CN108951643B - Super high-rise deep foundation pit basement core tube large-span large-area support changing construction method - Google Patents
Super high-rise deep foundation pit basement core tube large-span large-area support changing construction method Download PDFInfo
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- CN108951643B CN108951643B CN201811035420.8A CN201811035420A CN108951643B CN 108951643 B CN108951643 B CN 108951643B CN 201811035420 A CN201811035420 A CN 201811035420A CN 108951643 B CN108951643 B CN 108951643B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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Abstract
The invention discloses a large-span and large-area support changing construction method for a core tube of a basement of an ultra-high deep foundation pit, which comprises the following steps: arranging profile steel upright columns on the raft foundation layer by layer; synchronously constructing the section steel upright posts and the full framing scaffold on the next layer; constructing a steel bar structure of a peripheral structural beam on a layer where a core tube area is located on the full framing scaffold; constructing a section steel support-changing beam for temporarily reserving the core cylinder area on the section steel upright post; carrying out concrete pouring construction on the peripheral structural beams; synchronously constructing a section steel upright post and a steel pipe scaffold on the upper layer of the temporary core tube area; constructing a steel bar structure of a peripheral structural beam on the steel pipe scaffold; constructing a layer of profile steel support-replacing beam on the profile steel upright column; and carrying out concrete pouring construction on the peripheral structural beam on the previous layer. According to the invention, under the condition that the support needs to be replaced in a large-span and large-area core cylinder, the form of the profile steel upright post and the profile steel support replacing beam is adopted, so that the lateral stress and the support replacement are effectively transmitted, and the material and the construction period are greatly saved.
Description
Technical Field
The invention relates to the field of core tube building construction, in particular to a large-span and large-area support changing construction method for a core tube of a basement of an ultra-high deep foundation pit.
Background
When the core barrel needs to be changed in function design according to relevant requirements and the core barrel and the extension area need to be constructed in stages, the corresponding core barrel area structures of the underground floor (B1) and the ground floor (L1) are temporarily constructed, and after the whole underground structure is completed in the later stage, the construction is carried out additionally. This condition causes huge voids in the B1 panels and L1 panels during the return construction of the underground structure, and requires support replacement in a large-span and large-area of the core cylinder.
Therefore, corresponding technical treatment measures need to be taken, the requirement of changing the support of the large-span and large-area core barrel is met under the conditions that the construction of the outer frame is not influenced and the relevant working conditions are met, and the foundation pit supporting structure is ensured to be in a safe and stable state in the construction stage of the basement structure and before earth backfilling.
Disclosure of Invention
In view of some problems existing in the prior art or potential problems, the invention provides a large-span and large-area support changing construction method for a core tube of a basement of an ultra-high deep foundation pit,
the technical scheme adopted by the invention for realizing the aim is as follows:
a support changing construction method for a large-span large area of a core cylinder of a basement of an ultra-high deep foundation pit comprises the following steps:
arranging profile steel upright columns on the raft foundation layer by layer until the next layer of structural slab in the core tube area is temporarily reserved;
synchronously constructing a profile steel upright and a full scaffold on the next layer, wherein the profile steel uprights of all layers are aligned up and down;
constructing a steel bar structure of a peripheral structural beam of the layer where the temporary core tube area is located on the full framing scaffold;
constructing a section steel support exchange beam of the temporary core cylinder area on the section steel upright column, wherein the section steel support exchange beam is fixed on the section steel upright column and a steel bar structure of the peripheral structural beam;
carrying out concrete pouring construction on the peripheral structural beam;
synchronously constructing a section steel upright post and a steel pipe scaffold on the upper layer of the temporary core tube area;
constructing a steel bar structure of the peripheral structural beam of the previous layer on the steel pipe scaffold;
constructing the section steel support-changing beam of the previous layer on the section steel upright column, wherein the section steel support-changing beam is fixed on the section steel upright column and the reinforcement structure of the peripheral structural beam of the previous layer; and
and carrying out concrete pouring construction on the peripheral structural beam on the upper layer.
Preferably, the top of the section steel upright post is provided with a head plate, and the head plate and the structural plate of the corresponding layer are filled with concrete.
Preferably, the section steel support exchanging beam at least comprises a first direction support exchanging beam and a second direction support exchanging beam which are arranged along different directions, the first direction support exchanging beam and the second direction support exchanging beam are positioned on the same horizontal plane, and one of the first direction support exchanging beam and the second direction support exchanging beam is disconnected at a joint and is welded together by using a splice plate.
Preferably, the section steel upright post outwards extends out of a bracket at the junction of the section steel exchange supporting beam, and the section steel exchange supporting beam is fixed on the corresponding bracket.
Preferably, the connecting steel plate is pre-buried when the peripheral structural beam is constructed;
and, when constructing the section steel exchange support beam, fixing the end of the section steel exchange support beam to the connection steel plate.
Preferably, connecting brackets are pre-buried when the peripheral structural beam is constructed;
and one side of the peripheral structure beam back to the section steel support replacing beam is provided with an inclined strut, and the inclined strut is fixed on the connecting bracket.
Preferably, when the concrete of the peripheral structural beam is poured, a hard rubber tube is preset in the steel bar structure, the surface of the hard rubber tube is grooved, the vibrating rod is inserted into the surface groove, the hard rubber tube forms a string tube in the steel bar structure, the concrete is conveyed downwards from the string tube, and the string tube and the vibrating rod are gradually lifted along with the upward floating of the concrete.
Preferably, when the concrete of the peripheral structural beam is poured and constructed, a vent groove is formed in a structural beam top surface formwork at a connecting node of the peripheral structural beam and the profile steel bracing beam.
Preferably, the ventilation groove is internally lined with a steel wire mesh.
Preferably, the area of the temporary core cylinder is a ground layer.
Due to the adoption of the technical scheme, the invention has the following beneficial effects:
1. under the condition that the large-span large area of the core cylinder needs to be changed and supported, the form that the profile steel upright post and the profile steel are changed and supported is adopted, lateral stress is effectively transmitted, the support is changed and supported, and compared with the form that the traditional concrete support and the lattice column are added, the material and the construction period are saved to a great extent.
2. In order to meet the requirement of function change of the upper core barrel, the form of the profile steel upright post and the profile steel support beam is adopted under the condition of the basement deep foundation pit, and the flow construction can be reasonably organized in other areas.
3. The method has the advantages of convenient construction by adopting the section steel, high installation speed, economy and environmental protection, and meanwhile, the section steel upright post and the section steel support replacing beam are connected or welded by adopting the high-strength bolt, so that the installation and the disassembly are convenient, and the immediate organization and the construction are convenient when the process of restoration is finished.
4. The method solves the difficult problem of concrete pouring of the structural beam at the joint of the profile steel support-replacing beam and the concrete structure, ensures the stress reliability of horizontal support replacement and has popularization value.
5. The method is energy-saving and environment-friendly: the traditional reinforced concrete as the material used by the force transmission belt can not be recycled, and does not accord with the green construction requirement, and the section steel support exchanging beam as the force transmission belt can be recycled after being used.
Drawings
In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the drawings needed to be used in the description of the embodiments will be briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings based on these drawings without creative efforts.
FIG. 1 is a main construction process flow chart of the large-span large-area support changing construction method for the core tube of the basement of the ultra-high deep foundation pit.
FIG. 2 is a flow chart of the construction process of the embodiment of the present invention applied to the basement with 4 floors underground.
FIG. 3 is a plan view of a steel section pillar according to an embodiment of the present invention.
FIG. 4 is a schematic view of a section steel upright of a large-span support changing area of a core tube in the embodiment of the invention.
FIG. 5 is a schematic view of the connection structure of the top end sealing plate of the steel section upright in the embodiment of the invention.
FIG. 6 is a schematic view of the connection structure of the bottom sealing plate of the section steel upright column in the embodiment of the invention.
Fig. 7 to 9 are schematic front and side views of an H-beam in an embodiment of the invention, the H-beam being lengthened using a web and a flange connecting plate, where fig. 7 is a schematic front view of the web connecting plate, fig. 8 is a schematic side view of the web connecting plate, and fig. 9 is a schematic front view of the flange connecting plate.
Fig. 10 and 11 are schematic front and side views of a node connection structure at a cut-off of an H-shaped steel bracing beam according to an embodiment of the present invention, in which fig. 10 is a schematic front view and fig. 11 is a schematic side view.
Fig. 12 and 13 are top and side views of a corbel connection structure at an interface of a section steel bracing beam and a section steel column according to an embodiment of the present invention, wherein fig. 12 is a top view and fig. 13 is a side view.
Fig. 14 and 15 are schematic views of a connection node structure of a section steel bracing beam and a peripheral structural beam in the embodiment of the invention, wherein fig. 14 is an overall schematic view, and fig. 15 is an enlarged detail schematic view.
Detailed Description
The embodiments of the present invention are described below with reference to specific embodiments, and other advantages and effects of the present invention will be easily understood by those skilled in the art from the disclosure of the present specification. The invention is capable of other and different embodiments and of being practiced or of being carried out in various ways, and its several details are capable of modification in various respects, all without departing from the spirit and scope of the present invention.
The invention is described in further detail below with reference to the figures and specific embodiments.
The invention aims to provide a large-span and large-area support changing construction method for a core tube of a basement of an ultra-high deep foundation pit.
Referring to fig. 1, the main construction process of the large-span large-area support-changing construction method for the core tube of the basement of the ultra-high deep foundation pit specifically comprises the following steps:
step 101: arranging profile steel upright columns on the raft foundation layer by layer until the next layer of structural slab in the core tube area is temporarily reserved;
step 102: synchronously constructing the profile steel upright posts and the full framing scaffold on the next layer, wherein the profile steel upright posts on each layer are aligned up and down;
step 103: constructing a steel bar structure of a peripheral structural beam on the layer where the core tube area is located on the full framing scaffold;
step 104: constructing a section steel support-changing beam for temporarily reserving the core cylinder area on the section steel upright column, wherein the section steel support-changing beam is fixed on the section steel upright column and a steel bar structure of the peripheral structural beam;
step 105: carrying out concrete pouring construction on the peripheral structural beams;
step 106: synchronously constructing a section steel upright post and a steel pipe scaffold on the upper layer of the temporary core tube area;
step 107: constructing a steel bar structure of a peripheral structural beam on the steel pipe scaffold;
step 108: constructing a previous layer of profile steel support-replacing beam on the profile steel upright column, wherein the profile steel support-replacing beam is fixed on the profile steel upright column and a reinforcement structure of a peripheral structural beam of the previous layer; and
step 109: and carrying out concrete pouring construction on the peripheral structural beam on the previous layer.
The main construction process of the large-span large-area support changing construction method for the core tube of the basement of the ultra-high deep foundation pit is described above, and the concrete construction scheme of the invention is specifically described below by taking a first underground layer (hereinafter referred to as a B1 layer) and a first ground layer (hereinafter referred to as an L1 layer) as the suspension construction areas of the core tube area. Wherein, the layer B1 is the above-mentioned temporary core tube area, the layer L1 is the upper layer of the above-mentioned temporary core tube area, and the layer L1 is a temporary core tube area, and its construction scheme is basically similar to the layer B1.
The core barrel needs to be subjected to functional design change according to relevant requirements, the core barrel and the extension area are constructed in stages, the structures of the core barrel areas corresponding to the B1 plate and the L1 plate are temporarily constructed, and after the whole underground structure is completed in the later stage, the construction is additionally carried out. The working condition causes huge cavities of the B1 board and the L1 board during the process of the underground structure back-building, and the large-span large-area of the 45m core tube is required to be replaced. The characteristics that shaped steel mechanical properties is good, bearing capacity is big, cross-section stability is good can make full use of, take the form that shaped steel stand + shaped steel trades the supporting beam as trading and propping the biography power area form, rational arrangement shaped steel stand and shaped steel trade the supporting beam, carry out the force analysis to each layer beam column node, design the structural connection department node, and take corresponding technical processing measure, under the construction that does not influence the frame and satisfy relevant operating mode condition, satisfy core section of thick bamboo large-span large region and trade and prop the requirement, guarantee basement structure construction stage, guarantee before the earthwork backfills that foundation ditch supporting structure is in safety, steady state.
As shown in fig. 2, a flow of the construction method for replacing the support of the core tube of the basement of the ultra-high deep foundation pit in the large-span and large-area of the core tube of the basement of the ultra-high deep foundation pit of the embodiment is shown.
B4 and B3 layer section steel upright post supporting system construction
According to design requirements, after the apartment building is constructed to the B2 floor, the core barrel and the extension area are constructed in stages, the corresponding area structures of the B1 plate and the L1 plate are constructed in a temporary suspension mode, and after the whole underground structure is finished in the later stage, the construction is carried out additionally. Due to the working condition, huge cavities exist in the B1 plate and the L1 plate during the process of building the underground structure, corresponding support changing measures need to be adopted, and effective transmission of support changing load is guaranteed. Need set up 52 altogether of H shaped steel stand 11 on the floor, for guaranteeing to avoid stress concentration, directly support H shaped steel stand 11 on raft foundation, the atress is stable, reduces the influence to floor structure, nevertheless because H shaped steel stand load is too big, its counter-force is about 70KN, originally surpasss the design of structural floor, for this reason, need transmit raft foundation with the stand load, then adopt full hall scaffold to construct more than the B2 layer. The steel column plane arrangement and related nodes are largely shown in figure 3.
As shown in figures 4 and 5, H400mm multiplied by 400mm multiplied by 13mm multiplied by 21mm is adopted for the H-shaped steel upright post 11, H400mm multiplied by 400mm multiplied by 13mm multiplied by 21mm is also adopted for the shaped steel bracing beam 12, a head sealing plate 111 is arranged on the top of the shaped steel upright post 11 below the floor of the B2 layer, the head sealing plate 111 adopts 500mm multiplied by 20mm, and C20 micro-expansion fine stone concrete 114 is adopted between the head sealing plate 111 and the corresponding structural plate of the upper layer for filling.
As shown in fig. 6, a bottom sealing plate 112 is arranged at the bottom of the profile steel upright 11, the bottom sealing plate 112 is of a specification of 500mm × 500mm × 20mm, and the bottom sealing plate 112 and the corresponding next layer of structural slab or raft foundation are connected and fixed by M12 expansion bolts 113.
Except for the noted materials, Q345B is adopted for steel materials, and E43 type is adopted for welding rods. The installation schematic diagram of the profile steel upright column is shown in the figure, the height of a welding line in the figure is 8mm except for special indication, and the periphery is fully welded. The profile steel column 11 is designed only by considering the self weight of the profile steel support beam and the profile steel column 11 shown in the figure and the self weight load (0.5kPa) of the temporary light steel roof, and any load except the self weight load cannot be applied.
B2 layer steel column construction and full framing scaffold
The temporary pause construction core tube area is (2100+26100+1900) × (2300+25950+2100) ═ 913.535 square meters, the distance in the east-west direction is 11200, 8750 and 10150. the full hall scaffold is constructed along with the section steel upright post, in order to ensure the construction safety of the section steel upright post, the distance between the upright posts is 1000mm, the step pitch is 1000mm, and the main keel in the bracket is a double steel tube, so that the upper load requirement can be met.
B1 layer steel counter-support installation
The steel is to propping the span great, adopts apartment building STT553 tower crane hoist to the assigned position during installation, and the shaped steel stand accurate butt joint of accomplishing with the construction in advance keeps the connected node accurate target in place, ensures that the load transmits downwards.
According to the field situation, when the length of the section steel is not enough, splicing connection is needed, the H-shaped steel uses the web connecting plate 115 and the flange connecting plate 116 to connect and lengthen a plurality of sections of the H-shaped steel, the web connecting plate 115 and the flange connecting plate 116 need to guarantee welding quality, a welding seam hf needs to be larger than or equal to 8mm, and the detailed node diagram is shown in fig. 7-9.
In order to ensure that the converted beam is anchored in the layer of beam or floor slab, the section steel supporting beams 12 are on the same horizontal plane, which requires that part of the section steel supporting beams 12 are at the disconnection position at the intersection, the single orthogonal section steel support needs to adopt the form of the splice plate 121 and the welding seam, and the horizontal supporting requirement can be met on the premise of ensuring the welding quality, and the connection structure at the node is shown in fig. 10 and 11.
As shown in fig. 12 and 13, the junction of the section steel support exchanging beam 12 and the section steel upright post 11 is processed in the form of a bracket 13, the section steel upright post 11 and the section steel support exchanging beam 12 are staggered by one position, the bracket 13 extends outwards from the section steel upright post 11, the section steel support exchanging beam 12 is fixed on the corresponding bracket 13, and the transmission of vertical load is ensured through welding seams.
Referring to fig. 14 and 15, the attachment of the steel exchange beam 12 to a perimeter structure, such as perimeter structure beam 14, is shown. The horizontal support is reliably connected with the edge structure girder, the connecting steel plate 15 is pre-buried when the peripheral structure girder is poured, and the connecting bracket 16 (the connecting bracket is positioned on one side of the peripheral structure girder, which is opposite to the structural steel support exchanging beam to be connected) is also constructed, so that the horizontal force is reliably transmitted to the structural floor.
(IV) B1 layer concrete pouring except the core barrel area
1. Concrete is a key link of core tube support changing construction, influences the relevant factors of horizontal stress stability, and has the following difficulties due to the support changing beam and the special modeling of an external structure:
(1) the hoop reinforcement of the peripheral structural beam is dense, the space is small due to the fact that the connecting steel plate 15 is embedded in the connecting position, the concrete is conveyed downwards, mortar in the mixture is hung by the hoop reinforcement easily, and the concrete at the bottom of the beam is lack of mortar.
(2) Because peripheral structure roof beam is girder deep beam, and the reinforcing bar is denser, the vibrating rod is difficult to be carried to the girder bottom, and at the promotion in-process, the vibrating rod is blocked by the stirrup easily, does not have the chance of reinserting the stick moreover.
(3) In the vibrating process, air bubbles generated in concrete are not easy to discharge and can be accumulated below the top surface template, so that top surface concrete honeycombs and pitted surfaces are caused, and the appearance of the concrete is influenced.
In view of the above difficulties, the embodiment of the present invention takes the following measures:
(1) before concrete is poured, a hard rubber pipe with the diameter of 150mm is inserted into a local joint, a groove with the width of 100mm is formed in the surface of the rubber pipe, a vibrating rod is placed in the groove, and the vibrating rod is lifted along with the lifting of the rubber pipe to keep the vibrating rod in the rubber pipe all the time. Meanwhile, the rubber tube is used as a string cylinder to downwards convey base mortar and bottom concrete.
(2) The vibrating rod with larger action radius of 70mm (radius) is selected, the vibrating rod and the rubber tube are firstly inserted into the inclined strut before concrete pouring, the vibrating rod and the rubber tube are lifted along with the concrete pouring, and each inclined strut vibrates once.
(3) The slump and the expansion of the concrete mixture are strictly controlled, a local part is cast on site before the construction of the large-area inclined strut concrete, and the slump of the concrete mixture is calculated to be 210-230 mm and the appearance quality of the cast concrete with the expansion of 370-450 mm is the best according to the experimental result. When large-area construction is carried out, the slump and the expansion are detected before pouring at each connecting position, and the concrete meeting the requirements is allowed to be poured.
(4) And air grooves are formed in the top surface formworks of the girder at the nodes at intervals of 2000 mm. The air channel height is 30mm, width 200mm, the inside lining fine steel wire net. When the diagonal bracing concrete is poured, a specially-assigned person lightly shakes the formwork with a 50mm (radius) vibrating rod on the top formwork, and simultaneously observes the bubbles in the vent grooves, so that the bubbles are discharged from the vent grooves as much as possible.
(V) erecting a steel pipe scaffold supporting system on the first floor (namely the first floor on the ground or the top plate of the basement)
In order to ensure the construction safety of the steel support, the distance between the vertical rods is 1000mm, the step pitch is 1000mm, and the main keel in the bracket is a double-steel pipe so as to meet the requirement of upper load.
(VI) installing the first layer of steel butt-bracing and treating the top
The steel is to propping the span great, adopts apartment building STT553 tower crane hoist to the assigned position during installation, and accurate butt joint with the steel stand of accomplishing of being under construction in advance keeps the connected node accurate target in place, ensures that the load is passed down, and its installed node is like B1 layer construction. And determining whether the monitoring data can be carried out or not according to the monitoring data condition in the process and at the moment, and immediately stopping construction when the monitoring data is abnormal during supporting construction. Basement frames have been avoided and not considered in project design and construction to withstand and transmit outside soil pressures.
Necessary anti-corrosion and fire-proof measures are needed during construction and the requirements of relevant specifications are met. If the waiting time exceeds 3 years, the support-replacing structure needs to be evaluated and reinforced.
(VII) examination and acceptance
1. The welding quality of the web steel plate and the flange steel plate at the position at the joint of the section steel and the section steel is checked, and welding can not be missed or the welding quality does not meet the quality requirement; the allowable deviation of the support profile steel blanking is controlled within 80 mm; the weld reinforcement of the full penetration groove welded joint is required to be within 0-4 mm.
2. Checking the welding quality of the welding position of the section steel beam and the embedded steel plate, wherein the welding seam is groove welding, and the steel plate is reinforced according to a scheme;
3. the girder support dismantling time at the joint is controlled through the pre-pressing report value of the test block under the same conditions reserved on site, the strength is generally controlled to be about 85%, and a proper amount of early strength agent can be added before the structural concrete is poured.
4. The manufacturing unit for constructing the auxiliary bearing such as the support or the connecting piece and the like should provide the quality certificate of the raw materials and the products.
According to the construction method for replacing the support of the core cylinder large-span large-area of the basement of the ultra-high deep foundation pit, under the condition that the support of the core cylinder large-span large-area needs to be replaced, the form that the profile steel upright posts and the profile steel are replaced with the support beams is adopted, so that the lateral stress and the support replacement are effectively transmitted, and compared with the traditional form that the concrete supports and the lattice posts are added, the material and the construction period are greatly saved.
In order to meet the requirement of function change of the upper core barrel, the form of the profile steel upright post and the profile steel support beam is adopted under the condition of the basement deep foundation pit, and the flow construction can be reasonably organized in other areas.
The method has the advantages of convenient construction by adopting the section steel, high installation speed, economy and environmental protection, and meanwhile, the section steel upright post and the section steel support replacing beam are connected or welded by adopting the high-strength bolt, so that the installation and the disassembly are convenient, and the immediate organization and the construction are convenient when the process of restoration is finished.
The method solves the difficult problem of concrete pouring of the structural beam at the joint of the profile steel support-replacing beam and the concrete structure, ensures the stress reliability of horizontal support replacement and has popularization value.
The method is energy-saving and environment-friendly: the traditional reinforced concrete as the material used by the force transmission belt can not be recycled, and does not accord with the green construction requirement, and the section steel support exchanging beam as the force transmission belt can be recycled after being used.
It should be noted that the structures, ratios, sizes, and the like shown in the drawings attached to the present specification are only used for matching the disclosure of the present specification, so as to be understood and read by those skilled in the art, and are not used to limit the conditions of the present invention, so that the present invention has no technical essence, and any structural modification, ratio relationship change, or size adjustment should still fall within the scope of the present invention without affecting the efficacy and the achievable purpose of the present invention. In addition, the terms "upper", "lower", "left", "right", "middle" and "one" used in the present specification are for clarity of description, and are not intended to limit the scope of the present invention, and the relative relationship between the terms and the terms is not to be construed as a scope of the present invention.
Although the present invention has been described with reference to a preferred embodiment, it should be understood that various changes, substitutions and alterations can be made herein without departing from the spirit and scope of the invention as defined by the appended claims.
Claims (10)
1. A large-span and large-area support changing construction method for a core tube of a basement of an ultra-high deep foundation pit is characterized by comprising the following steps:
arranging profile steel upright columns on the raft foundation layer by layer until the next layer of structural slab in the core tube area is temporarily reserved;
synchronously constructing a profile steel upright and a full scaffold on the next layer, wherein the profile steel uprights of all layers are aligned up and down;
constructing a steel bar structure of a peripheral structural beam of the layer where the temporary core tube area is located on the full framing scaffold;
constructing a section steel support exchange beam of the temporary core cylinder area on the section steel upright column, wherein the section steel support exchange beam is fixed on the section steel upright column and a steel bar structure of the peripheral structural beam;
carrying out concrete pouring construction on the peripheral structural beam;
synchronously constructing a section steel upright post and a steel pipe scaffold on the upper layer of the temporary core tube area;
constructing a steel bar structure of the peripheral structural beam of the previous layer on the steel pipe scaffold;
constructing the section steel support-changing beam of the previous layer on the section steel upright column, wherein the section steel support-changing beam is fixed on the section steel upright column and the reinforcement structure of the peripheral structural beam of the previous layer; and
and carrying out concrete pouring construction on the peripheral structural beam on the upper layer.
2. The ultra-high-rise deep foundation pit basement core tube large-span large-area support-changing construction method as claimed in claim 1, characterized in that: and a head plate is arranged at the top of the profile steel upright post, and the head plate and the structural plate of the corresponding layer are filled with concrete.
3. The ultra-high-rise deep foundation pit basement core tube large-span large-area support-changing construction method as claimed in claim 1, characterized in that: the profile steel support replacing beam at least comprises a first direction support replacing beam and a second direction support replacing beam which are arranged along different directions, wherein the first direction support replacing beam and the second direction support replacing beam are positioned on the same horizontal plane, and one of the first direction support replacing beam and the second direction support replacing beam is disconnected at a joint and is welded together by a splicing plate.
4. The ultra-high-rise deep foundation pit basement core tube large-span large-area support-changing construction method as claimed in claim 1, characterized in that: the shaped steel stand in with the juncture of shaped steel trades the brace beam outwards stretches out the bracket, the shaped steel trades the brace beam to be fixed in corresponding on the bracket.
5. The ultra-high deep foundation pit basement core tube large-span large-area support-changing construction method of claim 1, characterized in that connecting steel plates are pre-buried when the peripheral structural beams are constructed;
and, when constructing the section steel exchange support beam, fixing the end of the section steel exchange support beam to the connection steel plate.
6. The ultra-high deep foundation pit basement core tube large-span large-area support-changing construction method of claim 1, characterized in that connecting brackets are pre-buried when the peripheral structure beams are constructed;
and one side of the peripheral structure beam back to the section steel support replacing beam is provided with an inclined strut, and the inclined strut is fixed on the connecting bracket.
7. The ultra-high-rise deep foundation pit basement core tube large-span large-area support-changing construction method as claimed in claim 1, characterized in that: when the concrete of the peripheral structural beam is poured, a hard rubber tube is preset in the steel bar structure, the surface of the hard rubber tube is grooved, a vibrating rod is inserted into the surface groove, the hard rubber tube forms a string cylinder in the steel bar structure, the concrete is conveyed downwards from the string cylinder, and the string cylinder and the vibrating rod are gradually lifted along with the upward floating of the concrete.
8. The ultra-high-rise deep foundation pit basement core tube large-span large-area support-changing construction method as claimed in claim 1, characterized in that: and when the concrete of the peripheral structural beam is poured and constructed, a ventilation groove is formed in a structural beam top surface template at the connecting node of the peripheral structural beam and the profile steel support replacing beam.
9. The ultra-high-rise deep foundation pit basement core tube large-span large-area support-changing construction method as claimed in claim 8, characterized in that: and a steel wire mesh is lined in the ventilation groove.
10. The ultra-high-rise deep foundation pit basement core tube large-span large-area support-changing construction method as claimed in claim 1, characterized in that: the area of the temporary core cylinder is a ground layer.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811035420.8A CN108951643B (en) | 2018-09-06 | 2018-09-06 | Super high-rise deep foundation pit basement core tube large-span large-area support changing construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811035420.8A CN108951643B (en) | 2018-09-06 | 2018-09-06 | Super high-rise deep foundation pit basement core tube large-span large-area support changing construction method |
Publications (2)
| Publication Number | Publication Date |
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| CN108951643A CN108951643A (en) | 2018-12-07 |
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| CN116497946A (en) * | 2023-05-05 | 2023-07-28 | 中建三局集团(深圳)有限公司 | Tower separation type synchronous growth construction method |
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| CN103938755A (en) * | 2014-05-09 | 2014-07-23 | 中船第九设计研究院工程有限公司 | Shock insulation structure for under-shaft hanging type transfer girders, and construction method of shock insulation structure |
| CN203808281U (en) * | 2014-05-09 | 2014-09-03 | 中船第九设计研究院工程有限公司 | Shock isolation structure for shaft bottom-hung conversion brackets |
| CN204435388U (en) * | 2014-12-24 | 2015-07-01 | 重庆建工住宅建设有限公司 | Deep foundation ditch stage construction support changing structure for use |
| CN105625568A (en) * | 2015-12-31 | 2016-06-01 | 潍坊昌大建设集团有限公司 | Fabricated concrete orthogonal spatial space grid box type tube-in-tube structure and making method thereof |
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| CN103938755A (en) * | 2014-05-09 | 2014-07-23 | 中船第九设计研究院工程有限公司 | Shock insulation structure for under-shaft hanging type transfer girders, and construction method of shock insulation structure |
| CN203808281U (en) * | 2014-05-09 | 2014-09-03 | 中船第九设计研究院工程有限公司 | Shock isolation structure for shaft bottom-hung conversion brackets |
| CN204435388U (en) * | 2014-12-24 | 2015-07-01 | 重庆建工住宅建设有限公司 | Deep foundation ditch stage construction support changing structure for use |
| CN105625568A (en) * | 2015-12-31 | 2016-06-01 | 潍坊昌大建设集团有限公司 | Fabricated concrete orthogonal spatial space grid box type tube-in-tube structure and making method thereof |
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