CN115467321A - Two-wall-in-one multi-cavity type steel reinforced concrete composite structure and construction method thereof - Google Patents
Two-wall-in-one multi-cavity type steel reinforced concrete composite structure and construction method thereof Download PDFInfo
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Abstract
The invention discloses a two-wall-in-one multi-cavity type steel reinforced concrete composite structure and a construction method thereof, wherein the construction method comprises the following steps of firstly, flattening a field; step two, constructing a guide wall; step three, preparing slurry; step four, grooving construction; step five, hoisting the multi-cavity type steel structure; step six, pouring underwater concrete; step seven, constructing a second multi-cavity type steel reinforced concrete underground continuous wall; and step eight, repeating the construction until the construction is finished. The invention adopts a mode of pouring concrete into the multi-cavity H (cold-bending C) section steel structure, so that the periphery of the concrete is in a three-dimensional pressed state under the constraint action of the cavity of the H section steel or the cold-bending C section steel, and the bearing capacity of the structure is improved. Meanwhile, the steel plate in contact with the soil body has good waterproof performance, and a waterproof layer is not required to be arranged. Steel structure parts in the multi-cavity H (cold bending C) type steel concrete composite structure can be prefabricated and formed in a factory and then transported to the site, so that the construction period is shortened, and the cost is saved.
Description
Technical Field
The invention belongs to the field of civil engineering, and particularly relates to a two-wall-in-one multi-cavity type steel concrete composite structure and a construction method thereof.
Background
At present, the most common deep foundation pit support structures mainly comprise two types: a reinforced concrete underground continuous wall and a profiled steel cement soil mixing wall. A reinforced concrete underground continuous wall is characterized in that a trenching machine is adopted on the ground, a long and narrow deep groove is excavated along the peripheral axis of deep foundation pit engineering under the condition of slurry wall protection, a reinforcement cage is hung in the groove after the groove is cleared, then underwater concrete is poured by a conduit method to form a unit groove section, and the steps are carried out section by section, so that a continuous reinforced concrete wall is built underground to serve as a structure for intercepting water, preventing seepage, bearing and retaining water. The reinforced concrete underground continuous wall is widely applied to the current building field in China, and has the advantages of high wall rigidity, high strength, small disturbance to the surrounding environment during construction and the like. The profile steel cement soil mixing wall is formed by drilling and digging a multi-shaft type drilling and digging mixer in an in-situ stratum to a certain depth, spraying a cement series reinforcer at a drill bit to be repeatedly mixed and stirred with foundation soil, performing construction by overlapping a shaft (hole) among construction units, and then inserting H-shaped steel as a stress reinforcing material before a cement soil mixture is hardened until cement is hardened to form a continuous and complete seamless underground wall body with certain strength and rigidity.
The reinforced concrete underground continuous wall is divided into a composite wall, a superposed wall and a single wall according to different connection modes of the enclosure structure and the main structure. The composite wall has the advantages that as the waterproof layer in the wall body is damaged due to the aging and construction of the waterproof material, the side wall of the main structure can leak after cracking; the waterproof layer of the superposed wall is difficult to form a continuous sealed whole, and the structural integrity is difficult to ensure; the waterproof effect of a single wall mainly depends on the pouring quality, temperature and drying shrinkage cracks of concrete, and the waterproof performance is poor. The reinforced concrete structure as the enclosure structure also has the problem of complicated procedures such as reinforcing steel bar binding and the like. Although the section steel can be pulled out and recovered in the later stage of the section steel cement soil mixing wall, on one hand, the construction amount and the manufacturing cost are increased, on the other hand, the enclosure structure is only used as a temporary structure, and the later stage is not sufficiently utilized, so that the underground space is wasted. In conclusion, the two traditional deep foundation pit support structures have the problems of complex construction process, long period, high manufacturing cost, large occupied space and insufficient waterproof performance.
Disclosure of Invention
In order to solve the problems, the invention discloses a two-wall-in-one multi-cavity type steel concrete combined structure and a method. The invention provides a multi-cavity H (cold bending C) section steel concrete composite structure in order to simplify the construction process and improve the stress performance of an enclosure structure. Simultaneously, possess good waterproof performance with soil body contact steel sheet, need not to set up the waterproof layer. Steel structure parts in the multi-cavity H (cold bending C) type steel concrete composite structure can be prefabricated and formed in a factory and then transported to the site, so that the construction period is shortened, and the cost is saved.
In order to achieve the purpose, the technical scheme of the invention is as follows:
a construction method of a two-wall-in-one multi-cavity type steel reinforced concrete composite structure comprises the following steps:
firstly, leveling a field;
step two, constructing a guide wall;
step three, preparing slurry;
step four, grooving construction;
step five, hoisting the multi-cavity type steel structure:
the multi-cavity type steel structure comprises a plurality of section steel units, and the section steel units are H-shaped steel units (2) or cold-formed C-shaped steel units; flanges of the section steel units are sequentially welded and spliced with each other to form a multi-cavity section steel structure with openings at two ends; one end of the multi-cavity type steel structure is provided with a horizontal joint, and the other end of the multi-cavity type steel structure is provided with a clamping groove matched with the horizontal joint; a plurality of cavities with the same size are formed in the middle of the multi-cavity type steel structure;
step six, pouring underwater concrete:
the method is characterized in that the concrete is poured by adopting a conduit method, the number of required pipe joints is determined according to the depth of groove section excavation, the pipe joints are connected by screw threads or connected by bolts and sealed by annular rubber pads, the number of required conduits is determined according to the number of cavities in the multi-cavity type steel structure, each cavity needs to be provided with one conduit, and the space between the steel plate and the groove wall of the multi-cavity type steel structure needs to be filled with the concrete by placing one conduit. When concrete is poured, firstly placing a water-proof ball in the guide pipe so as to discharge slurry in the pipe from the bottom of the pipe when the concrete is poured;
step seven, constructing the second multi-cavity type steel reinforced concrete underground continuous wall:
excavating a second unit groove section; hoisting a second multi-cavity profile steel structure to enable a horizontal joint of the second multi-cavity profile steel structure to be occluded with a clamping groove of the first multi-cavity profile steel structure, so that the joint of the two multi-cavity profile steel structures can bear transverse load, a weak area is prevented from appearing at the joint of the underground continuous wall, and the waterproof performance of the joint is improved; pouring concrete into the joint of the two multi-cavity type steel structures and the cavity of the second multi-cavity type steel structure to complete the construction of the second multi-cavity type steel concrete underground continuous wall and the horizontal joint;
and step eight, repeating the step seven until the construction of the two-wall integrated multi-cavity type steel reinforced concrete combined structure is completed.
Further improvement, in step five, when multicavity type steel structure highly was less than the envelope degree of depth, the inboard top welded fastening of cavity has vertical joint, and it has vertical multicavity type steel structure who connects to form the welding, then overlaps into vertical joint with the cavity bottom of another multicavity type steel structure, welded connection, if connect a plurality of multicavity type steel structures and form multicavity type steel structure group, when the multicavity type steel structure was organized to be greater than or equal to the envelope degree of depth, organize multicavity type steel structure hoist to the groove section of predetermineeing in.
Further improved, the hoisting method of the multi-cavity type steel structure group comprises the following steps of hoisting the welded multi-cavity type steel structure to a groove section opening by using a crane, hoisting the multi-cavity type steel structure above the groove section opening, sleeving the multi-cavity type steel structure into a vertical joint for positioning welding, and hoisting the connected multi-cavity type steel structure group to the groove bottom after cooling the welding seam. The specific hoisting mode is as follows: main, two vice loop wheel machines are organized in multicavity shaped steel structure along length direction's both ends, and the while is organized the slow level with multicavity shaped steel structure and lifts by crane, then main loop wheel machine lasts to rise, and vice loop wheel machine lasts the decline, and is accomplished the upset from horizontal direction to vertical direction with multicavity shaped steel structure group, and adjustment multicavity shaped steel structure group is just slowly transferred with the groove section mouth after to, accomplishes hanging of multicavity shaped steel and puts.
In a further improvement, the vertical joint is a square steel pipe (13).
In a further improvement, the axial pressure bearing capacity of the section steel unit meets the following conditions:
N 0 ＝f sc ·(A sc -(A s -A ssn ))+(A s -A ssn )·f y (1)
f sc ＝(1.212+Bθ+Cθ 2 )·f c (2)
θ＝A ss1 f y /A c f c (3)
A ss1 ＝min{t 1 ，t 2 ，t 3 }·2(b+d) (4)
A ssn ＝min{t 1 ，t 2 ，t 3 }·2(n·b+d) (5)
B＝0.131f y /213+0.723 (6)
C＝0.026-0.07f c /14.4 (7)
in the formula: b is the width of the section steel unit; d is the thickness of the section steel unit; n is the number of the cavities of the section steel units;t 1 ，t 2 ，t 3 the thicknesses of an upper steel plate, a web plate and a lower steel plate of the section steel unit are respectively set; a. The ss1 For a single chamber to effectively constrain the area of the steel, A ssn Effectively constraining the steel area for n cavities; f. of y The yield strength of steel; f. of c The compressive strength of concrete is shown; a. The c The area of the cross section of concrete in a single cavity; B. c is the influence coefficient of the cross section shape on the hoop effect; θ is the single lumen cuff coefficient; f. of sc The design value of the compression strength of the multi-cavity type steel concrete is obtained; n is a radical of 0 For the design value of the bearing capacity of the multi-cavity type section steel concrete axle center under pressure, A sc Is the total cross-sectional area of the member, A s Is the cross-sectional area of the steel;
the shearing bearing capacity meets the following requirements:
V u ＝n·0.71f sv A sc -(n-1)·0.58f y t 2 (d-t 1 -t 2 ) (8)
f sv ＝1.547f y α sc /(α sc +1) (9)
α sc ＝A s /A c (10)
in the formula: v u The multi-cavity type steel reinforced concrete is subjected to shear bearing capacity; f. of sv The design value of the shear resistance and bearing capacity of the single-cavity steel concrete; alpha (alpha) ("alpha") sc The steel content of a single cavity.
The flexural bearing capacity satisfies:
W sc ＝b.d 2 /6 (14)
wherein, the first and the second end of the pipe are connected with each other,M u designed value for flexural bearing capacity of member, W sc Is the section modulus of the flexural member, max { t } 1 ，t 3 Denotes t 1 And t 3 Middle larger value, min { t } 1 ，t 3 Denotes t 1 And t 3 Of smaller value, γ m The coefficient of plastic development.
In a further improvement, a plurality of stud units (5) are fixed on the inner side of the flange of the section steel unit; the horizontal joint comprises H-shaped steel (8), and clamping steel plates (6) are fixedly welded on the upper surface and the lower surface of the H-shaped steel (8); the engaging groove is formed by welding and fixing a steel plate (61) on the inner side of the H-shaped steel unit (2) or directly formed by a cold-formed C-shaped steel unit.
In a further improvement, the bolt units (5) at the upper part and the bolt units (5) at the lower part of the section steel unit are arranged in a staggered way.
In a further improvement, the first step comprises the following steps:
after removing the above-ground and underground barriers and draining the accumulated water on the ground, digging, filling and leveling to ensure that the natural elevation of the building site meets the requirement of the designed elevation;
the second step comprises the following steps:
firstly, measuring and lofting by using a total station, and determining the position of the underground continuous wall; after measurement and positioning, excavating a guide groove by using an excavator; then manually trimming the groove of the local area; constructing a guide wall, wherein the guide wall is in an inverted L shape and is of a cast-in-place integral reinforced concrete structure; the construction method of the guide wall comprises the following steps: after the trench is excavated to a preset position, reinforcing steel bars are bound, whether each node is fixed in place or not is gradually checked, a supporting template is erected after the fact that no fault exists, transverse supports are used for fixing the outer side of the supporting template, and the next construction is carried out after quality inspection is carried out, so that the guide wall meets the design requirements of clear distance and verticality; finally, pouring concrete; after the actually measured strength of the guide wall concrete reaches 85% of a designed strength value, disassembling a mold, arranging an upper wood purlin support and a lower wood purlin support after the mold is disassembled, and backfilling in time to prevent the excavated guide wall from being deformed due to side face extrusion;
the fourth step comprises the following steps:
after the positions of all sections of the groove are determined, fixing a groove milling machine on the groove sections by utilizing a positioning frame matched with the groove milling machine, ensuring the posture and the plane position of the milling bucket entering the groove, cutting the stratum by the groove milling machine through milling teeth with different shapes and hardness arranged on a milling wheel, crushing soil and rocks into small pieces, mixing the small pieces with slurry in the groove sections, treating and recycling the slurry through a sludge discharge slurry return pump and a sludge-sand separation system, and pumping the treated clean slurry back into the groove for recycling until a final hole is formed into a groove; the construction mode that the two ends of the groove section are milled firstly and then the middle of the groove section is milled is adopted, in order to ensure that the verticality can not generate large change due to accumulated deviation in the groove milling process, multiple groove measurement deviation correction is adopted to control the overall verticality of the groove section aiming at different groove sections, in order to ensure the precision of ultrasonic groove measurement, slurry replacement is carried out on the groove section before the groove measurement at each time, and the specific gravity and the sand content of slurry in the groove section are reduced.
The two-wall-in-one multi-cavity type steel reinforced concrete composite structure is manufactured by the construction method of the two-wall-in-one multi-cavity type steel reinforced concrete composite structure.
The invention has the advantages that:
the invention replaces the traditional steel bar with H (cold bending C) section steel, the H section steel is used as the outer wall, cracking is not required to be considered, the waterproof performance of the steel is good, the enclosure cost caused by water seepage in the later period can be reduced, and meanwhile, the phenomenon of concrete mud inclusion caused by hole collapse can be avoided due to the existence of the steel as the outer wall during construction. The core concrete is restrained by a multi-cavity H-shaped steel or cold-formed C-shaped steel structure and is in a three-dimensional compression state, concrete cracking is limited, and compression resistance, bearing capacity, waterproofness and durability are obviously improved. In addition, steel structural components in the novel multi-cavity H (cold-bending C) type steel concrete composite structure can be prefabricated and formed in a factory, the working period is shortened, and the construction process is simplified.
Drawings
FIG. 1 is a three-dimensional view of an H-shaped steel unit;
FIG. 2 is a cross-sectional view of an H-section steel unit
FIG. 3 is a schematic diagram of a multi-cavity H-shaped steel structural unit;
FIG. 4 is a schematic diagram of a multi-cavity H-shaped steel reinforced concrete composite structure;
FIG. 5 is a cross-sectional view of a multi-cavity H-shaped steel reinforced concrete composite structure;
FIG. 6 is a vertical joint form of an H-shaped steel reinforced concrete composite structure;
FIG. 7 is a horizontal joint form of an H-shaped steel reinforced concrete composite structure;
FIG. 8 is a three-dimensional view of a cold-formed C-section steel unit;
FIG. 9 is a schematic diagram of a multi-cavity cold-formed C-shaped steel structural unit;
FIG. 10 is a three-dimensional view of a multi-cavity type cold-bending C-shaped steel reinforced concrete composite structure.
Wherein, 1, core concrete unit, 2, H shaped steel unit, 3, H shaped steel fillet weld unit, 4, H shaped steel concatenation welding seam unit, 5, the toggle bolt unit, 6, the joint steel sheet, 61, fixed steel sheet, 7, the concatenation fillet weld unit of steel sheet and H (cold-formed C) shaped steel, 8, H shaped steel (horizontal joint), 9, multicavity formula H shaped steel constitutional unit, 10, cold-formed C shaped steel unit, 11, C shaped steel tubaeform welding seam unit, 12, multicavity formula cold-formed C shaped steel constitutional unit, 13, square steel pipe.
Detailed Description
The invention is further explained with reference to the drawings and the embodiments.
Examples
The specific manufacturing process of the two-wall-integrated multi-cavity H (cold-formed C) steel reinforced concrete underground continuous wall comprises the following steps:
1. leveling of the ground
After removing the above-ground and underground barriers and draining the accumulated water on the ground, the natural elevation of the building site reaches the requirement of the designed elevation through digging, filling and leveling. In the field leveling process, necessary infrastructures such as water supply, drainage, power supply, roads, temporary buildings and the like which can meet construction requirements are built, so that necessary conditions required in construction are fully met.
2. Construction of guide wall
Firstly, measuring and lofting by using a total station, determining the position of the underground continuous wall, and properly placing a guide wall outside in consideration of construction errors and convergence of a supporting structure in a construction stage; after measurement and positioning, excavating a guide groove by using an excavator, and in the operation process, disturbing the soil bodies on the two sides of the guide wall is avoided as much as possible so as to prevent the situation of side wall collapse; then manually trimming the groove of the local area; the guide wall is in an inverted L shape and is of a cast-in-place integral reinforced concrete structure, steel bars are bound after the guide wall is excavated with certain strength, whether each node is fixed in place or not is gradually checked, a formwork is erected after the fault is confirmed, the outer side of the formwork is fixed by using a transverse support, and the guide wall is subjected to next construction after quality inspection, so that the guide wall is ensured to meet the design requirements of clear distance and verticality; finally, concrete is poured; and (3) disassembling the mold after the actual measured strength of the guide wall concrete reaches 85% of the designed strength value, arranging an upper wood purlin support and a lower wood purlin support after the mold is disassembled, and backfilling in time to prevent the excavated guide wall from being deformed due to side extrusion.
3. Preparation of the slurry
And (4) setting a slurry factory according to the actual requirements of the engineering, and preparing slurry in advance before the groove section is excavated. The slurry can generate certain hydrostatic pressure on the tank wall, can resist the lateral soil pressure and water pressure acting on the tank wall, and can prevent the tank wall from collapsing and falling off; in addition, the slurry may also act as a lubricant, reducing the wear on the excavation machinery and improving the efficiency of the trench section excavation.
4. Trenching construction
After the positions of the sections are determined, the slot milling machine is fixed on the slot sections by utilizing a positioning frame matched with the slot milling machine, and the slot-entering posture and the plane position of the milling bucket are ensured. The slot milling machine cuts the stratum through milling teeth with different shapes and hardness arranged on a milling wheel, the soil and the rocks are crushed into small pieces, the small pieces are mixed with slurry in a slot section, the slurry is treated and recycled through a slurry discharge and return pump and a mud-sand separation system, and the treated clean slurry is pumped back into the slot again for recycling until a final hole is formed into a slot. And a construction mode of firstly milling two ends of the groove section and then milling the middle is adopted. In order to ensure that the verticality cannot generate large change due to accumulative deviation in the groove milling process, aiming at different groove sections, the whole verticality of the groove sections is controlled by adopting repeated groove measurement and correction, and in order to ensure the precision of ultrasonic groove measurement, the mud replacement is carried out on the groove sections before the groove measurement at every time, so that the specific gravity and the sand content of the mud in the groove sections are reduced.
5. Hoist and mount multicavity formula H (clod wash C) shaped steel structure
If the depth of the enclosure structure is large and the length of the multi-cavity H (cold-bending C) type steel structure cannot meet the requirement, the multi-cavity H (cold-bending C) type steel structure needs to be vertically spliced by using the vertical joint. The method comprises the steps of adopting a square steel pipe as a vertical joint to be fixed on a next section of multi-cavity H (cold bending C) profile steel structure in a spot welding mode, hoisting the welded multi-cavity H (cold bending C) profile steel structure to a groove section opening by using a crane, hoisting the previous section of multi-cavity H (cold bending C) profile steel structure to be sleeved into the vertical joint to be welded with the next section of multi-cavity H (cold bending C) profile steel structure in a positioning mode, and hoisting the connected multi-cavity H (cold bending C) profile steel structure to the groove bottom after a welding seam is cooled. The specific lifting mode is as follows: main, two vice loop wheel machines lift by crane multicavity formula H (cold-formed C) shaped steel structure slowly level simultaneously at multicavity formula H (cold-formed C) shaped steel structure along length direction's both ends, then main loop wheel machine lasts to rise, and vice loop wheel machine lasts to descend until accomplishing multicavity formula H (cold-formed C) shaped steel from the upset of horizontal direction to vertical direction, and the adjustment multicavity shaped steel structure is adjusted and is put down slowly after being adjusted well with the groove section mouth, accomplishes hanging of multicavity shaped steel and puts.
6. Pouring underwater concrete
The underground diaphragm wall adopts pipe method cast in concrete, confirms the required tube coupling number according to the degree of depth of groove section excavation, connects with screw thread or bolted connection and seals with cyclic annular rubber pad between the tube coupling, confirms the quantity of required pipe according to the cavity number in the multi-chamber shaped steel structure again, and a pipe all needs to be transferred to each cavity, and a pipe cast in concrete need be put into in the space between multi-chamber H (cold-formed C) shaped steel structure steel sheet and the cell wall. When the concrete is poured, a water-isolating ball is placed in the guide pipe so as to discharge the slurry in the pipe from the bottom of the pipe. The continuous and uniform feeding of concrete is kept in the concrete pouring process, the elevation of the concrete surface and the burial depth of the guide pipe are observed and measured at any time in the pouring process, and the guide pipe opening is prevented from being lifted out of the concrete surface.
7. Construction of second multi-cavity H (cold-bending C) steel reinforced concrete underground continuous wall
Excavating a second unit groove section according to the step 4; welding a horizontal joint and a steel plate at the head end of the multi-cavity H (cold-formed C) section steel structure, wherein the horizontal joint consists of four parts, namely H-section steel, an H-section steel fillet weld, the steel plate and a splicing fillet weld of the steel plate and the H-section steel, and welding a flange of the horizontal joint (the H-section steel) and the steel plate at the head end of the multi-cavity H (cold-formed C) section steel structure; hanging the welded multi-cavity H (cold-bending C) type steel structure to a second groove section according to the step 5, so that a steel plate of a horizontal joint can be occluded with a steel plate at the tail end of the first multi-cavity H (cold-bending C) underground continuous wall, the horizontal joint can bear transverse load, a weak area at the joint of the underground continuous wall is avoided, and besides, the waterproof performance of the joint can be improved; and pouring concrete into the horizontal joint and the cavity of the multi-cavity H (cold-bending C) type steel structure to complete the construction of the second multi-cavity H (cold-bending C) type steel concrete underground continuous wall and the horizontal joint.
Detecting the quality of wall concrete by adopting a sound wave transmission method, wherein the number of the detected wall sections is not less than 20% of the total wall sections under the same condition, and is not less than 3, the number of the pre-embedded ultrasonic wave tubes of each detected wall section is not less than 4, and the pre-embedded ultrasonic wave tubes are preferably arranged at the middle points of four edges of the cross section of the wall body; and when the wall quality judged according to the sound wave transmission method is not qualified, a core drilling method is adopted for verification.
When designing multicavity formula shaped steel structure, its pressurized bearing capacity satisfies:
N 0 ＝f sc ·(A sc -(A s -A ssn ))+(A s -A ssn )·f y (1)
f sc ＝(1.212+Bθ+Cθ 2 )·f c (2)
θ＝A ss1 f y /A c f c (3)
A ss1 ＝min{t 1 ，t 2 ，t 3 }·2(b+d) (4)
A ssn ＝min{t 1 ，t 2 ，t 3 }·2(n·b+d) (5)
in the formula: b is the width of the member; d is the member thickness; n is the number of cavities; multi-cavity H-shaped steel concrete t 1 ，t 2 ，t 3 The thicknesses of the upper steel plate, the web plate and the lower steel plate are respectively, and the multi-cavity cold bending C-shaped steel concrete t 1 ，t 2 ，t 3 The same; a. The ss1 For a single chamber to effectively constrain the area of the steel, A ss1 Effectively restricting the area of the steel for n cavities; f. of y The yield strength of steel; f. of c The compressive strength of concrete is shown; a. The c Concrete area; the definition and value taking methods of B and D are the same as the specification of the concrete filled steel tube; θ is the single cavity cuff coefficient; f. of sc The design value of the strength of the multi-cavity type steel concrete is obtained; n is a radical of 0 The design value of the strength of the multi-cavity type steel concrete is composed of two parts, wherein one part is effectively restrained steel area and bearing capacity of the concrete component, and the other part is non-effectively restrained steel (the thickness of any steel is t, the thickness of the non-effectively restrained steel is t-min { t 1 ，t 2 ，t 3 }) of the axial bearing force, the formula considers that the constraint of the steel on the concrete depends on the thinnest steel plate around the cavity concrete, the thick steel plate only takes the thickness which is the same as that of the thinnest steel plate as the effective constraint steel of the concrete for the first term of the equation, and the steel which is not counted in the first term is taken as the second term to bear the axial force.
The shearing bearing capacity meets the following requirements:
V u ＝n·0.71f sv A sc -(n-1)·0.58f y t 2 (d-t 1 -t 2 ) (6)
f sv ＝1.547f y α sc /(α sc +1) (7)
α sc ＝A s /A c (8)
in the formula: v u The shear bearing capacity of the multi-cavity type steel concrete is the sum of the shear bearing capacities of n rectangular steel pipe concretes, and the shear bearing capacity of the shared (n-1) webs is subtracted; f. of sv The other symbols of the design value of the shear resistance bearing capacity of the single-cavity steel concrete (the single-cavity steel concrete, namely the rectangular steel pipe concrete) are the same as those in the axial pressure bearing capacity formula.
The flexural bearing capacity satisfies:
W sc ＝b·d 2 /6 (12)
in the formula: in order to make full use of the concrete in the compression zone, t is generally used 3 Will not be minimal; gamma ray m Is the coefficient of plastic development; w sc Is the section modulus of the flexural member; the first term in the formula (9) is determined by the thickness of a single cavity web because the steel constraint effect is considered, and the second term is the bending bearing capacity born by non-effective constraint steel; the first term in the formula (10) is determined by the thickness of the steel flange plate of the compression zone, the second term is the bending bearing capacity borne by the non-effective constraint steel of the tension zone, and the third term is the bending bearing capacity borne by the non-effective constraint steel of the web plate when the total section plasticity is achieved.
While embodiments of the invention have been disclosed above, it is not intended to be limited to the details shown in the description and the embodiments, which are fully applicable to various fields of art to which the invention pertains, and further modifications will be readily apparent to those skilled in the art, and it is therefore not intended to be limited to the details shown and described herein, without departing from the general concept as defined by the appended claims and their equivalents.
Claims (9)
1. A construction method of a two-wall-in-one multi-cavity type steel reinforced concrete composite structure is characterized by comprising the following steps:
firstly, leveling a field;
step two, constructing a guide wall;
step three, preparing slurry;
step four, grooving construction;
step five, hoisting the multi-cavity type steel structure:
the multi-cavity type steel structure comprises a plurality of section steel units, and the section steel units are H-shaped steel units (2) or cold-formed C-shaped steel units; flanges of the section steel units are sequentially welded and spliced with each other to form a multi-cavity section steel structure with two open ends; one end of the multi-cavity type steel structure is provided with a horizontal joint, and the other end of the multi-cavity type steel structure is provided with a clamping groove matched with the horizontal joint; a plurality of cavities with the same size are formed in the middle of the multi-cavity type steel structure;
step six, pouring underwater concrete:
the method comprises the steps of pouring concrete by a conduit method, determining the number of required pipe joints according to the excavation depth of a groove section, connecting the pipe joints by screw threads or bolts and sealing the pipe joints by annular rubber pads, determining the number of required conduits according to the number of cavities in a multi-cavity type steel structure, placing one conduit in each cavity, and pouring concrete into a conduit in a gap between a steel plate and a groove wall of the multi-cavity type steel structure. When concrete is poured, firstly placing a water-isolating ball in the guide pipe so as to discharge slurry in the pipe from the bottom of the pipe when the concrete is poured;
step seven, constructing the second multi-cavity type steel reinforced concrete underground continuous wall:
excavating a second unit groove section; hoisting a second multi-cavity type steel structure to enable a horizontal joint of the second multi-cavity type steel structure to be occluded with a clamping groove of the first multi-cavity type steel structure, so that the joint of the two multi-cavity type steel structures can bear transverse load, a weak area is prevented from appearing at the joint of the underground continuous wall, and the waterproof performance of the joint is improved; pouring concrete into the joint of the two multi-cavity type steel structures and the cavity of the second multi-cavity type steel structure to complete the construction of the second multi-cavity type steel concrete underground continuous wall and the horizontal joint;
and step eight, repeating the step seven until the construction of the two-wall integrated multi-cavity type steel reinforced concrete composite structure is completed.
2. The method for constructing a two-in-one multi-cavity steel reinforced concrete composite structure according to claim 1, wherein in the fifth step, when the height of the multi-cavity steel reinforced concrete structure is lower than the depth of the enclosure structure, a vertical joint is welded and fixed at the top of the inner side of the cavity to form the multi-cavity steel reinforced concrete structure welded with the vertical joint, then the bottom of the cavity of another multi-cavity steel reinforced concrete structure is sleeved into the vertical joint, and the multi-cavity steel reinforced concrete structure is welded and connected to form a multi-cavity steel reinforced concrete structure group, so that the multi-cavity steel reinforced concrete structure group is hoisted into a preset groove section when the multi-cavity steel reinforced concrete structure group is greater than or equal to the depth of the enclosure structure.
3. The method for constructing a two-in-one multi-cavity steel reinforced concrete composite structure according to claim 2, wherein the multi-cavity steel reinforced concrete composite structure is hoisted by a crane to the opening of the groove section, then the multi-cavity steel reinforced concrete composite structure is hoisted to the upper part to be sleeved into the vertical joint for positioning and welding, and the multi-cavity steel reinforced concrete composite structure is hoisted to the bottom of the groove after the joint is cooled. The specific lifting mode is as follows: main, two vice loop wheel machines are organized along length direction's both ends in multicavity type shaped steel structure, and the while is organized the slow level with multicavity type shaped steel structure and is lifted by crane, then main loop wheel machine lasts to rise, and vice loop wheel machine lasts the decline, and is up to organizing the upset of accomplishing horizontal direction to vertical direction with multicavity type shaped steel structure, and adjustment multicavity type shaped steel structure group is adjusted the back with the groove section mouth well and is slowly transferred, accomplishes hanging of multicavity type shaped steel and puts.
4. The method for constructing a two-in-one multi-cavity steel reinforced concrete composite structure according to claim 2, wherein the vertical joints are square steel pipes (13).
5. The method for constructing a two-in-one multi-cavity steel reinforced concrete composite structure according to claim 1, wherein the axial pressure bearing capacity of the steel section units satisfies the following conditions:
N 0 ＝f sc ·(A sc –(A s –A ssn ))+(A s –A ssn )·f y (1)
f sc ＝(1.212+Bθ+Cθ 2 )·f c (2)
θ＝A ss1 f y /A c f c (3)
A ss1 ＝min{t 1 ,t 2 ,t 3 }·2(b+d) (4)
A ssn ＝min{t 1 ,t 2 ,t 3 }·2(n·b+d) (5)
B＝0.131f y /213+0.723 (6)
C＝0.026-0.07f c /14.4 (7)
in the formula: b is the width of the section steel unit; d is the thickness of the section steel unit; n is the number of the cavities of the section steel units; t is t 1 ,t 2 ,t 3 The thicknesses of an upper steel plate, a web plate and a lower steel plate of the section steel unit are respectively set; a. The ss1 For effective restriction of the steel area for a single chamber, A ssn Effectively restricting the area of the steel for n cavities; f. of y The yield strength of steel; f. of c The compressive strength of concrete is shown; a. The c The area of the cross section of the concrete in a single cavity is defined; B. c is the influence coefficient of the cross section shape on the hoop effect; θ is the single cavity cuff coefficient; f. of sc Designing the compression strength of the multi-cavity type steel reinforced concrete; n is a radical of hydrogen 0 Designed value of multi-cavity type steel reinforced concrete axle center bearing capacity under pressure, A sc Is the total cross-sectional area of the member, A s Is the cross-sectional area of the steel;
the shearing bearing capacity meets the following requirements:
V u ＝n·0.71f sv A sc -(n-1)·0.58f y t 2 (d-t 1 -t 2 ) (8)
f sv ＝1.547f y α sc /(α sc +1) (9)
α sc ＝A s /A c (10)
in the formula: v u The design value of the shearing bearing capacity of the multi-cavity type steel reinforced concrete member is shown; f. of sv The shear strength design value of the single-cavity steel concrete; alpha is alpha sc The steel content of a single cavity.
The flexural bearing capacity satisfies:
M u ＝γ m W sc f sc +{max{t 1 ,t 3 }-min{t 1 ,t 3 }}·b·f y ·(d-t 1 /2-t 3 /2), (11)
when t is 2 ＝min{t 1 ,t 2 ,t 3 When the position is right;
M u ＝γ m W sc f sc +(t 3 -t 1 )·b·f y ·(d-t 1 /2-t 3 /2)+(n+1)·(t 2 -t 1 )·f y ·(d-t 1 -t 3 ) 2 /4 (12)
when t is 1 ＝min{t 1 ,t 2 ,t 3 A time is counted up;
W sc ＝b·d 2 /6 (14)
wherein, M u Designed value for flexural bearing capacity of member, W sc Is the section modulus of the flexural member, max { t } 1 ,t 3 Denotes t 1 And t 3 Greater value of min, { t } 1 ,t 3 Denotes t 1 And t 3 Of smaller value, γ m The coefficient of plastic development.
6. The method for constructing a two-in-one multi-cavity type steel reinforced concrete composite structure according to claim 1, wherein a plurality of stud units (5) are fixed to the inner sides of the flanges of the steel section units; the horizontal joint comprises H-shaped steel (8), and clamping steel plates (6) are fixedly welded on the upper surface and the lower surface of the H-shaped steel (8); the engaging groove is formed by welding and fixing a steel plate (61) on the inner side of the H-shaped steel unit (2) or directly formed by a cold-formed C-shaped steel unit.
7. The method for constructing a two-in-one multi-cavity type steel reinforced concrete composite structure according to claim 6, wherein the peg units (5) at the upper part and the peg units (5) at the lower part of the steel reinforced units are staggered with each other.
8. The method for constructing a two-in-one multi-cavity steel reinforced concrete composite structure according to claim 1, wherein the step one comprises the steps of:
after removing the above-ground and underground barriers and draining the accumulated water on the ground, digging, filling and leveling to ensure that the natural elevation of the building site meets the requirement of the designed elevation;
the second step comprises the following steps:
firstly, measuring and lofting by using a total station, and determining the position of the underground continuous wall; excavating a guide groove by using an excavator after measuring and positioning; then manually trimming the groove of the local area; constructing a guide wall, wherein the guide wall is in an inverted L shape and is of a cast-in-place integral reinforced concrete structure; the construction method of the guide wall comprises the following steps: after the groove is excavated to a preset position, steel bars are bound, whether each node is fixed in place or not is gradually checked, a supporting template is erected after the situation that no errors exist is confirmed, the outer side of the supporting template is fixed by using a transverse support, and the next construction is carried out after quality inspection is carried out, so that the guide wall can meet the design requirements of clear distance and verticality; finally, concrete is poured; removing the mold after the actual measured strength of the guide wall concrete reaches 85% of the designed strength value, arranging an upper wood purlin support and a lower wood purlin support after the mold is removed, and backfilling in time to prevent the excavated guide wall from being deformed due to side extrusion;
the fourth step comprises the following steps:
after the positions of all sections of the groove are determined, fixing a groove milling machine on the groove sections by utilizing a positioning frame matched with the groove milling machine, ensuring the posture and the plane position of a milling bucket entering the groove, cutting the stratum by the groove milling machine through milling teeth with different shapes and hardness arranged on a milling wheel, crushing soil and rocks into small blocks, mixing the small blocks with slurry in the groove sections, treating and recycling the slurry through a sludge discharge slurry return pump and a sludge-sand separation system, and pumping the treated clean slurry back into the groove for recycling until a final hole is formed into the groove; the construction mode of firstly milling the two ends of the groove section and then milling the middle is adopted, in order to ensure that the verticality can not generate large change due to accumulated deviation in the groove milling process, aiming at different groove sections, multiple groove measurement is adopted for deviation correction to control the overall verticality of the groove section, in order to ensure the precision of ultrasonic groove measurement, the mud replacement is carried out on the groove section before the groove measurement at every time, and the specific gravity and the sand content of the mud in the groove section are reduced.
9. A two-in-one multi-cavity steel reinforced concrete composite structure manufactured by the method for constructing a two-in-one multi-cavity steel reinforced concrete composite structure according to any one of claims 1 to 8.
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Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001193058A (en) * | 2000-01-14 | 2001-07-17 | Ki Kyo | Construction method of diaphragm wall and unit wall of diaphragm wall |
| CN103233459A (en) * | 2013-04-02 | 2013-08-07 | 北京航空航天大学 | Steel plate and concrete combined underground continuous wall and construction method thereof |
| CN113969574A (en) * | 2021-11-16 | 2022-01-25 | 青岛海大建科岩土工程有限公司 | Construction method of assembled type steel-inserted underground continuous wall |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001193058A (en) * | 2000-01-14 | 2001-07-17 | Ki Kyo | Construction method of diaphragm wall and unit wall of diaphragm wall |
| CN103233459A (en) * | 2013-04-02 | 2013-08-07 | 北京航空航天大学 | Steel plate and concrete combined underground continuous wall and construction method thereof |
| CN113969574A (en) * | 2021-11-16 | 2022-01-25 | 青岛海大建科岩土工程有限公司 | Construction method of assembled type steel-inserted underground continuous wall |
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