CN113431078B - Tower crane foundation structure for transferring force to existing column and construction method thereof - Google Patents
Tower crane foundation structure for transferring force to existing column and construction method thereof Download PDFInfo
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- CN113431078B CN113431078B CN202110820103.2A CN202110820103A CN113431078B CN 113431078 B CN113431078 B CN 113431078B CN 202110820103 A CN202110820103 A CN 202110820103A CN 113431078 B CN113431078 B CN 113431078B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/42—Foundations for poles, masts or chimneys
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
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Abstract
The invention discloses a tower crane foundation structure for transferring force to an existing column and a construction method thereof, wherein the tower crane foundation structure comprises a pair of tower crane foundation frames, an underground structure top plate, a connecting secondary truss, a secondary truss connecting ear plate, a secondary truss connecting plate, an inter-column diagonal brace and a diagonal brace connecting plate; the tower crane foundation frames are arranged above the top plate of the underground structure, a connecting secondary truss is arranged between the pair of tower crane foundation frames, and the end part of the connecting secondary truss is connected with the inner sides of the pair of tower crane foundation frames through a secondary truss connecting ear plate and a secondary truss connecting plate; an intercolumnar inclined strut is arranged between the lower end face of the connecting secondary truss and the bottom of the tower crane foundation frame, and the pair of intercolumnar inclined struts are symmetrically arranged on two sides of a vertical central axis of the connecting secondary truss; the invention utilizes the existing column to convert the stress of the tower crane foundation, effectively changes the mechanical propagation path of the tower crane foundation and directly acts the counter force of the tower crane foundation on the existing column of the original structure; the problem of garage bottom back of the roof support influence the vehicle current is solved.
Description
Technical Field
The invention relates to the technical field of tower crane foundation structures, in particular to a tower crane foundation structure for transferring force to an existing column and a construction method thereof.
Background
At present, a common construction method of a tower crane foundation is based on cast-in-place concrete and also comprises a prefabricated assembly foundation, however, the volume of the cast-in-place concrete foundation is generally large, multiple processes such as steel bar binding, template erecting, bolt embedding, concrete pouring and the like are required during construction, the construction period of the cast-in-place tower crane foundation is long, the foundation of the tower crane cannot be reused after construction is completed, after the tower crane is dismantled, the concrete foundation needs to be additionally exploded or mechanically crushed and dismantled, and the prefabricated assembly foundation is heavy and inconvenient to transport and install. Is not beneficial to the continuous development of the building safety.
In the existing building reconstruction project with an underground structure, the ground tower crane foundation cannot be arranged on the top plate of the underground structure due to some problems, for example, the bearing capacity of the top plate of the underground structure is insufficient; the next layer does not have the back-up supporting condition; or because the building seat operation, underground structure mostly is obstacles such as electromechanical professional system, partition wall, door leaf and leads to unable realization reinforcement or back to the top support etc.. The condition that a tower crane foundation is set on a garage top plate exists in new construction and old community transformation, but the condition that the tower crane foundation cannot be implemented exists due to various reasons. Such as: roof bearing capacity is not enough, and the next floor does not possess back to the top support condition, because the building seat operation again, and underground garage is mostly obstacles such as electromechanical professional system, partition wall, door leaf and can't realize consolidating or back to the top and support. Therefore, it is necessary to set a tower crane conversion foundation above the garage roof.
Disclosure of Invention
The invention aims to provide a tower crane foundation structure for transferring force to an existing column and a construction method thereof, and solves the technical problem of how to convert the stress of a tower crane foundation by using the existing column of an underground structure, effectively change the mechanical transmission path of the tower crane foundation and directly apply the counter force of the tower crane foundation to the existing column of an original structure. The problem of among the prior art garage bottom back support influence the vehicle current is solved.
In order to achieve the aim, the invention provides a tower crane foundation structure for transferring force to existing columns, which comprises a tower crane foundation frame, an underground structure top plate, a connecting secondary truss, a secondary truss connecting lug plate, a secondary truss connecting plate, an inter-column diagonal brace and a diagonal brace connecting plate, wherein the tower crane foundation frame is provided with a tower crane foundation frame; the tower crane foundation frames are a pair and are arranged above the top plate of the underground structure, a connecting secondary truss is arranged between the pair of tower crane foundation frames, and the end part of the connecting secondary truss is respectively connected with the inner sides of the pair of tower crane foundation frames through a secondary truss connecting ear plate and a secondary truss connecting plate; an intercolumnar inclined strut is arranged between the lower end face of the connecting secondary truss and the bottom of the tower crane foundation frame, and a pair of intercolumnar inclined struts are symmetrically arranged on two sides of a vertical central axis of the connecting secondary truss and are connected with the connecting secondary truss through inclined strut connecting plates;
the tower crane foundation frame comprises existing columns, box-type steel beams, supporting short columns, hoops and a supporting frame; the inner end face of the hoop abuts against the outer end face of the existing column, one end of the box-shaped steel beam is connected with the existing column through the hoop, and the other end of the box-shaped steel beam is arranged on the supporting short column; the bottom of the top plate of the underground structure is provided with a supporting frame, and the supporting frame is formed by connecting vertical concrete supporting columns and transverse concrete supporting columns; the bottom of the supporting short column is inserted on the intersection point of the vertical concrete supporting column and the transverse concrete supporting column and is coaxial with the vertical concrete supporting column of the supporting frame; the existing columns vertically penetrate through the top plate of the underground structure and extend at least 20cm out of the top plate of the underground structure.
Further, the hoop comprises an outer wrapping steel plate with a bracket, an outer wrapping steel plate with a stiffening rib, a pair of outer wrapping side steel plates, a steel beam baffle, a steel beam clamping unit, a first high-strength split bolt and a closed steel plate;
the clamping foundation, the pair of outer-wrapping side steel plates and the outer-wrapping steel plates with stiffening ribs are connected end to form a hollow cylinder; the top of the steel plate with the bracket is provided with a pair of steel beam baffles and a pair of steel beam clamping units, and the outer side of each steel beam baffle is vertically connected with a pair of baffle stiffening ribs; a steel beam socket reserved groove is formed between the pair of steel beam baffles; the outer wrapping steel plate with the bracket comprises a bracket upper top plate, a bracket vertical plate, a bracket lower top plate, bracket supporting ribs and an adjusting base plate; the top parts of the plurality of bracket vertical plates which are arranged in parallel are provided with bracket upper top plates, and the bottom parts of the bracket vertical plates are provided with bracket lower top plates; the bottom of the bracket lower top plate is connected with a bracket supporting rib which is vertically arranged; an adjusting base plate is arranged on the upper end face of the upper top plate of the bracket; the bracket vertical plate is sequentially provided with a bracket sealing plate, a column side bracket plate and a middle bracket plate from outside to inside; the bracket sealing plates are symmetrically arranged at two ends of the bracket upper top plate and the bracket lower top plate, the outer end surfaces of the bracket plates at the column edges are coplanar with the outer end surfaces of the existing columns, and the distance between the adjacent middle bracket plates is not more than one half of the distance between the bracket upper top plate and the bracket lower top plate; the outer steel plate with the stiffening ribs is provided with transverse stiffening ribs and second side plate anti-slip ribs, the transverse stiffening ribs are fixedly connected with the outer end face of the outer steel plate with the stiffening ribs, and the two pairs of second side plate anti-slip ribs which are vertically arranged are fixedly connected with the upper flanging and the lower flanging of the outer steel plate with the stiffening ribs respectively; the outsourcing side steel plate is provided with side plate stiffening ribs and first side plate anti-slip ribs, a plurality of transversely arranged side plate stiffening ribs are uniformly distributed on the outer end face of the outsourcing side steel plate, and the two pairs of first side plate anti-slip ribs are respectively and vertically connected with the turning times of the top and the bottom of the outsourcing side steel plate; the lateral plate stiffening ribs are coplanar with the transverse stiffening ribs; the thickness of the lateral plate stiffening rib is the same as that of the transverse stiffening rib.
Further, girder steel joint unit is the shape of falling U, and it includes limiting plate and first high strong split bolt, and the limiting plate both sides are provided with rather than sliding connection's first high strong split bolt, and limiting plate is passed to first high strong split bolt one end, and the other end passes roof on the bracket to it is fixed through stop nut.
Further, the distance between adjacent lateral plate stiffening ribs is not more than half of the distance between the steel plate wrapped with the bracket and the steel plate wrapped with the stiffening ribs.
Further, the supporting short column includes short column roof, vertical support post, short column base and short column floor, the vertical support post top is provided with the short column roof, and the bottom is provided with the short column base, and the side of vertical support short column top and bottom is equallyd divide and is distributed and have a plurality of short column floors, and this floor distributes along the lower terminal surface of short column roof and the up end of short column base, and the short column base includes base support plate and inserted bar, and the terminal surface is connected perpendicularly under inserted bar one end and the base support plate, and the other end bears to insert on the nodical of vertical concrete support post and horizontal concrete support post.
Furthermore, the secondary truss connecting plates are vertically connected by a pair of transverse plates and vertical plates to form a soil shape, and the secondary truss connecting ear plates are bolted with the vertical plates of the secondary truss connecting plates.
Furthermore, the inclined strut connecting plate is vertically connected with the connecting secondary truss, one end of the inclined strut between the columns is bolted with the inclined strut connecting plate, and the other end of the inclined strut is bolted with a short column rib plate arranged on the short column base.
Furthermore, each side end face of the box-shaped steel beam is at least provided with 4 hoisting lug plates.
Furthermore, the limiting nut is a butterfly nut or a lifting ring nut.
Further, the limiting plate is a channel steel.
In addition, the invention also provides a construction method of the tower crane foundation structure for transferring force to the existing column, which comprises the following steps.
The method comprises the following steps: excavating at the position where the tower crane foundation structure is to be installed, and excavating backfill soil above a top plate of an underground structure; excavating with the existing column as the center, wherein the excavating area is 1.5 square meters of the first operation surface; digging a second operation surface with the area of 1.5 square meters at a position which is parallel to the existing column and corresponds to the length of the box steel beam to be installed; the depth of the first operation surface is the same as that of the second operation surface, and the first operation surface and the second operation surface are both 10 cm-30 cm; and the first operating surface and the second operating surface are both foundation pits.
Step two: and cleaning the top plate of the underground structure and roughening.
Step three: and cleaning the surface of the existing column, and polishing away the fireproof coating.
Step four: and installing anchor ear main body structures (not comprising steel beam clamping sheets) on two existing columns at least 20cm above the top plate of the underground structure.
s 1: measuring the vertical height between an underground structure top plate and a box-shaped steel beam to be installed on a construction site, and further determining the distance between middle corbel plates in a prefabricated corbel-containing outer-wrapping steel plate; and measuring the width and the length of the existing column, and further determining the position of the leg plate at the side of the center column of the prefabricated steel plate with the bracket outer wrapping.
s 2: prefabricating an outer wrapping steel plate with a bracket, an outer wrapping steel plate with a stiffening rib, a second high-strength split bolt, a closed steel plate, an outer wrapping side steel plate, a steel beam baffle, a steel beam clamping unit and an adjusting base plate in a factory; and performing antiseptic treatment.
s 3: and D, transporting the prefabricated part in the step two to a construction site.
s 4: installing an outer wrapping steel plate with a stiffening rib, a closed steel plate and an outer wrapping steel plate with a bracket on an existing column at least 20cm above a top plate of the underground structure; vertically welding a closed steel plate and an outer wrapping steel plate with a bracket to form a clamping foundation; and then, the closed steel plates symmetrically arranged on two sides of the existing column and the outer-coated steel plate with the stiffening ribs are tied and fixed by using second high-strength split bolts, the number of the second high-strength split bolts is 8, 4 second high-strength split bolts are arranged on each side of the existing column, and the second high-strength split bolts are uniformly distributed between the closed steel plates and the outer-coated steel plate with the stiffening ribs.
s 41: when the existing column is a steel column, the bracket support ribs are welded under the bracket outer wrapping steel plate discontinuously, the required welding seam length is calculated according to the worst load according to the number of the bracket support ribs, and the number of the bracket support ribs is determined.
s 42: when the existing column is a concrete column, installing bracket supporting ribs by adopting a punching and bar planting mode under the condition that a steel plate is wrapped outside the bracket; thereby solving the problem of anti-sliding of the steel plate wrapped outside the bracket.
s 5: installing an outer wrapping side steel plate; demolish two in the 4 second high-strength split bolts that existing post every side set up in step four, again with outsourcing side steel sheet socket joint in step four two second high-strength split screw rods and existing between the post in the below to outsourcing side steel sheet and existing post are leaned on mutually, then are interrupted the welding respectively on sealed steel sheet and take the outer steel sheet of wrapping with stiffening rib with outsourcing side steel sheet both ends and are gone up the end to end and constitute the cavity cylinder, and then joint basis, a pair of outsourcing side steel sheet and take the outer steel sheet of wrapping with stiffening rib end to end.
s 6: and (5) reinstalling the two second high-strength counter-pulling screws dismantled in the step (5).
s 7: welding a side plate stiffening rib; welding side plate stiffening ribs on the outer end surfaces of the pair of outer-coated side steel plates; and the distance between the stiffening ribs of the adjacent side plates is not more than one half of the distance between the steel plate wrapped with the bracket and the steel plate wrapped with the stiffening ribs.
s 8: and welding the anti-sliding rib of the first side plate.
s 81: when the existing column is a steel column, the first side plate anti-sliding ribs are welded at the bottom of the outer-wrapping side steel plate in an interrupted mode, the welding seam length is calculated according to the side worst load through the quantity calculation of the first side plate anti-sliding ribs, and the quantity of the side plate anti-sliding ribs is determined.
s 82: when the existing column is a concrete column, installing first side plate anti-sliding ribs at the bottom and the top of the outer side steel plate in a punching and bar planting mode; thereby solving the problem of anti-sliding of the outer side steel plate.
s 9: the steel beam baffle is welded to the bracket upper end face bilateral symmetry of taking bracket outsourcing steel sheet and is interrupted welding steel beam baffle to with the outer terminal surface of steel beam baffle welding at the closed steel sheet, baffle stiffening rib is interrupted and is welded in steel beam baffle outer terminal surface and bracket upper end face of top plate. The distance between a pair of steel beam baffles is determined according to the width of the box-type steel beam.
s 10: and (4) performing full welding on the intermittent welding in s4, s5, s8 and s9, filling crack pouring glue into the welding seams, and completely removing the second high-strength counter-pulling screw rod.
Step five: mounting a supporting short column; placing a supporting short column above a top plate of an underground structure on a vertical concrete supporting column of a supporting frame, presetting a socket at the intersection point of the vertical concrete supporting column and a transverse concrete supporting column of a second operation surface, and inserting a base of the supporting short column into the socket; the height of the supporting short column is determined according to the installation height of the hoop, and the error between the upper end face of the supporting short column and the upper top plate of the bracket is ensured to be within 2 cm; and (3) reserving a 20mm construction joint at the edge of the socket, and filling the construction joint of the socket by using high-strength grouting material after the support short column is installed.
Step six: hoisting one end of a box-type steel beam in a steel beam socket reserved groove by using a 50-ton truck, installing the other end of the box-type steel beam above a short column top plate, and bolting the box-type steel beam with the short column top plate; and an adjusting base plate is arranged between the upper end surface of the upper top plate of the bracket and the lower end surface of the box-shaped steel beam, and the adjusting base plate is welded on the upper end surface of the upper top plate of the bracket.
Step seven: mounting a steel beam clamping unit; the limiting plates are placed at the tops of the box-shaped steel beams, the first high-strength counter-pulling screw vertically penetrates through the limiting plates and the upper top plate of the bracket, and finally the limiting plates and the upper top plate of the bracket are fixed in a pulling mode through the limiting nuts.
Step eight: and (4) bolting the secondary truss connecting lug plates at the two ends of the connecting secondary truss, and bolting the secondary truss connecting lug plates and the secondary truss connecting joint plates.
Step nine: mounting box-type steel beams between the inner sides of a pair of box-type steel beams of a tower crane foundation frame; and hoisting and connecting the secondary truss by using a 25-ton automobile, and discontinuously welding the secondary truss connecting plates on the inner side of the box-type steel beam.
Step ten: installing an inclined strut connecting plate; welding an inclined strut connecting plate at the bottom of the connecting secondary truss close to the supporting short column in a discontinuous mode; and the diagonal bracing connecting plate is arranged on the central axis of the connecting sub-truss.
Step eleven: installing an inter-column inclined strut; one end of each of a pair of inter-column inclined struts is arranged on an inclined strut connecting plate, and the other end of each of the pair of inter-column inclined struts is arranged on a supporting short column; so that the angle between the diagonal braces between the pair of columns is 100-120 degrees.
Step twelve: and (4) performing full welding on the intermittent welding in the ninth step and the tenth step, and filling crack pouring glue into the welding seams.
Step thirteen: filling a gap between the supporting short column and the second operation surface; and grouting the gap between the bottom of the supporting short column and the second operation surface by using low-temperature grouting material.
Fourteen steps: and pouring the first operation surface and the second operation surface, performing waterproof treatment after the strength of the poured concrete reaches the standard, and installing a surface decoration layer and the like.
The invention has the advantages of being beneficial to the realization of the invention.
According to the tower crane foundation structure for transferring force to the existing column and the construction method thereof, the steel structure is used for replacing the traditional concrete tower crane foundation, the existing column is used for converting the stress of the tower crane foundation, the mechanical propagation path of the tower crane foundation is effectively changed, the counter force of the tower crane foundation is directly acted on the existing column of the original structure, and the structure is safer and more stable; the assembly type construction is short in period and convenient to construct, most parts are prefabricated in factories, and the working hours for temporarily cutting and manufacturing the parts in the field construction process are reduced; after construction, the main parts can be repeatedly utilized for many times and repeatedly used for many times; energy conservation and environmental protection, and is beneficial to promoting the development process of green construction; the problem that the vehicle passing is influenced by the top-returning support at the bottom of the garage is effectively solved; by adopting the invention, construction is only needed to be carried out above the top plate of the underground structure, the excavation depth is shallow, and the influence on the underground structure and the traffic of vehicles in the garage is small and even can be ignored.
According to the tower crane foundation structure for transferring force to the existing column and the construction method thereof, provided by the invention, the pair of first high-strength counter-pulling bolts in each steel beam clamping unit is matched with the limiting plate, so that the technical problem that the installed box-shaped steel beam moves up and down can be effectively solved, and meanwhile, the box-shaped steel beam and the steel plate with the bracket outside are fixed by the first high-strength counter-pulling screw in a pulling mode, so that the box-shaped steel beam is more stably fixed.
3, according to the tower crane foundation structure for transferring force to the existing column and the construction method thereof, the bottom of the supporting short column is inserted into the intersection point of the vertical concrete supporting column and the transverse concrete supporting column, so that the supporting short column can be better fixed on a top plate of an underground structure, and the stability of a box-type steel beam is further improved.
4, the tower crane foundation structure for transferring force to the existing column and the construction method thereof provided by the invention have the advantages that the hoop enables the box-type steel beam to be quickly matched and spliced with the column body, the integral structural performance of the existing column is not damaged, the tower crane foundation structure is suitable for field assembly to form a box-type structure, the rigidity of a beam column node is increased, the integrity of the node is enhanced, the bearing capacity of the node is improved, the shearing resistance of the node is effectively improved, the lateral plate stiffening ribs and the transverse stiffening ribs are arranged in an aligned mode, a high-strength supporting structure can be formed in the transverse direction, the bending moment, the shearing force and the axial force borne by the beam body can be quickly and effectively transmitted, and the stress of the node is more definite. The beam column joint (connecting structure) is convenient to install and environment-friendly, so that the operations such as field cutting operation and the like are reduced, and the construction cost can be reduced.
According to the tower crane foundation structure for transferring force to the existing column and the construction method thereof, provided by the invention, the connection of the beam column is realized by utilizing the hoop, the load of the existing column can be improved, the existing column has higher strength, and the stress of the tower crane foundation structure is transferred to the existing column; the invention has low maintenance cost; and the construction period and the cost are saved.
Additional features and advantages of the invention will be set forth in the description which follows, and in part will be obvious from the description, or may be learned by the practice of the invention. The primary objects and other advantages of the invention may be realized and attained by the instrumentalities particularly pointed out in the specification.
Drawings
The present invention will be described in further detail with reference to the accompanying drawings.
Fig. 1 is a schematic structural diagram of a tower crane foundation structure transferring force to an existing column in the invention.
Fig. 2 is a schematic cross-sectional view at a-a in fig. 1.
Figure 3 is a schematic illustration of the positional relationship between the connecting sub-truss, the sub-truss connecting ear plates and the sub-truss connector plates of the present invention.
Fig. 4 is a partially enlarged schematic view at B in fig. 1.
Fig. 5 is a schematic cross-sectional view of the tower crane substructure of the present invention transferring force to existing columns.
Fig. 6 is a schematic front view of a beam-column connection structure node including a hoop according to the present invention.
Fig. 7 is a right-view schematic diagram of a beam-column connecting structure node including a hoop according to the present invention.
Fig. 8 is a schematic structural view of the hoop in the present invention.
Fig. 9 is a schematic view of the installation of S4 in step four of the beam-column connecting structure node including the hoop according to the present invention.
Reference numerals: 1-existing column, 2-bracket-carrying outer-wrapping steel plate, 3-reinforcing-rib-carrying outer-wrapping steel plate, 4-first high-strength split bolt, 5-bracket supporting rib, 6-outer-wrapping side steel plate, 7-side plate reinforcing rib, 8-steel beam baffle, 9-baffle reinforcing rib, 10-limiting plate, 11-box-shaped steel beam, 12-first side plate anti-slip rib, 13-bracket upper top plate, 14-bracket vertical plate, 15-bracket lower top plate, 16-bracket closing plate, 17-column-edge bracket plate, 18-middle bracket plate, 19-transverse reinforcing rib, 20-second side plate anti-slip rib, 21-sealing steel plate, 22-second high-strength split bolt, 23-adjusting base plate, 24-underground structure top plate, 25-supporting short column, 26-short column top plate, 27-vertical supporting column, 28-short column base, 29-short column ribbed plate, 30-vertical concrete supporting column, 31-transverse concrete supporting column, 32-inserted bar, 33-connecting secondary truss, 34-secondary truss connecting ear plate, 35-secondary truss connecting plate, 36-inter-column diagonal brace and 37-diagonal brace connecting plate.
Detailed Description
The technical solutions of the present invention are described in detail below by examples, and the following examples are only exemplary and can be used only for explaining and illustrating the technical solutions of the present invention, but not construed as limiting the technical solutions of the present invention.
As shown in fig. 1 to 7, the invention provides a tower crane foundation structure for transferring force to existing columns, which comprises a tower crane foundation frame, an underground structure top plate 24, a connecting sub-truss 33, a sub-truss connecting ear plate 34, a sub-truss connecting plate 35, inter-column braces 36 and brace connecting plates 37;
the tower crane foundation frames are a pair and are arranged above the underground structure top plate 24, a connecting secondary truss 33 is arranged between the pair of tower crane foundation frames, and the end part of the connecting secondary truss 33 is respectively connected with the inner sides of the pair of tower crane foundation frames through a secondary truss connecting ear plate 34 and a secondary truss connecting plate 35; the sub-truss connecting plate 35 is vertically connected by a pair of horizontal plates and vertical plates to form a shape of a Chinese character 'tu', and the sub-truss connecting ear plate 34 is bolted to the vertical plate of the sub-truss connecting plate 35. An intercolumnar inclined strut 36 is arranged between the lower end face of the connecting secondary truss 33 and the bottom of the tower crane foundation frame, and a pair of intercolumnar inclined struts 36 are symmetrically arranged on two sides of a vertical central axis of the connecting secondary truss 33 and are connected with the connecting secondary truss 33 through inclined strut connecting plates 37; the inclined strut connecting plate 37 is vertically connected with the connecting sub-truss 33, one end of the inter-column inclined strut 36 is bolted with the inclined strut connecting plate 37, the other end of the inter-column inclined strut 36 is bolted with the short column rib plate 29 arranged on the short column base 28, and the inter-column inclined strut 36 and the inclined strut connecting plate 37 are connected through bolts and nuts, so that after construction is finished, the components connected through bolting similarly to the inter-column inclined strut 36 and the inclined strut connecting plate 37 can be conveniently detached.
The tower crane foundation frame comprises an existing column 1, a box-shaped steel beam 11, a supporting short column 25, a hoop and a supporting frame; the inner end face of the hoop abuts against the outer end face of the existing column 1, one end of the box-shaped steel beam 11 is connected with the existing column 1 through the hoop, and the other end of the box-shaped steel beam is arranged on the supporting short column 25; each side end face of the box-shaped steel beam 11 is at least provided with 4 hoisting lug plates, so that hoisting is facilitated, and each side end face is provided with at least 4 hoisting lug plates, so that the hoisting process is more stable, and the quick positioning of the box-shaped steel beam 11 is facilitated. The bottom of the top plate 24 of the underground structure is provided with a support frame, and the support frame is formed by connecting vertical concrete support columns 30 and transverse concrete support columns 31; the supporting short column 25 is arranged above the top plate 24 of the underground structure, the bottom of the supporting short column 25 is inserted and connected to the intersection point of the vertical concrete supporting column 30 and the transverse concrete supporting column 31, and the supporting short column is coaxial with the vertical concrete supporting column 30 of the supporting frame; the existing column 1 passes vertically through the underground structure roof 24 and extends at least 20cm beyond the underground structure roof 24.
As shown in fig. 8 and 9, the anchor ear includes an outer wrapping steel plate 2 with a bracket, an outer wrapping steel plate 3 with a stiffening rib, a pair of outer wrapping side steel plates 6, a steel beam baffle 8, a steel beam clamping unit, a first high-strength split bolt 4 and a closed steel plate 21;
the externally-coated steel plate 2 with the bracket and the closed steel plate 21 are vertically connected to form a clamping foundation, one end of a pair of symmetrically-arranged externally-coated side steel plates 6 is connected with the clamping foundation, the other end of the pair of externally-coated side steel plates is connected with the externally-coated steel plate 3 with the stiffening rib, and the clamping foundation, the pair of externally-coated side steel plates 6 and the externally-coated steel plate 3 with the stiffening rib are connected end to form a hollow cylinder; the top of the steel plate 2 with the bracket is provided with a pair of steel beam baffles 8 and a pair of steel beam clamping units, and the outer side of each steel beam baffle 8 is vertically connected with a pair of baffle stiffening ribs 9; a steel beam socket reserved groove is formed between the pair of steel beam baffles 8;
the outer wrapping steel plate 2 with the bracket comprises a bracket upper top plate 13, a bracket vertical plate 14, a bracket lower top plate 15, bracket supporting ribs 5 and an adjusting cushion plate 23; the top parts of a plurality of bracket vertical plates 14 which are arranged in parallel are provided with bracket upper top plates 13, and the bottom parts of the bracket vertical plates are provided with bracket lower top plates 15; the bottom of the bracket lower top plate 15 is connected with a bracket supporting rib 5 which is vertically arranged; an adjusting cushion plate 23 is arranged on the upper end surface of the bracket upper top plate 13;
the bracket vertical plate 14 is provided with a bracket sealing plate 16, a column side bracket plate 17 and a middle bracket plate 18 in sequence from outside to inside; the bracket seal plates 16 are symmetrically arranged at two ends of the bracket upper top plate 13 and the bracket lower top plate 15, the outer end surfaces of the bracket plates 17 at the column edges are coplanar with the outer end surfaces of the existing columns 1, and the distance between the adjacent middle bracket plates 18 is not more than one half of the distance between the bracket upper top plate 13 and the bracket lower top plate 15;
the outer steel plate 3 with the stiffening ribs is provided with transverse stiffening ribs 19 and second side plate anti-slip ribs 20, the transverse stiffening ribs 19 are fixedly connected with the outer end face of the outer steel plate 3 with the stiffening ribs, and the two pairs of second side plate anti-slip ribs 20 which are vertically arranged are fixedly connected with the upper flanging and the lower flanging of the outer steel plate 3 with the stiffening ribs respectively;
the outsourcing side steel plate 6 is provided with side plate stiffening ribs 7 and first side plate anti-slip ribs 12, the plurality of transversely arranged side plate stiffening ribs 7 are uniformly distributed on the outer end face of the outsourcing side steel plate 6, and the two pairs of first side plate anti-slip ribs 12 are respectively and vertically connected with the top and the bottom of the outsourcing side steel plate 6; the side panel stiffeners 7 are all coplanar with the transverse stiffeners 19. The thickness of the side panel stiffener 7 is the same as the thickness of the transverse stiffener 19, and the end of the side panel stiffener 7 is aligned with the end of the transverse stiffener 19. The high-strength supporting structure can be transversely formed, and the bending moment, the shearing force and the axial force borne by the beam body can be quickly and effectively transmitted, so that the stress of the node is more definite. The distance between the adjacent side plate stiffening ribs 7 is not more than one half of the distance between the steel plate with bracket and the steel plate 3 with stiffening ribs.
The steel beam clamping unit is in an inverted U shape and comprises a limiting plate 10 and first high-strength split bolts 4, the first high-strength split bolts 4 connected with the limiting plate 10 in a sliding mode are arranged on two sides of the limiting plate 10, one end of each first high-strength split bolt 4 penetrates through the limiting plate 10, the other end of each first high-strength split bolt 4 penetrates through an upper bracket top plate 13 and is fixed through a limiting nut, and the limiting nut is a butterfly nut or a lifting ring nut, so that a constructor can conveniently rotate and twist the steel beam clamping unit; the limiting nut can also be provided with a locking device or a device for limiting the rotation of the limiting nut (after the constructor screws to achieve the drawknot fixation, the locking device or the device for limiting the rotation of the limiting nut is started), so that the limiting nut is prevented from rotating. And because the limiting plate 10 is a channel steel, the rotation of the limiting nut in a limited space can be limited, and the inner width of the channel steel can be set to be 2-3 mm wider than the widest part of the butterfly nut or the lifting ring nut. Girder steel joint unit can effectively prevent the technical problem that 11 box girder steels after the installation reciprocate, utilizes first high-strength to drawing the screw rod drawknot fixed between 11 box girder steels and the area bracket outsourcing steel sheet 2 simultaneously, and then makes 11 box girder steels's fixed more stable.
The anti rib 12 that slides of the first curb plate that sets up on bracket support rib 5, the outsourcing steel sheet 6 that set up on taking bracket outsourcing steel sheet 2 and the anti rib 20 cooperation that slides of the second curb plate that sets up on taking stiffening rib outsourcing steel sheet 3 use, have solved the problem of sliding of staple bolt, make the staple bolt more firm with being connected of existing post 1 simultaneously.
The supporting short column 25 comprises a short column top plate 26, a vertical supporting column 27, a short column base 28 and short column rib plates 29, the top of the vertical supporting column 27 is provided with the short column top plate 26, the bottom of the vertical supporting column 27 is provided with the short column base 28, the side surfaces of the top and the bottom of the vertical supporting short column 25 are respectively distributed with the short column rib plates 29, the rib plates are distributed along the lower end surface of the short column top plate 26 and the upper end surface of the short column base 28, the short column base 28 comprises a base supporting plate and an inserted rod 32, one end of the inserted rod 32 is vertically connected with the lower end surface of the base supporting plate, and the other end of the inserted rod is inserted into an intersection point of a vertical concrete supporting column 30 and a transverse concrete supporting column 31. The supporting short columns 25 can be better fixed on the top plate 24 of the underground structure, and the stability of the box-shaped steel beam 11 is further improved.
The staple bolt makes box girder steel 11 can be installed with the cylinder adaptation grafting fast, does not destroy the holistic structural performance of existing post 1, is fit for the field assembly, forms box structure, has increased the rigidity of beam column node for the node wholeness reinforcing has improved the bearing capacity of node, has effectively improved the ability of shearing of node. The beam column joint (connecting structure) is convenient to install and environment-friendly, so that the operations such as field cutting operation and the like are reduced, and the construction cost can be reduced.
According to the invention, a steel structure is used for replacing a traditional concrete tower crane foundation, the existing column 1 is used for converting the stress of the tower crane foundation, the mechanical propagation path of the tower crane foundation is effectively changed, and the counter force of the tower crane foundation is directly acted on the existing column 1 of the original structure, so that the structure is safer and more stable; the assembly type construction is short in period and convenient to construct, most parts are prefabricated in factories, and the working hours for temporarily cutting and manufacturing the parts in the field construction process are reduced; after construction, the main parts can be repeatedly utilized for many times and repeatedly used for many times; energy conservation and environmental protection, and is beneficial to promoting the development process of green construction; the problem that the vehicle passing is influenced by the top-returning support at the bottom of the garage is effectively solved; by adopting the invention, construction is only needed to be carried out above the top plate 24 of the underground structure, the excavation depth is shallow, and the influence on the underground structure and the traffic of vehicles in the garage is small and even can be ignored.
In addition, the invention also provides a construction method of the tower crane foundation structure for transferring force to the existing column, which comprises the following steps.
The method comprises the following steps: excavating at the position where the tower crane foundation structure is to be installed, and excavating backfill soil above the top plate 24 of the underground structure; excavating with the existing column 1 as the center, wherein the excavating area is a first operation surface with the square meter of 1.5; digging a second operation surface with the area of 1.5 square meters at a position which is parallel to the existing column 1 and corresponds to the length of the box-shaped steel beam 11 to be installed; the first operation surface and the second operation surface have the same depth and are both 10 cm-30 cm.
Step two: the underground structure roof 24 is cleaned and roughened.
Step three: the surface of the existing column 1 is cleaned, and the fireproof coating is ground off.
Step four: and installing anchor ear main body structures (not comprising steel beam clamping sheets) on two existing columns 1 at least 20cm above the top plate 24 of the underground structure.
s 1: measuring the vertical height between an underground structure top plate 24 and a box-shaped steel beam 11 to be installed at a construction site, and further determining the distance between middle corbel plates in the prefabricated corbel-containing outer-coated steel plate 2; the width and length of the existing column 1 are measured, and the position of the column side corbel plate 17 in the prefabricated outer wrapping steel plate with corbel 2 is determined.
s 2: prefabricating an outer wrapping steel plate 2 with a bracket, an outer wrapping steel plate 3 with a stiffening rib, a second high-strength split bolt 22, a sealing steel plate 21, an outer wrapping side steel plate 6, a steel beam baffle plate 8, a steel beam clamping unit and an adjusting base plate 23 in a factory; and performing antiseptic treatment.
s 3: and D, transporting the prefabricated part in the step two to a construction site.
s 4: as shown in fig. 9, an external wrapping steel plate 3 with a stiffening rib, a sealing steel plate 21 and an external wrapping steel plate 2 with a bracket are arranged on an existing column 1 at least 20cm above a top plate 24 of an underground structure; vertically welding the closed steel plate 21 and the outer wrapping steel plate 2 with the bracket to form a clamping foundation; and then, the closed steel plates 21 symmetrically arranged at two sides of the existing column 1 and the outer-wrapping steel plates 3 with the stiffening ribs are tied and fixed by using second high-strength split bolts 22, the number of the second high-strength split bolts 22 is totally 8, 4 bolts are arranged at each side of the existing column 1, and the second high-strength split bolts are uniformly distributed between the closed steel plates 21 and the outer-wrapping steel plates 3 with the stiffening ribs.
s 41: when the existing column 1 is a steel column, the bracket support ribs 5 are welded under the bracket outer-wrapping steel plate discontinuously, the required welding seam length is calculated according to the worst load by calculating the number of the bracket support ribs 5, and the number of the bracket support ribs 5 is determined.
s 42: when the existing column 1 is a concrete column, the bracket supporting ribs 5 are installed under the steel plate 2 wrapped outside the bracket in a punching and bar planting mode; thereby solving the anti-sliding problem of the steel plate 2 wrapped outside the bracket.
s 5: installing an outer-wrapping side steel plate 6; two pieces of the upper part of 4 second high-strength split bolts 22 arranged on each side of the existing column 1 in the fourth step are dismantled, then the outsourcing side steel plate 6 is inserted between the two second high-strength split screw rods below the four steps and the existing column 1, the outsourcing side steel plate 6 abuts against the existing column 1, then the two ends of the outsourcing side steel plate 6 are welded on the closed steel plate 21 and the outsourcing steel plate 3 with the stiffening ribs in a discontinuous mode respectively, and the base, the pair of outsourcing side steel plates 6 and the outsourcing steel plate 3 with the stiffening ribs are connected end to form a hollow column.
s 6: and (5) reinstalling the two second high-strength counter-pulling screws dismantled in the step (5).
s 7: welding the side plate stiffening ribs 7; welding side plate stiffening ribs 7 on the outer end surfaces of the pair of outer-coated side steel plates 6; and ensure that the distance between the adjacent lateral plate stiffening ribs 7 is not more than one half of the distance between the steel plate with bracket and the steel plate 3 with stiffening ribs.
s 8: and welding the first side plate anti-slip ribs 12.
s 81: when existing post 1 is the steel column, be interrupted the welding in 6 bottoms outsourcing side steel plates with first curb plate anti-sliding rib 12, the quantity calculation of first curb plate anti-sliding rib 12 should calculate the welding seam length according to the most unfavorable load in side direction, confirms the number of curb plate anti-sliding rib.
s 82: when the existing column 1 is a concrete column, the first side plate anti-sliding ribs 12 are arranged at the bottom and the top of the outer side steel plate 6 in a punching and bar planting mode; thereby solving the problem of anti-sliding of the outer side steel plate 6.
s 9: the steel beam baffle 8 is welded to 13 up end bilateral symmetry of roof on taking bracket outsourcing steel sheet 2's bracket to with the outer terminal surface of steel beam baffle 8 welding at sealed steel sheet 21, baffle stiffening rib 9 is interrupted and is welded in 13 up end of roof on steel beam baffle 8 outer terminal surface and the bracket. The distance between the pair of steel beam fenders 8 is determined according to the width of the box-type steel beam 11.
s 10: and (4) performing full welding on the intermittent welding in s4, s5, s8 and s9, filling crack pouring glue into the welding seams, and completely removing the second high-strength counter-pulling screw rod.
Step five: mounting the support stub 25; placing a supporting short column 25 above a top plate 24 of an underground structure on a vertical concrete supporting column 30 of a supporting frame, presetting a socket at the intersection point of the vertical concrete supporting column 30 and a transverse concrete supporting column 31 of a second operation surface, and inserting a base of the supporting short column 25 into the socket; the height of the supporting short column 25 is determined according to the installation height of the hoop, and the error between the upper end face of the supporting short column 25 and the upper top plate 13 of the bracket is ensured to be within 2 cm; and (3) reserving a 20mm construction joint at the edge of the socket, and filling the construction joint of the socket by using high-strength grouting material after the support short column 25 is installed.
Step six: hoisting one end of a box-type steel beam 11 in a steel beam socket reserved groove by using a 50-ton truck, installing the other end of the box-type steel beam 11 above a short column top plate 26, and bolting the box-type steel beam 11 and the short column top plate 26; and an adjusting shim plate 23 is arranged between the upper end surface of the bracket upper top plate 13 and the lower end surface of the box-shaped steel beam 11, and the adjusting shim plate 23 is welded on the upper end surface of the bracket upper top plate 13.
Step seven: mounting a steel beam clamping unit; the limiting plate 10 is placed at the top of the box-shaped steel beam 11, the first high-strength counter-pulling screw rod vertically penetrates through the limiting plate 10 and the top plate 13 on the bracket, and finally the limiting plate 10 and the top plate 13 on the bracket are fixed in a pulling mode through the limiting nut.
Step eight: the sub-truss attachment lugs 34 are bolted at both ends of the attachment sub-truss 33 and the sub-truss attachment lugs 34 are bolted to the sub-truss connector plates 35.
Step nine: a box-shaped steel beam 11 is arranged between the inner sides of a pair of box-shaped steel beams 11 of a tower crane foundation frame; and hoisting and connecting the secondary truss 33 by using a 25-ton automobile, and intermittently welding the secondary truss connecting plates 35 on the inner side of the box-type steel beam 11.
Step ten: mounting a diagonal brace connecting plate 37; the inclined strut connecting plate 37 is welded at the bottom of the connecting sub-truss 33 close to the supporting stub 25 in a discontinuous mode; and the diagonal brace connecting plate 37 is disposed on the central axis of the connecting sub-truss 33.
Step eleven: mounting inter-column bracing 36; one end of a pair of inter-column diagonal braces 36 is installed on the diagonal brace connecting plate 37, and the other end is respectively installed on the supporting short column 25; so that the angle between the pair of inter-pillar braces 36 is 100 to 120 degrees.
Step twelve: and (4) performing full welding on the intermittent welding in the ninth step and the tenth step, and filling crack pouring glue into the welding seams.
Step thirteen: filling the gap between the support stub 25 and the second worktop; and grouting the gap between the bottom of the support short column 25 and the second operation surface by using low-temperature grouting.
Fourteen steps: and pouring the first operation surface and the second operation surface, performing waterproof treatment after the strength of the poured concrete reaches the standard, and installing a surface decoration layer and the like.
The invention realizes the connection of the beam column by utilizing the hoop, can improve the load of the existing column 1 and enables the existing column to have higher strength; the invention has low maintenance cost; saving construction period and cost and being beneficial to the promotion of green construction.
In conclusion, the concrete foundation with larger volume does not need to be poured in the construction process, so that the construction period of the tower crane foundation structure can be obviously shortened, and materials are saved; the existing column 1 and the underground structure top plate 24 in the tower crane foundation frame are of original foundation structures; the connecting sub-truss 33, the sub-truss connecting lug plates 34, the sub-truss connecting plate 35, the inter-column diagonal braces 36 and the like can be detached after being installed, so that the connecting sub-truss, the sub-truss connecting lug plates, the inter-column diagonal braces and the like can be recycled, and the construction efficiency is improved; after the construction is finished, the inter-column inclined strut 36, the connecting secondary truss 33, the secondary truss connecting lug plate 34, the supporting short column 25 and the like can be reused, and the engineering cost is saved.
Additional features and advantages of the invention will be set forth in the description which follows, and in part will be obvious from the description, or may be learned by the practice of the invention. The primary objects and other advantages of the invention may be realized and attained by the instrumentalities particularly pointed out in the specification.
The above description is only for the preferred embodiment of the present invention, but the scope of the present invention is not limited thereto, and any changes or substitutions that may be made by those skilled in the art within the technical scope of the present invention will be covered by the scope of the present invention.
Claims (7)
1. The utility model provides a pass power in tower crane foundation structure of existing post which characterized in that: the tower crane foundation structure comprises a tower crane foundation frame, an underground structure top plate (24), a connecting secondary truss (33), a secondary truss connecting ear plate (34), a secondary truss connecting plate (35), an intercolumn inclined strut (36) and an inclined strut connecting plate (37);
the tower crane foundation frames are a pair and are arranged above the underground structure top plate (24), a connecting secondary truss (33) is arranged between the pair of tower crane foundation frames, and the end part of the connecting secondary truss (33) is respectively connected with the inner sides of the pair of tower crane foundation frames through a secondary truss connecting ear plate (34) and a secondary truss connecting plate (35); an intercolumnar inclined strut (36) is arranged between the lower end face of the connecting secondary truss (33) and the bottom of the tower crane foundation frame, and the pair of intercolumnar inclined struts (36) are symmetrically arranged on two sides of a vertical central axis of the connecting secondary truss (33) and are connected with the connecting secondary truss (33) through inclined strut connecting plates (37);
the tower crane foundation frame comprises an existing column (1), a box-type steel beam (11), a supporting short column (25), a hoop and a supporting frame; the inner end face of the hoop abuts against the outer end face of the existing column (1), one end of the box-shaped steel beam (11) is connected with the existing column (1) through the hoop, and the other end of the box-shaped steel beam is arranged on the supporting short column (25); the bottom of the top plate (24) of the underground structure is provided with a supporting frame, and the supporting frame is formed by connecting vertical concrete supporting columns (30) and transverse concrete supporting columns (31); the supporting short column (25) is arranged above a top plate (24) of the underground structure, the bottom of the supporting short column (25) is inserted at the intersection point of the vertical concrete supporting column (30) and the transverse concrete supporting column (31) and is coaxial with the vertical concrete supporting column (30) of the supporting frame; the existing column (1) vertically penetrates through the top plate (24) of the underground structure and extends out of the top plate (24) of the underground structure by at least 20 cm;
the hoop comprises an outer wrapping steel plate (2) with a bracket, an outer wrapping steel plate (3) with a stiffening rib, a pair of outer wrapping side steel plates (6), a steel beam baffle (8), a steel beam clamping unit, a first high-strength split bolt (4) and a sealing steel plate (21);
the clamping foundation is formed by vertically connecting the outer wrapping steel plate (2) with the bracket and the closed steel plate (21), one end of a pair of outer wrapping side steel plates (6) which are symmetrically arranged is connected with the clamping foundation, the other end of the pair of outer wrapping side steel plates is connected with the outer wrapping steel plate (3) with the stiffening rib, and the clamping foundation, the pair of outer wrapping side steel plates (6) and the outer wrapping steel plate (3) with the stiffening rib are connected end to form a hollow cylinder; the top of the steel plate (2) with the bracket is provided with a pair of steel beam baffles (8) and a pair of steel beam clamping units, and the outer side of each steel beam baffle (8) is vertically connected with a pair of baffle stiffening ribs (9); a steel beam socket reserved groove is formed between the pair of steel beam baffles (8);
the outer wrapping steel plate (2) with the bracket comprises a bracket upper top plate (13), a bracket vertical plate (14), a bracket lower top plate (15), bracket supporting ribs (5) and an adjusting base plate (23); the top parts of a plurality of bracket vertical plates (14) which are arranged in parallel are provided with bracket upper top plates (13), and the bottom parts of the bracket vertical plates are provided with bracket lower top plates (15); the bottom of the bracket lower top plate (15) is connected with a bracket supporting rib (5) which is vertically arranged; an adjusting shim plate (23) is arranged on the upper end face of the upper top plate (13) of the bracket;
a bracket vertical plate (14) is sequentially provided with a bracket sealing plate (16), a column side bracket plate (17) and a middle bracket plate (18) from outside to inside; the bracket seal plates (16) are symmetrically arranged at two ends of the bracket upper top plate (13) and the bracket lower top plate (15), the outer end face of the bracket plate (17) at the column edge is coplanar with the outer end face of the existing column (1), and the distance between the adjacent middle bracket plates (18) is not more than one half of the distance between the bracket upper top plate (13) and the bracket lower top plate (15);
the steel plate (3) with the stiffening ribs is provided with transverse stiffening ribs (19) and second side plate anti-sliding ribs (20), the transverse stiffening ribs (19) are fixedly connected with the outer end face of the steel plate (3) with the stiffening ribs, and the two pairs of second side plate anti-sliding ribs (20) which are vertically arranged are fixedly connected with the upper flanging and the lower flanging of the steel plate (3) with the stiffening ribs respectively;
the outsourcing side steel plate (6) is provided with side plate stiffening ribs (7) and first side plate anti-slip ribs (12), the plurality of transversely arranged side plate stiffening ribs (7) are uniformly distributed on the outer end face of the outsourcing side steel plate (6), and the two pairs of first side plate anti-slip ribs (12) are respectively and vertically connected with the turning-over of the top and the bottom of the outsourcing side steel plate (6); the lateral plate stiffening ribs (7) are coplanar with the transverse stiffening ribs (19); the thickness of the side plate stiffening rib (7) is the same as that of the transverse stiffening rib (19);
the steel beam clamping unit is in an inverted U shape and comprises a limiting plate (10) and a first high-strength split bolt (4), the limiting plate (10) is provided with the first high-strength split bolt (4) in sliding connection with the limiting plate, one end of the first high-strength split bolt (4) penetrates through the limiting plate (10), and the other end of the first high-strength split bolt penetrates through a top plate (13) on the bracket and is fixed through a limiting nut.
2. The tower crane foundation structure for transferring force to an existing column of claim 1, wherein: the distance between the adjacent side plate stiffening ribs (7) is not more than one half of the distance between the steel plate (2) with the bracket and the steel plate (3) with the stiffening ribs.
3. The tower crane foundation structure for transferring force to an existing column of claim 2, wherein: supporting column (25) is including short column roof (26), vertical support column (27), short column base (28) and short column floor (29), vertical support column (27) top is provided with short column roof (26), and the bottom is provided with short column base (28), and the side of vertical supporting column (25) top and bottom is equallyd divide and is distributed and have a plurality of short column floors (29), and this floor distributes along the lower terminal surface of short column roof (26) and the up end of short column base (28), and short column base (28) are including base support plate and inserted bar (32), and end perpendicular is connected under inserted bar (32) and the base support plate, and another end bearing is inserted on the nodical of vertical concrete support column (30) and horizontal concrete support column (31).
4. The tower crane foundation structure for transferring force to an existing column of claim 3, wherein: the secondary truss connecting plate (35) is vertically connected by a pair of transverse plates and vertical plates to form a soil shape, and the secondary truss connecting lug plate (34) is bolted with the vertical plates of the secondary truss connecting plate (35).
5. The tower crane foundation structure for transferring force to an existing column of claim 4, wherein: the inclined strut connecting plate (37) is vertically connected with the connecting secondary truss (33), one end of the inclined strut (36) between the columns is bolted with the inclined strut connecting plate (37), and the other end of the inclined strut (36) between the columns is bolted with a short column rib plate (29) arranged on the short column base (28).
6. The tower crane foundation structure for transferring force to an existing column of claim 5, wherein: each side end face of the box-shaped steel beam (11) is at least provided with 4 hoisting lug plates.
7. The construction method of the tower crane foundation structure for transferring force to the existing column according to any one of claims 1-6 is characterized in that: comprises the following steps:
the method comprises the following steps: excavating at the position where the tower crane foundation structure is to be installed, and excavating backfill soil above a top plate (24) of an underground structure; digging with the existing column (1) as the center, and digging a first operation surface with the area of 1.5 square meters; digging a second operation surface with the area of 1.5 square meters at a position which is parallel to the existing column (1) and corresponds to the length of the box steel beam (11) to be installed; the depth of the first operation surface is the same as that of the second operation surface, and the first operation surface and the second operation surface are both 10 cm-30 cm;
step two: cleaning a top plate (24) of an underground structure and roughening the top plate;
step three: cleaning the surface of the existing column, and polishing away the fireproof coating;
step four: installing hoop main body structures on two existing columns (1) at least 20cm above a top plate (24) of an underground structure;
step five: mounting a support stub (25); placing a supporting short column (25) above a top plate (24) of an underground structure on a vertical concrete supporting column (30) of a supporting frame, presetting a socket at the intersection point of the vertical concrete supporting column (30) and a transverse concrete supporting column (31) of a second operation surface, and inserting a base of the supporting short column (25) into the socket; the height of the supporting short column (25) is determined according to the installation height of the hoop, and the error between the upper end face of the supporting short column (25) and the upper top plate (13) of the bracket is ensured to be within 2 cm; reserving a 20mm construction joint at the edge of the socket, and filling the construction joint of the socket by using high-strength grouting material after the support short column (25) is installed;
step six: hoisting one end of a box-type steel beam (11) in a steel beam socket reserved groove by using a 50-ton automobile, installing the other end of the box-type steel beam above a short column top plate (26), and bolting the box-type steel beam (11) and the short column top plate (26); an adjusting shim plate (23) is arranged between the upper end face of the upper bracket top plate (13) and the lower end face of the box-type steel beam (11), and the adjusting shim plate (23) is welded on the upper end face of the upper bracket top plate (13);
step seven: mounting a steel beam clamping unit; placing a limiting plate (10) at the top of a box-shaped steel beam (11), vertically penetrating a first high-strength counter-pulling screw through the limiting plate (10) and a bracket upper top plate (13), and finally, tying and fixing the limiting plate (10) and the bracket upper top plate (13) by using a limiting nut;
step eight: the secondary truss connecting ear plates (34) are bolted at the two ends of the connecting secondary truss (33), and the secondary truss connecting ear plates (34) are bolted with the secondary truss connecting joint plates (35);
step nine: a box-shaped steel beam (11) is arranged between the inner sides of a pair of box-shaped steel beams (11) of the tower crane foundation frame; hoisting and connecting a secondary truss (33) by using a 25-ton automobile, and intermittently welding a secondary truss connecting plate (35) on the inner side of the box-type steel beam (11);
step ten: installing a diagonal bracing connecting plate (37); welding a diagonal bracing connecting plate (37) at the bottom of the connecting sub-truss (33) close to the supporting short column (25) discontinuously; and the diagonal bracing connecting plate (37) is arranged on the central axis of the connecting sub-truss (33);
step eleven: mounting inter-column bracing (36); one end of each of a pair of inter-column inclined struts (36) is arranged on an inclined strut connecting plate (37), and the other end of each of the pair of inter-column inclined struts is arranged on a supporting short column (25);
step twelve: performing full welding on the intermittent welding in the ninth step and the tenth step, and filling crack pouring glue into the welding seams;
step thirteen: filling a gap between the support stub (25) and the second operating surface; grouting a gap between the bottom of the supporting short column (25) and the second operation surface by using low-temperature grouting material;
fourteen steps: and pouring the first operation surface and the second operation surface.
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| CN202110820103.2A CN113431078B (en) | 2021-07-20 | 2021-07-20 | Tower crane foundation structure for transferring force to existing column and construction method thereof |
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| CN102561384A (en) * | 2012-01-31 | 2012-07-11 | 中天建设集团有限公司天津分公司 | Steel hoop truss type elevated pile cap tower crane foundation construction method and structure |
| CN107558607B (en) * | 2017-09-20 | 2020-03-20 | 中国建筑第八工程局有限公司 | Tower crane system arranged on existing concrete structure and construction method thereof |
| CN108277818A (en) * | 2018-03-22 | 2018-07-13 | 中国电建市政建设集团有限公司 | Basement top-down method Combined tower crane foundation structure and construction method |
| CN208965581U (en) * | 2018-09-18 | 2019-06-11 | 中铁十局集团建筑工程有限公司 | A kind of non-console mode tower crane platform |
| CN212336080U (en) * | 2020-08-18 | 2021-01-12 | 中建四局第五建筑工程有限公司 | Assembled tower crane foundation structure |
| CN111809654A (en) * | 2020-08-18 | 2020-10-23 | 中建四局第五建筑工程有限公司 | Assembled tower crane foundation structure |
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