CN117431929A - Construction process for controlling deformation of I-steel joint - Google Patents
Construction process for controlling deformation of I-steel joint Download PDFInfo
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- CN117431929A CN117431929A CN202311475606.6A CN202311475606A CN117431929A CN 117431929 A CN117431929 A CN 117431929A CN 202311475606 A CN202311475606 A CN 202311475606A CN 117431929 A CN117431929 A CN 117431929A
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 131
- 239000010959 steel Substances 0.000 title claims abstract description 131
- 238000010276 construction Methods 0.000 title claims abstract description 96
- 238000000034 method Methods 0.000 title claims abstract description 47
- 230000002787 reinforcement Effects 0.000 claims abstract description 52
- 239000004567 concrete Substances 0.000 claims abstract description 39
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 16
- 238000004519 manufacturing process Methods 0.000 claims abstract description 10
- 239000002002 slurry Substances 0.000 claims description 28
- 238000004140 cleaning Methods 0.000 claims description 16
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 14
- 239000013049 sediment Substances 0.000 claims description 14
- 239000002689 soil Substances 0.000 claims description 11
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 10
- 238000009412 basement excavation Methods 0.000 claims description 10
- 238000013461 design Methods 0.000 claims description 8
- 230000001680 brushing effect Effects 0.000 claims description 7
- 238000001514 detection method Methods 0.000 claims description 7
- 230000005641 tunneling Effects 0.000 claims description 7
- 230000008021 deposition Effects 0.000 claims description 5
- 229910052742 iron Inorganic materials 0.000 claims description 5
- 239000004576 sand Substances 0.000 claims description 5
- 230000000630 rising effect Effects 0.000 claims description 3
- 239000000565 sealant Substances 0.000 claims description 3
- 238000009941 weaving Methods 0.000 claims description 3
- 238000012360 testing method Methods 0.000 claims description 2
- 230000000694 effects Effects 0.000 abstract description 4
- 238000009435 building construction Methods 0.000 abstract description 2
- 238000003466 welding Methods 0.000 description 13
- 238000012545 processing Methods 0.000 description 12
- 238000002360 preparation method Methods 0.000 description 7
- 238000003860 storage Methods 0.000 description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 4
- 239000011241 protective layer Substances 0.000 description 3
- 238000009432 framing Methods 0.000 description 2
- 238000012958 reprocessing Methods 0.000 description 2
- 238000007789 sealing Methods 0.000 description 2
- 238000004062 sedimentation Methods 0.000 description 2
- 238000009825 accumulation Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
- 230000001939 inductive effect Effects 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
- 230000008093 supporting effect Effects 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
- E02D5/187—Bulkheads or similar walls made solely of concrete in situ the bulkheads or walls being made continuously, e.g. excavating and constructing bulkheads or walls in the same process, without joints
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D1/00—Investigation of foundation soil in situ
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
-
- 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
- E02D17/06—Foundation trenches ditches or narrow shafts
- E02D17/08—Bordering or stiffening the sides of ditches trenches or narrow shafts for foundations
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
- E02D5/185—Bulkheads or similar walls made solely of concrete in situ with flexible joint members between sections
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- General Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Chemical & Material Sciences (AREA)
- Analytical Chemistry (AREA)
- Soil Sciences (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The application relates to the field of building construction, in particular to a construction process for controlling deformation of an I-steel joint, which comprises the following steps of preparing for construction; preparing a ground connecting wall adapting to the construction size; digging a foundation pit according to the actual construction condition; the number of extremely connected walls, the strength of the concrete required for the connected walls, and the level of impermeability; designing a guide wall, and performing guide wall construction; reinforcing the I-steel, and arranging the I-steel at the joint of the guide wall; designing a groove, and performing groove forming construction; manufacturing a reinforcement cage on site; hoisting the manufactured reinforcement cage; and (5) concrete pouring is carried out. The method has the effect of reducing deformation conditions at the joint of the I-steel.
Description
Technical Field
The application relates to the field of building construction, in particular to a construction process for controlling deformation of an I-steel joint.
Background
The construction of the underground continuous wall is to excavate a long and narrow deep groove and clear foundation on the ground of a planned underground building by a special grooving machine along a designed position under the condition of mud wall protection, sink a reinforcement cage in the groove and pour underwater concrete to construct a section of reinforced concrete wall; and connecting a plurality of wall webs into a whole to form a continuous underground wall. The method can be applied to retaining walls of underground railways, underground parking lots, docks, port revetments, bridge foundations, dams, large foundation supports, high-rise basements, underground oil tanks, vertical shafts, deep cutting, deep excavation slopes and the like. The main working procedures of the underground diaphragm wall include building guide wall, grooving, bottom cleaning, processing of reinforcement cage, joint lifting of the underground diaphragm wall, concrete pouring and the like.
The underground diaphragm wall can be combined with the inner support and the main body structure, namely (two walls are combined) by adopting the forward method, the reverse method and the half reverse method, has small construction vibration, low noise, high wall rigidity, good seepage-proofing performance and small disturbance to surrounding foundations, and can form the diaphragm wall with great bearing capacity. The underground diaphragm wall is suitable for being used as an external wall of a main underground structure at the same time, namely, two walls are combined into one. In the construction process of the diaphragm wall, the diaphragm wall has the advantages of multiple joint forms, high I-steel joint strength, good water stopping effect, good integral structure effect, easy cleaning of joint mud and the like, and can be widely applied to the construction of the diaphragm wall. By researching the deformation of the I-shaped steel of the underground continuous wall with different depths, the welding requirement of the underground continuous wall is high, the processing quality requirement is high, the protection is difficult in the construction of the anti-turbulence iron sheet, and the turbulence of joints is a main factor for inducing water and sand gushing accidents.
In view of the above related art, the inventors consider that there is a defect in that the deformation of the i-steel affects the strength of the wall-to-wall.
Disclosure of Invention
In order to reduce deformation conditions of the I-steel joint, the application provides a construction process for controlling deformation of the I-steel joint.
The application provides a control I-steel connects deformation construction process, adopts following technical scheme:
a construction process for controlling deformation of an I-steel joint comprises the following steps:
preparing construction;
preparing a ground connecting wall adapting to the construction size;
digging a foundation pit according to the actual construction condition;
the number of extremely connected walls, the strength of the concrete required for the connected walls, and the level of impermeability;
designing a guide wall, and performing guide wall construction;
reinforcing the I-steel, and arranging the I-steel at the joint of the guide wall;
designing a groove, and performing groove forming construction;
manufacturing a reinforcement cage on site;
hoisting the manufactured reinforcement cage;
and (5) concrete pouring is carried out.
By adopting the technical scheme, the I-steel joint is optimized through strengthening the I-steel, the reinforcing steel bar reinforcing and mixing rigidity is realized by welding the reinforcing steel bar on the large part of the deformation of the I-steel for the wall connection with different depths, and the reinforcing steel bar reinforcing and mixing rigidity is increased on the large part of the deformation of the I-steel.
Preferably, the reinforcing the i-beam, disposing the i-beam at the joint of the guide wall, includes the steps of:
repairing joints at the I-steel joints by using sealant;
two sides of the I-steel are symmetrically provided with one or more fixing plates;
the fixing plate is tightly fixed with the I-steel;
and (3) fixing by adopting a plurality of groups of bolts, backfilling sand bags at the joint, and controlling the bottom of the guide pipe within 50cm of concrete.
By adopting the technical scheme, the deformation of the I-steel caused by the impact force of the concrete is reduced.
Preferably, when the bolts are fixed by adopting a plurality of groups of bolts, gaskets are needed to be used for each group of bolts, and the used I-steel is required to be reinforced.
By adopting the technical scheme, the gasket can enable the I-steel to be firmer when the joint is fixed.
Preferably, the reinforcing of the i-steel includes the steps of:
reinforcing steel bar meshes are adopted to strengthen the outer part of the I-steel;
galvanized turbulence-preventing iron sheets are used.
By adopting the technical scheme, the steel bar net is used for primarily reinforcing the I-steel, and the galvanized turbulence iron sheet is used for avoiding the impact deformation of the I-steel.
Preferably, the design guide wall, carry out the guide wall construction, include the step:
when the guide wall is poured, overlapping the center line of the guide wall and the center line of the ground connecting wall;
the top of the guide wall is 20cm higher than the ground;
after the guide wall is removed from the mould, an upper support and a lower support are added every about 2m;
backfilling after the guide wall construction.
By adopting the technical scheme, the guide wall top is 20cm higher than the ground and enough reprocessing space is reserved, and two supports are added at intervals of about 2 meters to prevent deformation after the guide receives pressure.
Preferably, the design into a groove, and the groove forming construction comprises the following steps:
before construction, weaving a groove sequence;
measuring and determining the position of the groove;
cleaning sundries in the guide wall and injecting slurry;
carrying out grooving excavation;
i-steel is arranged at two sides of the groove;
brushing the wall of the I-steel after forming the groove to ensure that the I-steel has no soil adhesion;
after the wall brushing is completed, detecting the verticality and the width of the groove wall by adopting ultrasonic waves;
and (5) performing bottom cleaning grouting after the detection is qualified.
Through adopting above-mentioned technical scheme, clear up debris, guarantee to guarantee the stability in the back inslot of grout.
Preferably, the cleaning the sundries in the guide wall, and the slurry injection comprises the following steps:
grouting while excavating;
the slurry page in the groove is controlled to be about 30cm below the top surface of the guide wall;
and feeding slurry when the grab bucket is lifted.
By adopting the technical scheme, the groove wall collapse in the groove forming construction process is avoided during digging and grouting.
Preferably, the step of performing trenching excavation includes the steps of:
the straight line groove section adopts the first two sides and then the middle;
the corner groove section adopts a short side and a long side;
the influence of uneven stress of the grab bucket on the grooving quality is avoided, and the grooving vertical precision is not lower than 0.2%;
the tunneling speed of the grooving is controlled to be about 4.5 m/h;
and the tunneling speed of the grab bucket is controlled, so that the instability of the groove wall is avoided.
Through adopting above-mentioned technical scheme, in order to avoid the inslot of grooving to take place to collapse, the straightway adopts earlier both sides later in the middle, and the corner groove section adopts earlier minor face later long limit to guarantee that the precision of grooving must not be less than 0.2%, ensure the stability of construction.
Preferably, the step of performing bottom cleaning grouting after the detection is qualified comprises the following steps:
controlling the feeding rule of the grab bucket, and strictly forbidden to fill the grab bucket;
ensuring that the depth and the thickness of the sediment meet the construction requirements and the thickness of the groove bottom and the sediment meet the construction requirements;
the sediment deposition thickness at the bottom of the tank is not more than 100mm;
the slurry density at the bottom of the tank at 500mm is not more than 1.15;
the underground diaphragm wall is constructed by adopting a jump groove, and the exposure time of the groove section is not longer than 24 hours.
By adopting the technical scheme, in order to avoid collapse during grooving, the footage of the grab bucket needs to be controlled, so as to ensure the firmness after grouting, the sediment deposition thickness at the bottom of the groove is not more than 100mm, and the exposure time of the groove section is not more than 24 hours.
Preferably, the concrete pouring comprises the steps of:
performing concrete slump test;
placing a waterproof ball during concrete pouring;
the distance between the bottom of the guide pipe and the bottom of the tank is controlled to be 30cm-50cm;
the rising height of the concrete is measured actually, so that the buried depth of the guide pipe is ensured to be controlled to be 2-4 meters below the concrete surface;
the concrete superfilling height is 80-120cm;
and (3) removing the concrete falling on the ground.
By adopting the technical scheme, the concrete is checked for multiple times, so that collapse is avoided.
In summary, the present application includes at least one of the following beneficial technical effects:
1. by reinforcing the I-steel, optimizing the joint of the I-steel, for the wall connection with different depths, the rigidity of the mixed steel bar is reinforced by welding the reinforcing steel bar on the large part of the deformation of the I-steel, and the rigidity of the mixed steel bar is increased on the part with larger deformation of the I-steel.
2. The steel bar net is used for primarily reinforcing the I-steel, and galvanized turbulence iron sheets are used for preventing the I-steel from being deformed by impact.
3. In order to avoid collapse in the groove forming process, the straight line section adopts the first two sides and then the middle, the corner groove section adopts the first short side and then the long side, the precision of the groove forming is ensured to be not lower than 0.2%, and the construction stability is ensured.
Drawings
Fig. 1 is a flowchart of a construction process for controlling deformation of a i-steel joint in an embodiment of the present application.
Detailed Description
The present application is described in further detail below in conjunction with fig. 1.
The embodiment of the application discloses a construction process for controlling deformation of an I-steel joint. Referring to fig. 1, the construction process for controlling the deformation of the i-steel joint comprises the following construction steps:
s1, performing construction preparation;
the construction preparation comprises the following steps:
heavy load roads;
the construction of the heavy load road comprises the following steps:
before the diaphragm wall is processed, heavy-load road construction is carried out, the heavy-load road meets two or more 260 ton crawler crane, the hoisting safety is ensured, and the safety accident is avoided.
A rebar processing site;
the reinforcing steel bar processing field comprises the following steps:
hardening a reinforcing steel bar processing field, wherein the reinforcing steel bar processing field meets the requirements of processing and manufacturing of a reinforcing steel bar cage;
constructing a mud pit and a soil collecting pit;
the slurry pond construction comprises the following steps:
constructing a slurry pool;
the slurry pond is provided with a plurality of slurry pond grids according to construction requirements;
the constructed mud pit needs to be constructed on the periphery and the top;
the slurry pool comprises a sedimentation tank, a slurry storage tank, a slurry preparation tank and a clean water tank, and the slurry storage tank is required to at least meet two excavation requirements.
The processing of the soil collecting pit comprises the following steps:
the soil collecting pit is used for storing spoil, and the size of the soil collecting pit is at least 5 pieces of spoil after construction of the underground continuous wall.
S2, preparing a diaphragm wall adapting to the construction size;
the preparation of the diaphragm wall adapting to the construction size comprises the following steps:
determining the size of a gap between the ground continuous walls;
and (5) calculating the multi-azimuth size of each ground continuous wall on average.
S3, digging a foundation pit according to actual construction conditions;
s4, determining the quantity required by the extremely continuous wall, the strength of the concrete required by the extremely continuous wall and the impervious grade;
s5, designing a guide wall, and performing guide wall construction;
the design guide wall carries out guide wall construction and comprises the following steps:
when the guide wall is poured, overlapping the center line of the guide wall and the center line of the ground connecting wall;
the top of the guide wall is 20cm higher than the ground;
after the guide wall is removed from the mould, an upper support and a lower support are added every about 2m;
backfilling after the guide wall construction;
wherein, the guide wall top is higher than 20cm reservation department sufficient reprocessing space above ground, increases two upper and lower support in order to prevent the direction and warp after receiving pressure every about 2 meters.
S6, reinforcing the I-steel, and arranging the I-steel at the joint of the guide wall;
the reinforcing of the I-steel is carried out, the I-steel is arranged at the joint of the guide wall, and the reinforcing method comprises the following steps:
repairing joints at the I-steel joints by using sealant;
two sides of the I-steel are symmetrically provided with one or more fixing plates;
the fixing plate is tightly fixed with the I-steel;
adopting a plurality of groups of bolts for fixing;
backfilling sand bags on the joints, and controlling the bottom of the guide pipe within 50cm of concrete;
and the deformation of the concrete impact force to the I-steel is reduced.
S7, designing a groove, and performing groove forming construction;
the design into a groove and the groove forming construction comprises the following steps:
before construction, weaving a groove sequence;
measuring and determining the position of the groove;
cleaning sundries in the guide wall and injecting slurry;
cleaning sundries in the guide wall, and injecting slurry comprises the following steps:
grouting while excavating;
the slurry page in the groove is controlled to be about 30cm below the top surface of the guide wall;
feeding slurry when the grab bucket is lifted; and grouting is performed while digging, so that the collapse of the groove wall in the groove forming construction process is avoided.
Carrying out grooving excavation;
the method comprises the following steps of:
the straight line groove section adopts the first two sides and then the middle;
the corner groove section adopts a short side and a long side;
the influence of uneven stress of the grab bucket on the grooving quality is avoided, and the grooving vertical precision is not lower than 0.2%;
the tunneling speed of the grooving is controlled to be about 4.5 m/h;
controlling the tunneling speed of the grab bucket, and avoiding the instability of the groove wall;
in order to avoid collapse in the groove forming process, the straight line section adopts the first two sides and then the middle, the corner groove section adopts the first short side and then the long side, the precision of the groove forming is ensured to be not lower than 0.2%, and the construction stability is ensured.
I-steel is arranged at two sides of the groove;
brushing the wall of the I-steel after forming the groove to ensure that the I-steel has no soil adhesion;
after the wall brushing is completed, detecting the verticality and the width of the groove wall by adopting ultrasonic waves;
performing bottom cleaning grouting after the detection is qualified;
and (3) performing bottom cleaning grouting after the detection is qualified, wherein the method comprises the following steps of:
controlling the feeding rule of the grab bucket, and strictly forbidden to fill the grab bucket;
ensuring that the depth and the thickness of the sediment meet the construction requirements and the thickness of the groove bottom and the sediment meet the construction requirements;
the sediment deposition thickness at the bottom of the tank is not more than 100mm;
the slurry density at the bottom of the tank at 500mm is not more than 1.15;
the underground diaphragm wall is constructed by adopting a jump groove, and the exposure time of the groove section is not more than 24 hours;
wherein, in order to avoid collapse during grooving, the footage of the grab bucket needs to be controlled, and in order to ensure the firmness after grouting, the sediment deposition thickness at the bottom of the groove is not more than 100mm, and the exposure time of the groove section is not more than 24h
And the sundries are cleaned, so that the stability of the grouting groove is ensured.
S8, manufacturing a reinforcement cage on site;
the manufacturing method of the reinforcement cage comprises the following steps:
the steel bars adopt HBP300 steel bars and HRB400 steel bars;
the truss ribs are welded on two sides;
the length of the welding seam is not less than five times of the diameter of the steel bar, and the horizontal steel bars are arranged according to a design drawing;
the spacing of the steel bars is strictly controlled, and the horizontal bars are arranged close to one end to be aligned;
the sealing ribs and the horizontal ribs are welded in a single-sided lap joint mode, the longitudinal steel bars are connected through threaded sleeves, and firm connection is needed;
in the range of two meters above and below the main rib, the support and the hanging point of the edge, 100% spot welding is adopted;
the truss is connected with the horizontal rib by adopting 100% spot welding;
the other parts are spot-welded by 50 percent;
the lifting hook, the lifting ring and the lifting lug at the lifting point position of the reinforcement cage are welded in a lap joint mode;
the depth of the joint I-steel is flush with the wall bottom;
when 2 grouting pipe lower reinforcement cages are arranged on each ground continuous wall, the grouting pipe English reinforcement cages are effectively fixed;
the bottom of the grouting pipe should be temporarily sealed.
S9, hoisting the manufactured reinforcement cage;
the steel reinforcement cage hoisting comprises the following steps:
before the steel reinforcement cage is lifted, the lifting points of the steel reinforcement cage are checked, and the steel reinforcement cage can be lifted after meeting the requirement;
checking the parking position of the crane before each lifting to ensure the correct center position;
before the reinforcement cage is put into the groove, the size of the edge of the reinforcement cage from the framing line in the groove must be controlled, and the allowable deviation is 20mm;
when the reinforcement cage is lowered, whether the positions of the earth facing surface and the excavation surface of the reinforcement cage are correct or not is checked, and the first horizontal reinforcement elevation is checked after the reinforcement cage is put into the groove, wherein the allowable deviation is-5 to +10mm.
S10, concrete pouring is carried out.
The construction process is provided with a protective layer cushion block, the protective layer cushion block is 70mm, each underground wall of the straight line groove section is provided with 4 truss familiar with the steel bar truss, the positions of the steel bar trusses are symmetrically and uniformly arranged, the positions of the guide pipes are symmetrically arranged in the wall frame, the 6 m underground continuous wall is provided with 2 guide pipes, and the distance between the guide pipes and the end part of the wall frame is not more than 2m
In conclusion, the guide wall construction, the grooving construction, the reinforcement cage manufacturing, the reinforcement cage hoisting and the concrete pouring are performed; the guide wall is overlapped with the central line of the ground connecting wall, the top of the guide wall is 20cm higher than the ground, the upper support and the lower support are added every about 2m after the guide wall is removed, the guide wall is prevented from being deformed under pressure, and backfilling is carried out after the guide wall is constructed; the method comprises the steps of grooving construction, grooving sequence preparation before construction, grooving position determination by measurement before grooving, cleaning up sundries in a guide wall, grouting while excavating, controlling a slurry page in the groove to be about 30cm below the top surface of the guide wall, delivering slurry when a grab bucket is lifted, excavating straight line groove sections in a sequence of first two sides and then the middle, and corner groove sections in a sequence of first short sides and then long sides, so that the influence on grooving quality caused by uneven stress of the grab bucket is avoided, the grooving vertical precision is not lower than 0.2%, the grooving tunneling speed is controlled to be about 4.5m/h, the grab bucket cannot tunnel rapidly, and otherwise, the groove wall is possibly unstable.
I-steel is arranged on two sides of a formed groove, the I-steel is brushed after the groove is formed, the situation that the I-steel is free of soil adhesion is ensured, the groove inspection is performed immediately after the wall brushing is completed, the perpendicularity and the width of the groove wall are detected by ultrasonic waves, bottom cleaning and grouting are performed after the detection is qualified, during bottom cleaning, the feeding rule of a grab bucket is controlled, the bucket is strictly forbidden, the groove depth and the sediment thickness are ensured to meet the construction requirements, the groove bottom and the sediment thickness are ensured to meet the construction requirements, the sediment accumulation thickness of the groove bottom is not more than 100mm, the mud density at the position of the 500mm of the groove bottom is not more than 1.15, the underground continuous wall is constructed by adopting a jump groove, and the exposure time of the groove section is not more than 24h.
The manufacturing method of the steel reinforcement cage comprises the steps of manufacturing the steel reinforcement cage, adopting hpb steel reinforcement, hrb400 steel reinforcement, adopting double-sided welding for truss steel reinforcement, enabling the length of a welding seam to be not smaller than five times the diameter of the steel reinforcement, arranging horizontal steel reinforcement according to a design drawing, strictly controlling the distance between the steel reinforcement, arranging the horizontal steel reinforcement to be aligned with one end, adopting single-sided lap welding for sealing the steel reinforcement and the horizontal steel reinforcement, adopting threaded sleeve connection for longitudinal steel reinforcement, needing firm connection, adopting 100% spot welding for connecting a truss with the horizontal steel reinforcement in the range of two meters above and below an edge main steel reinforcement, supporting and lifting points, adopting 50% spot welding for the rest parts, adopting lap welding for lifting hooks, lifting rings and lifting lugs at the positions of lifting points of the steel reinforcement cage, enabling the depth of joint I-steel to be parallel and level with the wall bottom, enabling grouting pipes to be effectively fixed when arranging 2 grouting pipes under the steel reinforcement cage every time, and enabling the grouting pipe bottom to be temporarily sealed.
The protective layer cushion block is 70mm, 4 truss frames familiar with the steel bar truss are arranged on each underground wall of the straight line groove section, the positions of the steel bar trusses are symmetrically and uniformly arranged, the positions of the guide pipes are symmetrically arranged in the wall panel, 2 guide pipes are arranged on the 6 m underground continuous wall, and the distance between the guide pipes and the end part of the wall panel is not more than 2m; the steel reinforcement cage is hoisted, the hoisting points of the steel reinforcement cage must be checked before the steel reinforcement cage is hoisted, the hoisting can be achieved after the hoisting requirements are met, the parking position of a crane must be checked before each hoisting, the center position is correct, the size of the edge of the steel reinforcement cage, which is far from a frame line in a groove, must be controlled before the steel reinforcement cage enters the groove, the allowable deviation is 20mm, when the steel reinforcement cage is lowered, whether the positions of the earth facing surface and the excavation surface of the steel reinforcement cage are correct or not is checked, the first horizontal reinforcement elevation must be checked after the steel reinforcement cage enters the groove, and the allowable deviation is-5 to +10mm.
The joint box is arranged at the outer side of each groove section, the center line of the joint box is overlapped with a framing line, the joint box is arranged below 50cm of a foundation, a broken stone bag and a sand bag are adopted for backfilling below the foundation, after the joint box is arranged, two ends of an upper opening of the joint box are limited by adopting channel steel, the joint box is prevented from deviating in the concrete pouring process, and after the joint box is arranged, fine clay is used for backfilling the joint box at the outer side of the joint box; and (3) pouring concrete, wherein a water-proof ball is required to be placed when the concrete is poured, the bottom of the guide pipe is controlled to be 30cm-50cm away from the bottom of the tank, the rising height of the concrete is required to be actually measured in the concrete pouring process, the buried depth of the guide pipe is ensured to be controlled to be 2-4 meters below the concrete surface, the concrete overfilling height is 80-120cm, and the concrete falling on the ground is removed and cannot be poured into the tank.
The construction preparation comprises the following steps: construction of heavy load roads, reinforced bar processing sites, mud ponds and soil collecting pits; before the diaphragm wall is processed, heavy-load road construction is carried out, the heavy-load road meets two or more 260 ton crawler crane, the hoisting safety is ensured, and the occurrence of safety accidents is avoided; hardening a reinforcing steel bar processing field, wherein the reinforcing steel bar processing field meets the requirements of processing and manufacturing of a reinforcing steel bar cage; constructing a mud pit, wherein the mud pit is provided with a plurality of mud pit grids according to construction requirements, and the constructed mud pit is required to be constructed around and at the top; the slurry pond comprises a sedimentation pond, a slurry storage pond, a slurry preparation pond and a clean water pond, wherein the slurry storage pond at least meets the requirement of two-step wall excavation; the soil collecting pit is used for storing spoil, and the size of the soil collecting pit is at least 5 pieces of spoil after construction of the underground continuous wall.
The implementation principle of the embodiment of the application is as follows: by reinforcing the I-steel, optimizing the joint of the I-steel, for the wall connection with different depths, the rigidity of the mixed steel bar is reinforced by welding the reinforcing steel bar on the large part of the deformation of the I-steel, and the rigidity of the mixed steel bar is increased on the part with larger deformation of the I-steel.
The foregoing are all preferred embodiments of the present application, and are not intended to limit the scope of the present application in any way, therefore: all equivalent changes in structure, shape and principle of this application should be covered in the protection scope of this application.
Claims (10)
1. The construction process for controlling the deformation of the I-steel joint is characterized by comprising the following steps of:
preparing construction;
preparing a ground connecting wall adapting to the construction size;
digging a foundation pit according to the actual construction condition;
the number of extremely connected walls, the strength of the concrete required for the connected walls, and the level of impermeability;
designing a guide wall, and performing guide wall construction;
reinforcing the I-steel, and arranging the I-steel at the joint of the guide wall;
designing a groove, and performing groove forming construction;
manufacturing a reinforcement cage on site;
hoisting the manufactured reinforcement cage;
and (5) concrete pouring is carried out.
2. The construction process for controlling the deformation of the I-steel joint according to claim 1, wherein the construction process comprises the following steps: the reinforcing of the I-steel is carried out, the I-steel is arranged at the joint of the guide wall, and the reinforcing method comprises the following steps:
repairing joints at the I-steel joints by using sealant;
two sides of the I-steel are symmetrically provided with one or more fixing plates;
the fixing plate is tightly fixed with the I-steel;
adopting a plurality of groups of bolts for fixing;
and backfilling sand bags on the joints, wherein the bottom of the guide pipe is controlled within 50cm of concrete.
3. The construction process for controlling the deformation of the I-steel joint according to claim 2, wherein the construction process comprises the following steps: when the bolts are fixed, gaskets are needed to be used for each group of bolts, and the used I-steel is reinforced.
4. The construction process for controlling the deformation of the I-steel joint according to claim 3, wherein: the I-steel reinforcement comprises the following steps:
reinforcing steel bar meshes are adopted to strengthen the outer part of the I-steel;
galvanized turbulence-preventing iron sheets are used.
5. The construction process for controlling the deformation of the I-steel joint according to claim 1, wherein the construction process comprises the following steps: the design guide wall carries out guide wall construction and comprises the following steps:
when the guide wall is poured, overlapping the center line of the guide wall and the center line of the ground connecting wall;
the top of the guide wall is 20cm higher than the ground;
after the guide wall is removed from the mould, an upper support and a lower support are added every about 2m;
backfilling after the guide wall construction.
6. The construction process for controlling the deformation of the I-steel joint according to claim 1, wherein the construction process comprises the following steps: the design into a groove and the groove forming construction comprises the following steps:
before construction, weaving a groove sequence;
measuring and determining the position of the groove;
cleaning sundries in the guide wall and injecting slurry;
carrying out grooving excavation;
i-steel is arranged at two sides of the groove;
brushing the wall of the I-steel after forming the groove to ensure that the I-steel has no soil adhesion;
after the wall brushing is completed, detecting the verticality and the width of the groove wall by adopting ultrasonic waves;
and (5) performing bottom cleaning grouting after the detection is qualified.
7. The construction process for controlling the deformation of the I-steel joint according to claim 6, wherein the construction process comprises the following steps: sundries in the guide wall are cleaned, and mud is injected, wherein the steps comprise:
grouting while excavating;
the slurry page in the groove is controlled to be about 30cm below the top surface of the guide wall;
and feeding slurry when the grab bucket is lifted.
8. The construction process for controlling the deformation of the I-steel joint according to claim 6, wherein the construction process comprises the following steps: the trenching excavation comprises the following steps:
the straight line groove section adopts the first two sides and then the middle;
the corner groove section adopts a short side and a long side;
the influence of uneven stress of the grab bucket on the grooving quality is avoided, and the grooving vertical precision is not lower than 0.2%;
the tunneling speed of the grooving is controlled to be about 4.5 m/h;
and the tunneling speed of the grab bucket is controlled, so that the instability of the groove wall is avoided.
9. The construction process for controlling the deformation of the I-steel joint according to claim 8, wherein the construction process comprises the following steps: and performing bottom cleaning grouting after the detection is qualified, and comprising the following steps:
controlling the feeding rule of the grab bucket, and strictly forbidden to fill the grab bucket;
ensuring that the depth and the thickness of the sediment meet the construction requirements and the thickness of the groove bottom and the sediment meet the construction requirements;
the sediment deposition thickness at the bottom of the tank is not more than 100mm;
the slurry density at the bottom of the tank at 500mm is not more than 1.15;
the underground diaphragm wall is constructed by adopting a jump groove, and the exposure time of the groove section is not longer than 24 hours.
10. The construction process for controlling the deformation of the I-steel joint according to claim 1, wherein the construction process comprises the following steps: the concrete pouring comprises the following steps:
performing concrete slump test;
placing a waterproof ball during concrete pouring;
the distance between the bottom of the guide pipe and the bottom of the tank is controlled to be 30cm-50cm;
the rising height of the concrete is measured actually, so that the buried depth of the guide pipe is ensured to be controlled to be 2-4 meters below the concrete surface;
the concrete superfilling height is 80-120cm;
and (3) removing the concrete falling on the ground.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202311475606.6A CN117431929A (en) | 2023-11-07 | 2023-11-07 | Construction process for controlling deformation of I-steel joint |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202311475606.6A CN117431929A (en) | 2023-11-07 | 2023-11-07 | Construction process for controlling deformation of I-steel joint |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN117431929A true CN117431929A (en) | 2024-01-23 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202311475606.6A Pending CN117431929A (en) | 2023-11-07 | 2023-11-07 | Construction process for controlling deformation of I-steel joint |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN117431929A (en) |
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2023
- 2023-11-07 CN CN202311475606.6A patent/CN117431929A/en active Pending
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