CN113250228A

CN113250228A - Construction method of embedded foundation fixing device of multi-story building steel reinforced concrete core tube structure

Info

Publication number: CN113250228A
Application number: CN202110500813.7A
Authority: CN
Inventors: 罗跃锋; 刘伙; 江筠; 罗星; 汤健; 李遥
Original assignee: Wuhan Construction Engineering Co Ltd
Current assignee: Wuhan Construction Engineering Co Ltd
Priority date: 2021-05-08
Filing date: 2021-05-08
Publication date: 2021-08-13
Anticipated expiration: 2041-05-08
Also published as: CN113250228B

Abstract

The invention discloses a construction method of a multi-layer building steel reinforced concrete core tube structure embedded foundation fixing device, which comprises the steps of excavating earth to form, pouring a cushion layer and paving a waterproof coiled material; manufacturing a reinforcement cage on site; hoisting and accurately positioning the reinforcement cage; pouring slope bottom concrete; hoisting the steel skeleton column; grouting column feet; binding steel skeleton columns and bearing platform steel bars; pre-burying a cable rope embedded part, pouring a raft cushion layer and then installing a cable rope; hoisting the section steel beam after correcting the position of the steel skeleton column; binding raft reinforcing steel bars (welding the reinforcing steel bars at the bottom layer of the raft with steel columns), pouring concrete in the bearing platform to the bottom of the raft after acceptance inspection; detaching the cable wind ropes and pouring raft plate concrete; erecting a frame body, paving a steel rib column and a section steel beam template and binding steel bars; and (6) pouring concrete. The invention can effectively increase the vertical bearing capacity of the core barrel, improve the safety and reliability of a structural system, increase the pulling resistance, reduce the displacement, increase the integral rigidity of the structure, have higher stability and effectively reduce the construction difficulty.

Description

Construction method of embedded foundation fixing device of multi-story building steel reinforced concrete core tube structure

Technical Field

The invention relates to the technical field of building construction, in particular to a construction method of a multi-layer building steel reinforced concrete core tube structure embedded foundation fixing device.

Background

The steel reinforced concrete core tube structure has the advantages of high strength, high rigidity, good ductility, strong earthquake resistance and good fireproof and corrosion resistance, and is widely applied to high-rise buildings, large-span space structures, building structures in earthquake-resistant defense areas and the like. The column base in the steel reinforced concrete core tube structure is used as an important node for connecting the upper main structure and the lower foundation, plays an important role in the performance of force transmission, stability and the like of the whole structure, and can be divided into a non-embedded foundation and an embedded foundation according to the difference of the embedded depth of the column base. When the high-rise building adopts the structure form, the foundation burial depth can generally reach two or more layers, so that a non-embedded foundation is usually adopted; the minimum embedding depth of the embedded foundation column base can meet the condition that the ultimate bearing capacity of the column base node is larger than that of a steel column member, when the structure is used in a multi-layer building with a basement layer below the ground and a large-span steel structure above the ground, the foundation embedding depth cannot meet the design requirement, in order to increase the foundation embedding depth, the column base node is embedded to the position below the basement bottom plate, and the ultimate bearing capacity of the column base is larger along with the increase of the embedding depth within a certain range.

The steel rib concrete core tube structure has the advantages of complex structural form, huge structural system, various and complex connecting nodes such as the steel rib structure and the steel rib structure, the steel rib structure and the steel structure, the steel rib structure and the reinforced concrete structure and the like, complex construction process and multiple-species cross operation, greatly increases safety risk and improves construction difficulty; the space in the core cylinder is narrow and small, the working face cannot be effectively pulled open in the construction process, multiple-work-type centralized operation is caused, the work is wasted, the construction efficiency is reduced, and the construction period is prolonged. The embedded foundation has more construction processes, the connection among the processes is tight, the requirements on the construction precision and the quality of each structure are higher, however, no scientific method is provided for standardizing the construction process at present, and no standard operation flow is formed.

Disclosure of Invention

Based on the defects in the prior art, the technical problem to be solved by the invention is to provide the construction method of the embedded foundation fixing device of the multi-layer building steel reinforced concrete core tube structure, which is used for reasonably and effectively treating the node parts, scientifically and reasonably arranging the construction procedures, effectively reducing the construction difficulty, reducing the cross operation, reducing the labor, reasonably compressing the construction period, reducing the safety risk and improving the safety and reliability of the structure system.

In order to achieve the purpose, the invention adopts the following technical measures:

a construction method of a multi-story building steel reinforced concrete core tube structure embedded foundation fixing device comprises the following steps:

step 1, excavating earth to a designed elevation to form a bearing platform, excavating vertically around the bearing platform, and excavating 45-degree slope of a part of a reinforcement cage placed at the slope bottom; cleaning an inner base layer of the bearing platform, pouring cushion layer concrete with the thickness of 100mm, fully paving the waterproof coiled material by adopting a pre-paving and reverse-sticking method, ensuring that the lap joint width is not less than 100mm when the waterproof coiled material is paved, and ensuring that the waterproof layer forms an integral waterproof system;

step 2, manufacturing a slope bottom reinforcement cage on site, wherein the reinforcement cage consists of five parts: the steel frame, the embedded part, the steel reinforcement cage steel bar, the vertical turn buckle and the horizontal turn buckle; the size of the bottom surface of the steel frame is the same as that of the slope bottom of the bearing platform, the height of the bottom surface of the steel frame is 3cm higher than the surface of the bearing platform in the bearing platform, the thickness of an upper steel bar protection layer is ensured, and a vertical turn buckle is arranged at a distance of 10cm away from 4 corners of the steel frame and used for adjusting the overall height and the flatness of the steel bar cage;

connecting the embedded part with the steel frame through four horizontal turn-buckle bolts, wherein two ends of each horizontal turn-buckle bolt are respectively welded on four vertical prisms of the steel frame and the embedded part, so that the four horizontal turn-buckle bolts are ensured to be positioned on the same horizontal plane, and the steel frame and the embedded part are relatively fixed after welding is finished;

the reinforcement cage reinforcement comprises gluten and reinforcement at the bottom of the bearing platform, the gluten is arranged at the upper part of the steel frame, the gluten is bound and connected, and the gluten is welded with angle steel at the upper part of the steel frame;

step 3, hoisting the steel reinforcement cage after the steel reinforcement cage is manufactured, performing elevation measurement on the steel reinforcement cage by using a level gauge and a tower ruler, and adjusting the height of the steel reinforcement cage by adjusting a vertical turn buckle; accurately positioning the embedded part by using a total station and a prism, and adjusting the relative position between the embedded part and the steel frame by adjusting the horizontal turnbuckle;

step 4, after the installation and positioning of the steel reinforcement cage are completed, and after the steel reinforcement cage passes the inspection and acceptance, the slope bottom concrete of the bearing platform is poured, the vibration is dense, the flatness and the elevation are strictly controlled, and the accuracy of the installation of the steel reinforced column is ensured;

step 5, hoisting the steel skeleton column after the slope bottom concrete reaches the designed strength, connecting the steel skeleton column and the embedded part through 4 anchor bolts, and fastening the anchor bolts by two nuts and a gasket;

step 6, adopting a pressure grouting method to perform column base grouting in order to ensure the compactness of concrete at the column base part of the steel rib column;

step 7, embedding foundation bolts before pouring a raft cushion layer, and welding steel plates with holes of 40mm in the middle on four vertical surfaces of each steel rib column and 3 meters below the top of the column; after the raft cushion layer is poured, installing a cable rope, wherein one end of the cable rope is fixed on a steel plate of the steel skeleton column, and the other end of the cable rope is connected with a pre-embedded foundation bolt through a manual hoist;

step 8, correcting the position of the steel skeleton column by using a total station; manufacturing the section steel beams in a factory, hoisting the section steel beams after the position correction of the steel skeleton columns is completed, and installing and fixing the section steel beams between the tops of two adjacent steel skeleton columns;

step 9, binding raft reinforcing steel bars after the waterproof coiled materials are completely paved, binding bottom reinforcing steel bars of the raft, welding reinforcement plates on four surfaces of each steel rib column to ensure continuous transmission of internal force of the reinforcing steel bars, welding the elevation of the upper parts of the reinforcement plates to be the same as that of the bottom reinforcing steel bars of the raft foundation, welding the bottom reinforcing steel bars of the raft penetrating through the steel rib columns with the reinforcement plates to form a whole with the steel rib columns, and then completely binding the raft reinforcing steel bars; the thickness of the protective layer and the distance between the steel bars are ensured during steel bar binding; after the steel bars pass the acceptance check, pouring concrete in the bearing platform, and pouring the concrete to the bottom of the raft plate;

step 10, after the concrete in the bearing platform reaches the designed strength, the cable rope on the steel reinforced column starts to be dismantled, the hand hoist is firstly dismantled, then the nut on the foundation bolt is unscrewed, the pulling plate is dismantled, and finally the cable rope at one end of the steel reinforced column is untied; pouring raft plate concrete after the cable wind rope is disassembled;

step 11, an inner support scaffold is erected, reinforcing steel bars of a steel rib column are bound after the scaffold is erected, a bottom die and a side plate template of a section steel beam are firstly laid after a template of the steel rib column is erected, then the reinforcing steel bars of the section steel beam are bound, a beam side mold is closed after all the reinforcing steel bars of the section steel beam are bound, a tie screw is used for reinforcing, plate reinforcing steel bars are bound, and the reinforcing steel bars on the lower layer of the plate penetrate through beam reinforcing steel bars to bind the plate reinforcing steel bars; and (4) checking and accepting after the steel bars are bound and the templates are reinforced, and pouring concrete after the checking and accepting is passed.

Preferably, in step 2, the inclined portions at two ends of the reinforcement at the bottom of the bearing platform are inclined at an angle equal to the side surface inclination angle of the slope bottom of the bearing platform, and the angle is 45 degrees with the horizontal plane; the horizontal part of the steel bar at the bottom of the bearing platform is arranged on the angle steel at the bottom of the steel frame and penetrates through the embedded part and the steel frame; the horizontal part and the steelframe welded connection of cushion cap bottom reinforcing bar, its slope part stretch out the surface of gluten and with gluten ligature connection.

Further, in the step 3, if the height of the steel reinforcement cage exceeds the designed elevation, the vertical turn buckle is clockwise screwed by a wrench to lower the steel reinforcement cage, and if the height of the steel reinforcement cage is lower than the designed elevation, the vertical turn buckle is anticlockwise screwed by the wrench to raise the steel reinforcement cage; if the embedded part is deviated to the left, the wrench is used for anticlockwise screwing the two horizontal turn-buckle bolts at the left side, and simultaneously clockwise screwing the two horizontal turn-buckle bolts at the right side; if the embedded part is inclined to the right, clockwise screwing the two horizontal turn-buckle bolts on the left side by using a wrench, and simultaneously anticlockwise screwing the two horizontal turn-buckle bolts on the right side; if the embedded part is inclined to the front, the front two horizontal turn-buckle bolts are screwed anticlockwise by a wrench, and the rear two horizontal turn-buckle bolts are screwed clockwise simultaneously; if the embedded part is inclined backwards, clockwise screwing the two rear horizontal turn-buckle bolts and anticlockwise screwing the two front horizontal turn-buckle bolts by using a spanner; and when the positioning is finished, the relative fixation of the embedded part and the steel frame is ensured.

Preferably, in step 6, C40 non-shrinkage fine aggregate concrete is selected as column base grouting slurry of the steel reinforced column, the grouting slurry is prepared and stirred according to the preparation proportion strictly in the product specification, mechanical stirring is preferably adopted, a pressure grouting machine is used for grouting after uniform stirring, tight sealing between the template and the foundation and between the templates is ensured, and the gaps need to be sealed by adhesive tapes.

Preferably, in step 7, the hook of the manual hoist hooks one hole of the pull plate, the other hole of the pull plate penetrates through the anchor bolt, and finally the nut is installed on the anchor bolt for fixing.

Further, in step 8, the steel skeleton column and the section steel beam are connected through a connecting plate, 12 reserved holes which are uniformly distributed are formed in the steel skeleton column and the section steel beam respectively and used for bolt connection, and after the connecting plate is connected, welding processing is performed on the joint position of the steel skeleton column and the section steel beam.

The technical key points of the construction method of the embedded foundation fixing device of the multi-story building steel reinforced concrete core tube structure are as follows: pouring a cushion layer after excavation and forming of earth, paving and pasting a waterproof coiled material → field manufacturing of a steel reinforcement cage → hoisting of the steel reinforcement cage and accurate positioning → pouring slope bottom concrete → hoisting of a steel rib column → column foot grouting → binding of the steel rib column and a steel bar of a bearing platform → embedding of a cable rope embedded part, installing of a cable rope after casting of a raft cushion layer → correction of the position of the steel rib column after hoisting of a steel beam → binding of raft steel bars (welding of the steel bar of the raft bottom layer and the steel rib column) are completed, pouring concrete in the bearing platform to the bottom of the raft after inspection and acceptance → unloading of the cable rope and pouring of the raft concrete → erection of a frame body, paving of the steel rib column and a steel beam template and binding of the steel bar → concrete.

Therefore, the construction method of the embedded foundation fixing device of the multi-layer building steel reinforced concrete core tube structure can effectively increase the vertical bearing capacity of the core tube, improve the safety and reliability of a structural system, increase the pulling resistance, reduce the displacement, increase the integral rigidity of the structure, and have higher stability and efficiency; the embedded foundation column base joint can meet the process and technical requirements of embedded foundation column base joints, the slope bottom steel bars and the embedded parts are manufactured into finished steel reinforcement cages on site through customizing steel frames and turn buckle bolts on site, the steel reinforcement cages can reduce the construction difficulty, and meanwhile, the requirements of accurate positioning of the embedded parts and the like are met. The construction method of the embedded foundation fixing device of the multi-story building steel reinforced concrete core tube structure reasonably and effectively treats the node position, scientifically and reasonably arranges the construction procedures, can effectively reduce the construction difficulty, reduce the cross operation, reduce the labor, reasonably compress the construction period, reduce the safety risk and improve the engineering quality.

Drawings

FIG. 1 is a schematic view of an embedment;

FIG. 2 is a schematic view of a vertical turn buckle;

FIG. 3 is a schematic view of a horizontal turn buckle;

FIG. 4 is a schematic view of the connection between a steel frame and an embedded part;

FIG. 5 is a schematic view of a completed reinforcement cage;

FIG. 6 is a schematic diagram of cushion concrete pouring and waterproof roll paving after the pile cap is excavated;

FIG. 7 is a schematic diagram of reinforcement cage height adjustment after reinforcement cage hoisting is completed;

FIG. 8 is a schematic diagram of the accurate adjustment of the embedment;

FIG. 9 is a schematic view of the completion of the placement of concrete on the bottom of the slope;

FIG. 10 is a schematic view of the steel skeleton column hoisting;

FIG. 11 is a schematic view of the steel reinforced column after being hoisted and column foot grouting;

FIG. 12 is a schematic view of the completion of the installation of the hawser;

FIG. 13 is a schematic view of the completion of the hoisting of the section steel beam;

fig. 14 is a schematic view of completion of raft plate rebar tying;

fig. 15 is a schematic view of completion of raft concrete pouring and removal of the guy rope;

FIG. 16 is a schematic view of a stiffened structural template and bracket installation;

fig. 17-1 to 17-3 are schematic views illustrating a process of laying section steel beams and floor deck formworks.

In the figure: 1-steel frame; 2-embedded parts; 3-reinforcing steel bars of a reinforcement cage; 4-vertical turn buckle; 5-horizontal turn buckle; 6-waterproof coiled material; 7-bedding concrete; 71-sloping bottom concrete; 8-a wrench; 9-a nut; 10-a level gauge; 11-a total station; 12-a prism; 13-a sliding staff; 14-steel skeleton column; 15-pressure grouting machine; a 16-section steel beam; 17-raft plate steel bars; 18-guy rope; 19-pulling the plate; 20-foundation bolts; 21-lap joint rib plate.

Detailed Description

As shown in fig. 1 to 17, the construction method of the embedded foundation fixing device of the multi-story building steel reinforced concrete core tube structure of the present invention comprises the following steps:

step 1, after earth is excavated to a designed elevation, pile heads are broken, the whole shape of a bearing platform is special, the periphery of the bearing platform is vertically excavated, and the part of a reinforcement cage placed at the slope bottom is excavated by slope-making at 45 degrees, which is shown in detail in figure 6. The earthwork excavation is strictly forbidden to carry out over excavation, mechanical excavation is carried out until the height is 100-200 mm higher than the design elevation, manual excavation is carried out until the design elevation is reached, a cushion layer concrete 7 with the thickness of 100mm is poured after a base layer is cleaned up, and the flatness is strictly controlled when the cushion layer concrete 7 is poured; fully paving the waterproof roll 6 by adopting a pre-paving and reverse-sticking method, particularly referring to fig. 6, cleaning a base layer before paving and sticking to ensure that the base layer is clean and dry, paving and sticking an additional layer at a reentrant corner part at first, paving and sticking on a large surface, ensuring that the lap joint width of the waterproof roll 6 is not less than 100mm when paving and sticking to ensure that the waterproof layer forms an integral waterproof system;

step 2, manufacturing a slope bottom reinforcement cage on site, wherein the reinforcement cage is composed of five parts as shown in fig. 1 to 5: steelframe 1, built-in fitting 2, steel reinforcement cage reinforcing bar 3, vertical turn buckle 4 and horizontal turn buckle 5. Use steelframe 1 as the main part, the bottom surface size of steelframe 1 is the same with the size of the sloping bottom of cushion cap, the cushion cap face 3cm in the high bellying cushion cap, guarantee upper portion reinforcing bar protective layer thickness, respectively have a vertical turn buckle 4 to be used for adjusting the whole height and the roughness of steel reinforcement cage apart from 4 jiaos 10cm of steelframe 1, vertical turn buckle 4's internal thread mouth longitudinal symmetry, clockwise twist vertical turn buckle 4 and reduce the steel reinforcement cage, anticlockwise twist vertical turn buckle 4 and rise the steel reinforcement cage, 5cm x 5cm thick 5 mm's gasket is welded to the bottom of vertical turn buckle 4, the whole of steelframe 1 is as shown in figure 4.

Connecting an embedded part 2 with a steel frame 1 through four horizontal turn-buckle bolts 5, respectively welding two ends of each horizontal turn-buckle bolt 5 on four vertical prisms of the steel frame 1 and the embedded part 2, ensuring that the four horizontal turn-buckle bolts 5 are on the same horizontal plane, fixing the steel frame 1 and the embedded part 2 relatively after welding is completed, enabling inner screw openings of the horizontal turn-buckle bolts 5 to be symmetrical left and right, simultaneously screwing two adjacent horizontal turn-buckle bolts 5 in the same direction, screwing the other two horizontal turn-buckle bolts 5 reversely, and enabling the screwed displacements to be equal so as to adjust the relative positions of the embedded part 2 and the steel frame 1, and ensuring that the embedded part 2 and the steel frame 1 are fixed relatively after adjustment is completed; steel reinforcement cage reinforcing bar 3 includes gluten and cushion cap bottom reinforcing bar, and the gluten adopts the ligature connection on the upper portion of steelframe 1, gluten and 1 upper portion angle steel of steelframe adopt welded connection. The inclined parts at two ends of the reinforcing steel bar at the bottom of the bearing platform are the same as the side inclined angle of the slope bottom of the bearing platform, and form an angle of 45 degrees with the horizontal plane; the horizontal part of the steel bar at the bottom of the bearing platform is arranged on the angle steel at the bottom of the steel frame 1 and penetrates through the embedded part 2 and the steel frame 1; the horizontal part of cushion cap bottom reinforcing bar is connected with 1 welded connection of steelframe, and its slope part stretches out the surface of gluten and is connected with the gluten ligature, and the reinforcing bar cage is seen in the detail figure 5.

Step 3, hoisting the steel reinforcement cage after the steel reinforcement cage is manufactured, performing elevation measurement on the steel reinforcement cage by using a level gauge 10 and a tower ruler 13, specifically referring to fig. 7, if the height exceeds the designed elevation, clockwise screwing the vertical turn buckle 4 by using a wrench 8 to lower the steel reinforcement cage, and if the height is lower than the designed elevation, anticlockwise screwing the vertical turn buckle 4 by using the wrench 8 to raise the steel reinforcement cage; accurately positioning the embedded part 2 by using a total station 11 and a prism 12, particularly referring to fig. 8, if the embedded part 2 is deviated to the left, screwing two horizontal turn-bolts 5 on the left by using a wrench 8 anticlockwise, and screwing two horizontal turn-bolts 5 on the right by clockwise simultaneously; if the embedded part 2 is inclined to the right, clockwise screwing the two left horizontal turn-buckle bolts 5 by using a wrench 8, and simultaneously anticlockwise screwing the two right horizontal turn-buckle bolts 5; if the embedded part 2 is inclined to the front, the spanner 8 is used for screwing the two horizontal turn-buckle bolts 5 at the front anticlockwise, and the two horizontal turn-buckle bolts 5 at the back are screwed clockwise simultaneously; if the embedded part 2 is inclined backwards, the spanner 8 is used for clockwise screwing the two horizontal turn-buckle bolts 5 at the back, and simultaneously anticlockwise screwing the two horizontal turn-buckle bolts 5 at the front; when the positioning is finished, the embedded part 2 and the steel frame 1 are ensured to be relatively fixed;

step 4, finishing the installation and positioning of the steel reinforcement cage, checking and accepting the slope bottom concrete 71 of the post-pouring bearing platform, specifically referring to fig. 9, when the slope bottom concrete 71 is poured, vibrating tightly, strictly controlling the flatness and elevation, and ensuring the installation accuracy of the steel rib column 14;

step 5, hoisting the steel skeleton column 14 after the slope bottom concrete 71 reaches the designed strength, and particularly referring to fig. 10, connecting the steel skeleton column 14 and the embedded part 2 through 4 anchor bolts, and fastening the anchor bolts by two nuts 9 and gaskets, and particularly referring to fig. 11;

and 6, in order to ensure the compactness of concrete at the column base part of the steel rib column 14, column base grouting is carried out by adopting a pressure grouting method, as shown in detail in figure 11, C40 non-shrinkage fine stone concrete is selected as column base grouting slurry of the steel rib column 14, the grouting slurry preparation needs to be supervised and checked by a specially-assigned person, the grouting slurry is stirred strictly according to the preparation proportion in a product specification, mechanical stirring is preferably adopted, and the grouting is carried out by using a pressure grouting machine 15 after uniform stirring. The tight sealing between the template and the foundation and between the templates needs to be ensured, and the gaps need to be sealed by using adhesive tapes. Binding steel bars in the steel reinforced columns 14 and the bearing platform as shown in FIG. 12;

and 7, embedding foundation bolts 20 before pouring a raft cushion layer, and welding steel plates with holes of 40mm in the middle on four vertical surfaces of each

steel rib column

14 and 3 meters below the top of the column. After the raft cushion layer is poured, installing a cable rope 18, as shown in fig. 12 in detail, wherein one end of the cable rope 18 is fixed on a steel plate of a steel skeleton column 14, the other end of the cable rope is connected with an embedded foundation bolt 20 through a manual hoist, a hook of the manual hoist hooks a hole of a pull plate 19, the other hole of the pull plate 19 penetrates through the foundation bolt 20, and finally, a nut is installed on the foundation bolt 20 for fixing;

step 8, correcting the position of the steel skeleton column by using a total station 11; the manufacturing of the steel skeleton beam 16 is completed in a factory, the steel skeleton beam 16 is hoisted after the position of the steel skeleton columns 14 is corrected, the steel skeleton beam 16 is installed and fixed between the tops of two adjacent steel skeleton columns 14, the steel skeleton columns 14 and the steel skeleton beam 16 are firstly connected through connecting plates, 12 reserved holes which are uniformly distributed are respectively arranged on the steel skeleton columns 14 and the steel skeleton beam 16 and are used for bolt connection, and after the connecting plates are connected, the welding treatment is carried out on the joint parts of the steel skeleton columns 14 and the steel skeleton beam 16;

step 9, binding raft steel bars 17 after the waterproof coiled materials are completely paved, binding bottom steel bars of the raft, welding rib plates 21 on four surfaces of each steel rib column 14 to ensure continuous transmission of internal force of the steel bars, welding the elevation of the upper parts of the rib plates 21 to be the same as that of the bottom steel bars of the raft foundation, penetrating through the bottom steel bars of the raft of the steel rib columns 14 to be welded with the rib plates 21 to form a whole with the steel rib columns 14, showing a figure in detail in fig. 14, and then completely binding the raft steel bars 17; the thickness of the protective layer and the distance between the steel bars are ensured during steel bar binding; after the steel bars pass the acceptance check, pouring concrete in the bearing platform, and pouring the concrete to the bottom of the raft plate;

step 10, after the concrete in the bearing platform reaches the designed strength, the cable rope 18 on the steel reinforced column 14 starts to be dismantled, the hand hoist is firstly dismantled, then the nut on the foundation bolt 20 is unscrewed, the pulling plate 19 is dismantled, and finally the cable rope 18 at one end of the steel reinforced column 14 is untied; after the cable wind ropes 18 are disassembled, pouring raft plate concrete, and particularly referring to fig. 15;

step 11, erecting an internal support scaffold, specifically referring to fig. 16, binding steel bars of a steel rib column 14 after the scaffold is erected, laying a bottom die and a side plate template of a section steel beam 16 after a template of the steel rib column 14 is erected, then binding the steel bars of the section steel beam 16, specifically referring to fig. 17-1, closing a beam side die after the steel bars of the section steel beam 16 are completely bound, reinforcing the beam side die by using a pull screw rod, specifically referring to fig. 17-2, finally binding slab steel bars, and binding slab steel bars after the lower-layer steel bars of the slabs penetrate through beam steel bars, specifically referring to fig. 17-3; and (4) checking and accepting after the steel bars are bound and the templates are reinforced, and pouring concrete after the checking and accepting is passed.

The above description is only an embodiment of the present invention, but the scope of the present invention is not limited thereto, and any person skilled in the art can understand that the modifications or substitutions within the technical scope of the present invention should be included in the scope of the present invention.

Claims

1. A construction method of a multi-story building steel reinforced concrete core tube structure embedded foundation fixing device is characterized by comprising the following steps:

2. The construction method of the embedded foundation fixing device of the multi-story building steel reinforced concrete core tube structure of claim 1, wherein in step 2, the inclined portions of the two ends of the reinforcement at the bottom of the bearing platform are inclined at an angle equal to the side surface inclination angle of the slope bottom of the bearing platform, and are at an angle of 45 ° to the horizontal plane; the horizontal part of the steel bar at the bottom of the bearing platform is arranged on the angle steel at the bottom of the steel frame and penetrates through the embedded part and the steel frame; the horizontal part and the steelframe welded connection of cushion cap bottom reinforcing bar, its slope part stretch out the surface of gluten and with gluten ligature connection.

3. The construction method of the embedded foundation fixing device of the multi-story building steel reinforced concrete core tube structure of claim 1, wherein in step 3, if the height of the steel reinforcement cage exceeds the design elevation, the vertical turn buckle is clockwise screwed by a wrench to lower the steel reinforcement cage, and if the height of the steel reinforcement cage is lower than the design elevation, the vertical turn buckle is anticlockwise screwed by a wrench to raise the steel reinforcement cage; if the embedded part is deviated to the left, the wrench is used for anticlockwise screwing the two horizontal turn-buckle bolts at the left side, and simultaneously clockwise screwing the two horizontal turn-buckle bolts at the right side; if the embedded part is inclined to the right, clockwise screwing the two horizontal turn-buckle bolts on the left side by using a wrench, and simultaneously anticlockwise screwing the two horizontal turn-buckle bolts on the right side; if the embedded part is inclined to the front, the front two horizontal turn-buckle bolts are screwed anticlockwise by a wrench, and the rear two horizontal turn-buckle bolts are screwed clockwise simultaneously; if the embedded part is inclined backwards, clockwise screwing the two rear horizontal turn-buckle bolts and anticlockwise screwing the two front horizontal turn-buckle bolts by using a spanner; and when the positioning is finished, the relative fixation of the embedded part and the steel frame is ensured.

4. The method as claimed in claim 1, wherein in step 6, C40 non-shrinkage fine aggregate concrete is selected as the column base grouting slurry of the steel reinforced concrete column, the grouting slurry is prepared by mixing according to the formulation ratio of the product specification, mechanical stirring is adopted, and after stirring, a pressure grouting machine is used for grouting to ensure the tight seal between the form and the foundation and between the forms, and the gaps must be sealed by adhesive tapes.

5. The method as claimed in claim 1, wherein the hand-operated hoist is hooked to one hole of the pulling plate, and the other hole of the pulling plate is passed through the anchor bolt, and finally the anchor bolt is fastened by installing a nut thereon in step 7.

6. The method as claimed in claim 1, wherein the steel reinforced concrete core tube structure embedded foundation fixing device is constructed by connecting the steel reinforced column and the section steel beam by the connecting plate in step 8, wherein the steel reinforced column and the section steel beam are provided with 12 uniformly distributed preformed holes for bolt connection, and after the connecting plate is connected, the joint of the steel reinforced column and the section steel beam is welded.