CN211421135U - Bottom plate steel bar system for main structure of shield well foundation pit - Google Patents
Bottom plate steel bar system for main structure of shield well foundation pit Download PDFInfo
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- CN211421135U CN211421135U CN201921891938.1U CN201921891938U CN211421135U CN 211421135 U CN211421135 U CN 211421135U CN 201921891938 U CN201921891938 U CN 201921891938U CN 211421135 U CN211421135 U CN 211421135U
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Abstract
The utility model discloses a bottom plate steel bar system for shield constructs well foundation pit major structure, this bottom plate reinforcing bar adopt double-deck reinforcing bar net, and this system includes upper reinforcing bar net, sets up the split heads below the upper reinforcing bar net, is provided with the bottom plate reinforcing bar below the split heads, and the lower surface of bottom plate reinforcing bar is provided with the cushion, and the cushion sets up on the bed course. The above technical scheme of the utility model, following beneficial effect has: by adopting the method of the utility model, the construction speed is fast, a large amount of manpower is saved, and the production cost is reduced; the construction arrangement is more reasonable, the construction progress is accelerated, the construction period and unnecessary labor cost are saved, and the task can be smoothly completed within a shorter construction period.
Description
Technical Field
The utility model relates to a construction technical field, in particular to a bottom plate steel bar system for shield constructs well foundation pit major structure.
Background
The project civil engineering construction 06 contract segment of Beijing subway No. 17 is located in the sunny region of Beijing City, and the north street of south-rising Taiyang palace and the north-crossing of the middle street of Taiyang palace to the Beijing west station of subway No. 15, which is approximately in the south-north direction. The mark section comprises a station-to-station interval, a Sunggong-Tanjing-West station interval and a Tanjing-West station.
The hope section is a shield section and a mine section, the line is a double-hole double-line, the starting-point mileage K30+700.98 is designed in the section, the terminal-point mileage K32+986.832 is designed, the total length is about 2275m (including 440m parking line section), the section includes 554.5m mine construction section and 3889m shield construction section. An air shaft and a connecting channel (the air shaft is used as a track panel well in the later period) are arranged, open cut construction is adopted, the connecting channel at 3 places (the mining construction is adopted), and two shield starting wells are respectively arranged above the intervals of K32+619.890 and K32+ 927.649.
The scheme aims at a Beijing subway 17 # line engineering civil engineering construction 06 contract segment Suogong station-Beijing Western station interval, and the foundation pit excavation of a No. 1 shield starting well and a construction vertical well and a No. 2 shield starting well and a construction vertical well (the foundation pit depth of the No. 1 shield well is 32.26m, the foundation pit depth of the No. 2 shield well is 32.25m, and the excavation depth exceeds more than 5 m), the method saves manpower and financial resources, and accelerates the construction progress on the premise of ensuring the construction safety.
SUMMERY OF THE UTILITY MODEL
The utility model aims to solve the technical problem that a bottom plate steel bar system for shield constructs well foundation ditch major structure is provided.
The utility model discloses the technical problem that solve is realized through following technical scheme:
the utility model provides a bottom plate steel bar system for shield constructs well foundation ditch major structure, the bottom plate reinforcing bar adopts double-deck reinforcing bar net, the system includes upper reinforcing bar net, set up the split heads below the upper reinforcing bar net, be provided with the bottom plate reinforcing bar below the split heads, the lower surface of bottom plate reinforcing bar is provided with the cushion, the cushion sets up on the bed course.
Preferably, in the above technical solution, the peripheral intersections of the double-layer reinforcing mesh are fixedly connected, and the middle portions are alternately connected.
Preferably, in the above technical scheme, the split heads comprise upright rods and diagonal rods, the bottoms of the upright rods are closely attached to the waterproof layer and are welded at the intersection of east-west, south-north and lower iron; one end of the inclined rod is welded with the vertical rod, and the other end of the inclined rod is welded with the lower iron.
Preferably, in the above technical solution, the split heads include vertical bars and diagonal bars, and the number of the diagonal bars is not less than 50% of the total number of the vertical bars.
Preferably, in the above technical scheme, the double-layer reinforcing mesh further comprises a lower layer reinforcing mesh, hooks of the lower layer reinforcing mesh face upward, and hooks of the upper layer reinforcing mesh face downward.
The above technical scheme of the utility model, following beneficial effect has:
(1) adopt the utility model discloses a structure has guaranteed that whole engineering construction speed is fast, saves a large amount of manpowers, reduction in production cost.
(2) The construction arrangement is more reasonable, the construction progress is accelerated, the construction period and unnecessary labor cost are saved, and the task can be smoothly completed within a shorter construction period.
Drawings
Fig. 1 is the utility model discloses a bottom plate steel bar system's schematic diagram for shield constructs well foundation pit major structure.
Fig. 2 is a sectional view taken along the plane a-a of fig. 1.
Detailed Description
The following detailed description of the present invention is provided to facilitate further understanding of the invention.
The utility model provides a bottom plate steel bar system for shield constructs well foundation ditch major structure, the bottom plate reinforcing bar adopts double-deck reinforcing bar net, and the system includes upper reinforcing bar net, sets up split heads 1 below the upper reinforcing bar net, is provided with bottom plate reinforcing bar 2 below split heads 1, and the lower surface of bottom plate reinforcing bar 2 is provided with cushion 3, and cushion 3 sets up on bed course 4. The peripheral cross points of the double-layer reinforcing mesh are fixedly connected, and the middle parts of the double-layer reinforcing mesh are connected in a staggered mode. The split heads comprise vertical rods and inclined rods, wherein the bottoms of the vertical rods are closely attached to the waterproof layer and are welded at the intersection of east-west, south-north and lower iron; one end of the diagonal rod is welded with the vertical rod, and the other end of the diagonal rod is welded with the lower iron. The split heads 1 comprise upright stanchions and diagonal poles, and the number of the diagonal poles is not less than 50 percent of the total number of the upright stanchions. The double-layer reinforcing mesh also comprises a lower-layer reinforcing mesh, wherein hooks of the lower-layer reinforcing mesh face upwards, and hooks of the upper-layer reinforcing mesh face downwards.
A construction method of a main structure of a shield well foundation pit comprises the following steps:
no. 1 shield shaft construction sequence:
the method comprises the steps of flatly constructing a grounding net on a substrate → casting a bottom plate concrete cushion layer → laying a bottom plate and a part of waterproof layers (the height of the side wall waterproof layer is 45cm) → binding steel bars of the bottom plate and the part of side walls (the height of the side wall is 35cm) → formwork support of the bottom plate and the part of side walls → casting concrete → dismantling a sixth steel support and constructing a reverse support after the concrete reaches a design strength value → erecting a scaffold → laying the side wall waterproof layer to a position 90cm away from the bottom of a fifth steel support → installing a side wall formwork (a waist beam) to a position 100cm away from the bottom of the fifth steel support → casting concrete → dismantling the fifth steel support and constructing a reverse support after the concrete reaches the design strength value. → erecting a scaffold → erecting a side wall waterproof layer to a position 90cm away from the bottom of the fourth steel support → erecting a scaffold → installing a side wall (waist beam and ring beam) template to a position 100cm away from the bottom of the fourth steel support → pouring concrete → dismantling a third steel support after the concrete reaches the design strength value → erecting a scaffold → laying a side wall waterproof layer to a position 90cm away from the bottom of the third steel support → installing a side wall (waist beam) template to a position 100cm away from the bottom of the third steel support → pouring concrete → dismantling a second steel support after the concrete reaches the design strength value → erecting a scaffold → laying a side wall waterproof layer to a position 10cm above the top of the first waist beam → installing a side wall template to the top of the first waist beam → pouring concrete → erecting a side wall waterproof layer to the top of the first waist beam
No. 2 shield constructs the well construction order:
the method comprises the steps of flatly constructing a grounding net on a substrate → pouring a concrete cushion layer of the substrate → laying a bottom plate and a part of a waterproof layer (the height of the waterproof layer of a side wall is 45cm) → binding steel bars of the bottom plate and a part of the side wall (the height of the side wall is 35cm) → binding steel bars of the bottom plate and a part of the side wall → erecting a formwork of the bottom plate and a part of the side wall → pouring concrete → removing a sixth steel support after the concrete reaches a design strength value → erecting a scaffold → laying a waterproof layer of the side wall to a position 90cm away from the bottom of the fifth steel support → erecting a side wall formwork to a position 100cm away from the bottom of the fourth steel support → pouring concrete → removing a fifth steel support after the concrete reaches the design strength value → erecting a scaffold → erecting the concrete → erecting a fourth steel support after the concrete reaches the design strength value → erecting a scaffold → laying a waterproof layer of the side wall to a position 90cm away from the bottom of the fourth steel support → erecting a side wall (the side wall Setting a scaffold → laying a side wall waterproof layer to a position 90cm away from the bottom of the third steel support → installing a side wall (waist beam) template to a position 100cm away from the bottom of the third steel support → pouring concrete → after the concrete reaches a design strength value, dismantling the second steel support → erecting the scaffold → laying the side wall waterproof layer to a position 10cm above the top of the first waist beam → installing a side wall template to the top of the first waist beam → pouring concrete.
The detailed shield well structure is divided into the following construction steps:
(1) the first step is as follows: pouring a bottom plate cushion layer and laying a waterproof layer; and constructing part of the side wall of the bottom plate to the position below the sixth steel support.
(2) The second step is that: when the second section of side wall is poured, the replacement support steel plates are pre-buried, HL1 and HL3 are poured to the elevation 14.22m, and the temporary waist beam is poured. And after the form removal is finished, the lateral steel pipe of the full support props against the side wall. After the strength of the second section of side wall reaches 70% of the design value, two double-spliced I22a I-shaped steel beams are erected. The elevation of the I-shaped steel of the first double-spliced I22a is 13.2m in the north-south direction, and the elevation of the I-shaped steel of the second double-spliced I22a is 14.1m in the east-west direction. And monitoring the fifth steel support is strengthened.
(3) The third step: and when the third section of side wall is poured, pouring YL2, pouring HL1 and HL3 to the top of YL2, and embedding the replacement support steel plate. And after the form removal is finished, the lateral steel pipe of the full support props against the side wall. And erecting two double-spliced I22a I-shaped steel after the strength of the third section side wall reaches 70% of the design value. The elevation of the I-shaped steel of the third double-spliced I22a is 16.8m in the east-west direction, and the elevation of the I-shaped steel of the fourth double-spliced I22a is 18.7m in the north-south direction.
(4) The fourth step: and when the fourth section of side wall is poured, pouring YL2 at the same time, and embedding the replacement support steel plate. And after the form removal is finished, the lateral steel pipe of the full support props against the side wall.
(5) The fifth step: and removing the third steel support, and pouring YL2 at the same time when pouring the fifth-section side wall.
(6) And a sixth step: and (4) removing the second steel support, laying a side wall waterproof layer, and after the first waist beam side wall is poured, monitoring the side wall and the double-spliced I22a I-shaped steel. And (3) constructing the horsehead door pipe shed while removing the full hall support from top to bottom, and pouring the rest HL1 and HL3 to form closed HL1 and HL3 after the pipe shed is constructed.
(7) The seventh step: and after the shield interval and the mining method interval are constructed, constructing a shield well structural plate, laying a roof waterproof layer, backfilling and covering soil below the first support, removing the first support, and backfilling to the ground.
The following concrete details are explained by taking the construction process as an example:
and (3) construction resource allocation: because the construction period is tight, enough labor input must be ensured, and simultaneously, the input labor and the device arrangement are reasonably distributed to ensure the smooth operation of the whole project;
the construction method comprises the following steps:
(1) general materials for the subject Structure:
summary of shield well materials No. 1: this engineering design mainly adopts C40P 12 concrete, HPB300, HRB400E reinforcing bar, and the net protective layer thickness of reinforcing bar: the upstream surface of the bottom plate is 35mm, and the back surface of the bottom plate is 45 mm; the inner side of the inner lining wall is 40mm, and the outer side of the inner lining wall is 50 mm; outer side wall: the upstream surface is 45mm, and the backside surface is 35 mm.
Summary of shield well materials No. 2: this engineering design mainly adopts C40P 12 concrete, HPB300, HRB400E reinforcing bar, and the net protective layer thickness of reinforcing bar: the upstream surface of the bottom plate is 35mm, and the back surface of the bottom plate is 45 mm; the inner side of the inner lining wall is 40mm, and the outer side of the inner lining wall is 50 mm; outer side wall: the upstream surface is 45mm, and the backside surface is 35 mm.
(2) Construction of stray current:
the structural steel bars on the inner surface layer of the tunnel main body within the range of 1800mm above the road bed surface are welded according to the following requirements: and selecting a transverse steel bar to be welded with all crossed longitudinal steel bars at intervals not exceeding 5000mm, wherein the transverse steel bar is an electrically continuous whole, and if lapping exists, lap welding is carried out on the longitudinal steel bars. One longitudinal steel bar is selected to serve as a welding main bar below each steel rail, 3 longitudinal steel bars are respectively selected to serve as welding main bars on the inner side (near a measurement and prevention terminal) of the side wall and are welded with all crossed transverse steel bars, the welding main bars are electrically connected in each structural section, and if lapping is needed, lapping welding is needed.
Survey and prevent terminal setting requirement: and leading out a measuring and preventing terminal in other structural reinforcements welded on the side walls at two sides of the structural joint which enables the longitudinal structural reinforcements not to be completely and electrically continuous, such as deformation joints, and arranging 2 structural reinforcements corresponding to each structural joint on each side wall. And leading out a defense measuring terminal in structural steel bars welded on the side wall of the interval at the interface of the interval and the shield well structure and the vertical well, wherein 1 side wall of each side wall corresponds to each structural joint. The measuring and preventing terminal is welded with transverse steel bars selected every 5000mm, and the specific manufacturing method is shown in 'manufacturing and mounting diagram of measuring and preventing terminals of underground stations and inter-section tunnels'.
(3) Processing and connecting steel bars: the construction of the steel bars shall comply with the national standard regulations.
Processing the steel bars: derusting the steel bar, straightening the derusted steel bar, cutting the steel bar, bending and forming.
Connecting steel bars: structural beam, slab, wall
And the steel bars need to adopt straight thread connection joints; the individual steel bars which cannot be connected by the straight threads are connected by welding, and the lap welding length of the steel bars must meet the requirements of design and specification.
And (3) steel bar installation: binding wires, binding tools, and the like are prepared for binding.
Firstly, the reinforcing bar net is bound, the cross points of two rows of reinforcing bars at the periphery are firmly bound at each point, and the cross points at the middle part can be firmly bound at intervals in a staggered way, but the stressed reinforcing bars are ensured not to be displaced. The reinforcing mesh of the two-way main reinforcement needs to fasten all the steel bars at the intersection points. During binding, the steel wire buckles at the adjacent binding points are in a splayed shape so as to prevent the net sheet from being inclined and deformed. The second floor reinforcing steel bar adopts a double-layer reinforcing mesh (such asAs shown in fig. 1), a steel bar split heads 1 should be arranged under the upper layer steel bar mesh (the split heads are used for steel bars)
And (3) processing and manufacturing the steel bars, wherein the bottoms of the vertical rods are closely attached to the waterproof protective layer, arranged at the intersection of the east-west lower iron, the south-north lower iron and sequentially spot-welded with the lower irons. The east-west distance and the north-south distance of the vertical rods of the split heads are 1200 mm. The split heads are provided with cross bars at the iron on the bottom plate and the iron steel bar under HL 1. In order to ensure the stability of the steel bars of the split heads, the inclined rods are arranged for reinforcement, one end of each inclined rod is welded with the vertical rod, and the other end of each inclined rod is welded with the lower iron. The inclined rods are not less than 50% of the total number of the vertical rods) so as to ensure that the position of the steel bars is correct. The hooks of the lower layer steel bars are upward, and the hooks of the upper layer steel bars of the double-layer steel bar mesh are downward. The joint bar of usefulness is connected with the basis to the roof beam muscle, and the terminal bending steel muscle of joint bar must be fixed firm with the bottom reinforcing bar, and simultaneously, the additional stirrup of roof beam welds with the additional joint bar to cause the axis skew. And reserving side wall reinforcing steel bars at the bottom plate according to a design drawing.
Secondly, binding the beam and the side wall steel bars, removing the soft and weak concrete layer at the joint part of the foundation or the lower part → manually matching and cleaning sundries → popping and releasing position lines, template control lines, reserved hole opening lines → checking and adjusting the position of the vertical bars → lapping and welding the vertical bars → adjusting the verticality of the vertical bars → binding the stirrups → binding ladder bars and horizontal steel bars, beam bars and tie bars → installing clamps for controlling the displacement of the vertical bars on the upper part → blocking construction joint steel wire meshes and the like → installing protective layer cushion blocks. The ladder muscle is adopted in the location of horizontal reinforcement, sets up when the vertical reinforcing bar of ligature wall body, and every wall is no less than 2, and the ladder muscle is because spot welding, so will be greater than the wall longitudinal reinforcement a little. Roughening treatment: and (4) removing floating pulp to ensure the construction quality of the joint. The beam stirrup is perpendicular to the stressed bar, the bent hook superposition position is staggered along the stressed bar direction to form binding, the stirrup corner and the longitudinal steel bar cross point are firmly bound (the straight part of the stirrup and the longitudinal steel bar cross point can be firmly bound at intervals), the binding buckles are mutually bound to form a splayed shape during the binding of the stirrup, the stirrup is flat and straight, the opening is staggered diagonally to form spiral binding, the specification interval is according to a drawing, the tail part of a steel wire faces the beam, and the starting position of the stirrup is detailed in a construction drawing. The beam is connected with the vertical steel bar of the wall body by straight threads. The length of the wall reinforcing bars is limited by the steel purlin.
And then carrying out ring beam steel bar construction and beam and plate steel bar construction.
(4) Bedding construction
(5) Form design and installation
The structural template is selected from the following specifications: (1) 15mm plywood is used for all walls, plates and beams; (2) wall, board, two 120mm flitch of roof beam main joist. (3) The side walls and the waist beams adopt single-side supporting molds, and the peripheries of the full socket type disc buckle supports are oppositely supported; (4) the wall, plate and beam templates are subjected to load checking calculation under the worst condition, and different supporting systems are subjected to checking calculation respectively, so that the safety of the templates and the supporting systems is ensured.
The guide wall template is prepared on site according to the drawing size, the template is made of 15mm plywood, the back edge is made of 100 multiplied by 100mm battens, the template is processed into a whole, and the template is fixed by embedded steel bars connected with structural steel bars. The longitudinal distance between the embedded steel bars is 0.6m, wherein one embedded steel bar close to the wall is shared with the embedded steel bars of the side wall template. When the template is dismantled, the fixed knot above the reinforcing steel bar is cut off, and the template is pried upwards. And determining the template configuration and supporting mode according to the heights of the guide walls at different parts.
Side wall template: the steel support is demolishd to this engineering side wall, and the layering is whole pours, and side wall unilateral formwork all adopts full hall support formwork form, and horizontal steel pipe supports the opposite side wall face.
Side wall template system: no. 1 shield constructs well underground four-layer wall 6.36m, and underground three-layer wall height 5.5m, and underground two-layer wall height 4.15m, and underground one-layer wall height 3.95m all adopts full hall support as wall form support. 7.60m of underground four-layer wall body of the second shield well, 4.095m of height of underground three-layer wall body, 4.155m of height of underground two-layer wall body and 4.10m of height of underground one-layer wall body are all supported by full-space supports as wall templates. A fastener type template bracket is erected on the bottom plate, the longitudinal and transverse spacing is 900mm multiplied by 900mm, and the step pitch is 1000 mm. And the plywood on the surface of the first-step wall body is combined and fastened by adopting a bolt member to strengthen the overall stability of the side wall formwork after the first-step wall body is poured, and a tool type bolt is used for tensioning the plywood and a main beam outside the formwork. The diameter is buried underground at the axillary angle and is 80 mm's PVC pipe, and the PVC pipe is arranged along distance axillary angle side wall 300mm, vertically along axillary angle 900 mm.
Side wall waist rail template: in order to ensure the size of the internal corner part of the end wall, a mode of supporting a formwork on one side is adopted.
The template configuration comprises middle plate template configuration, top plate template configuration, ring beam template configuration, template stacking, template installation and template dismantling. The process for installing the template comprises the following steps: installing a bracket → installing a main keel → installing a secondary keel → adjusting the elevation and arching of the lower skin of the floor slab → paving a panel → checking the elevation and the flatness of the upper skin of the template → acceptance.
(6) Designing and installing a scaffold;
(7) pouring concrete;
(8) and (5) performing inverted support construction.
The structure of the utility model ensures the construction speed to be fast, saves a large amount of manpower and reduces the production cost; the construction arrangement is more reasonable, the construction progress is accelerated, the construction period and unnecessary labor cost are saved, and the task can be smoothly completed within a shorter construction period.
Although the present invention has been described with reference to the above embodiments, it is not intended to limit the present invention, and various alternatives and modifications can be made by those skilled in the art without departing from the spirit and scope of the present invention.
Claims (5)
1. The utility model provides a bottom plate steel bar system for shield structure well foundation ditch major structure, a serial communication port, the bottom plate reinforcing bar adopts double-deck reinforcing bar net, the system includes upper reinforcing bar net, set up the split heads below the upper reinforcing bar net, be provided with the bottom plate reinforcing bar below the split heads, the lower surface of bottom plate reinforcing bar is provided with the cushion, the cushion sets up on the bed course.
2. The system of claim 1, wherein the double layers of reinforcing meshes are fixedly connected at their intersections and alternately connected at their central portions.
3. The bottom plate steel bar system for the main structure of the shield well foundation pit is characterized in that the split heads comprise vertical rods and inclined rods, the bottoms of the vertical rods are closely attached to a waterproof layer and are welded at intersections of east-west, south-north and lower irons; one end of the inclined rod is welded with the vertical rod, and the other end of the inclined rod is welded with the lower iron.
4. The floor reinforcing system for a shield well foundation pit main body structure of claim 3, wherein the split heads comprise vertical rods and diagonal rods, and the number of the diagonal rods is not less than 50% of the total number of the vertical rods.
5. The system of claim 1, wherein the double-layer reinforcing mat further comprises a lower layer reinforcing mat, hooks of the lower layer reinforcing mat face upward, and hooks of the upper layer reinforcing mat face downward.
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| CN201921891938.1U CN211421135U (en) | 2019-11-05 | 2019-11-05 | Bottom plate steel bar system for main structure of shield well foundation pit |
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| CN201921891938.1U CN211421135U (en) | 2019-11-05 | 2019-11-05 | Bottom plate steel bar system for main structure of shield well foundation pit |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110820752A (en) * | 2019-11-05 | 2020-02-21 | 中铁二十二局集团轨道工程有限公司 | Bottom plate steel bar system and shield well foundation pit main structure construction method comprising same |
| CN115233720A (en) * | 2022-08-28 | 2022-10-25 | 中建八局第一建设有限公司 | Super-thick radiation-proof raft plate L-shaped construction joint structure and construction method |
-
2019
- 2019-11-05 CN CN201921891938.1U patent/CN211421135U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110820752A (en) * | 2019-11-05 | 2020-02-21 | 中铁二十二局集团轨道工程有限公司 | Bottom plate steel bar system and shield well foundation pit main structure construction method comprising same |
| CN115233720A (en) * | 2022-08-28 | 2022-10-25 | 中建八局第一建设有限公司 | Super-thick radiation-proof raft plate L-shaped construction joint structure and construction method |
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