed, performing hole cleaning again until the sediment deposition thickness is less than or equal to 50mm, after hole cleaning is completed, keeping the water head height, checking and accepting the casting, and waiting for casting time to be less than or equal to 30 minutes.

S206: and (3) descending a guide pipe into the concrete cast-in-place pile 1, configuring the length of the guide pipe according to different hole depths, putting the guide pipe at the bottom of the hole when the guide pipe is descended, measuring the hole depth again, and lifting the pipe for 300-500 mm to be poured.

S207: and pouring concrete into the holes.

The concrete transport vehicle is directly sent to an orifice for blanking, enough initial irrigation quantity is ensured during initial irrigation, and then continuous blanking is carried out, so that the guide pipe is deeply buried by more than 0.8m at one time. In the pouring process, the rising condition of the concrete surface in the measuring hole is checked, the buried depth of the guide pipe in the concrete is controlled to be 2-6 m, the guide pipe is prevented from being pulled out and buried, the guide pipe is required to be frequently lifted and removed, and the height of the guide pipe in one-time pipe lifting and removing process cannot exceed 6m. The normal depth of the conduit embedded in the concrete is 2-6 m, in order to ensure the top quality of the drilled pile, on one hand, the specific gravity of slurry is reduced as much as possible when the hole is cleaned, on the other hand, the ascending speed of concrete pouring is often detected, ascending data is accurately mastered, the pipe is pulled out in time, and meanwhile, the last pouring amount of the concrete is reasonably controlled. Pile top protection; during construction, the pile top quality of the bored concrete cast-in-place pile 1 is ensured, the concrete lifting speed is measured at any time during concrete pouring, concrete lifting data is accurately mastered, and the pile top over-pouring length is ensured to meet design and standard requirements.

S3: construction of the support bracket 5 and the support platform 7,

s301: the support bracket 5 is first welded to the top of the steel column 2.

S302: positioning a bearing platform and a tower crane, and determining an elevation control line of the bearing platform by combining the positions of the steel column and the bearing platform on a drawing according to the position of the steel column 2 extending out of the ground, so that the spatial positioning of the bearing platform can be completed; and determining the depth of the tower crane embedded in the bearing platform by combining the positions of the bearing platform and the tower crane on the drawing so as to determine the spatial positioning of the tower crane.

S303: and pouring a C15 plain concrete cushion layer 6 with the thickness of 100mm on the top of the support bracket 5, and calendaring and grinding the surface of the cushion layer 6.

S304: and a template of a bearing platform 7 is supported on the top of the cushion layer 6.

S305: the embedded part at the bottom of the tower crane is spliced with the bottom of the standard section of the tower crane, then the embedded part and the standard section are integrally hoisted and are protected on the cushion layer 6 of the bearing platform 7, and the elevation of the embedded part is adjusted by using a steel gasket.

S306: and (3) checking the verticality of the standard knot in two directions (the two directions are the left and right directions and the up and down directions respectively in a three-dimensional state) by using a measuring instrument, controlling the verticality within 1/1000 and the horizontal error within 2mm, and welding and fixing the embedded part and the main structure in the bearing platform 7 after all the requirements are qualified through measurement.

S307: binding upper and lower layers of steel bars of the bearing platform 7, pouring concrete, connecting the bearing platform 7 and the steel column 2 in a mode of inserting a steel bar framework into the steel column, anchoring the steel bars into the bearing platform 7 to be longer than 0.9m, inserting the steel bars into the steel column 2 to be not shorter than 3m, and filling the steel column 2 with C40 micro-expansion concrete.

S4: constructing a steel support; as shown in fig. 3, three layers of horizontal scissor supports 13, a plurality of inclined supports 9 and horizontal supports 8 are welded, the steel supports are not welded before the earth excavation, and are welded in place sequentially from top to bottom in a layering manner along with the earth excavation, and the steel supports are installed on the connecting plates by welding the connecting plates on the side surfaces of the steel columns 2.

S5: constructing a water stop steel plate 4; before the construction of ground depot raft 3, according to the construction position of ground depot raft 3, weld stagnant water steel sheet 4 on steel column 2, when ground depot raft 3 pouring construction, stagnant water steel sheet 4 is buried underground inside ground depot raft 3.

In the utility model, the round steel is used as the steel column 2, the on-site connecting points are few, the joint with the main structure is easy to process, and the cast-in-place concrete pile 1 is used as the supporting pile, so that a foundation pit does not need to be dug independently, and the floor area of the tower crane foundation is small; increase stagnant water steel sheet 4 between tower crane foundation and the ground storehouse raft 3, help improving overall structure's waterproof performance. After construction is completed, the steel column 2 is directly cut from the raft plate 3 of the basement, and the steel column 2 is directly dismantled from the building.

The above is only the concrete embodiments of the present invention, but the protection of the present invention is not limited to this, and all the equivalent changes or replacements proposed to the technical features of the present technical solution, which can be considered by those skilled in the art, are included in the protection scope of the present invention.

Claims

1. The utility model provides a tower crane foundation structure, includes four steel columns and is used for the steel shotcrete of connecting between the steel column, the top of steel column is provided with cushion cap, its characterized in that: each steel column corresponds to one cast-in-place concrete pile respectively, the lower end of each steel column is arranged in the cast-in-place concrete pile, each steel column penetrates through a raft of the reservoir, a water stop steel plate is arranged on each steel column, and the water stop steel plates are embedded in the raft of the reservoir; each concrete cast-in-place pile is internally provided with a steel reinforcement cage, and the steel column is arranged in the corresponding steel reinforcement cage; the steel column extends into the concrete cast-in-place pile for 3m; the pile top of the concrete cast-in-place pile is 100mm lower than the raft of the ground depot; the bearing platform is connected with the steel column in a mode that a steel reinforcement framework is inserted into the steel column, the length of the steel reinforcement anchored into the bearing platform is larger than 0.9m, the length of the steel reinforcement inserted into the steel column is larger than or equal to 3m, and the steel column is filled with C40 micro-expansion concrete.