CN117702913A - Middle large-opening four-corner floor arch shell structure system and construction method thereof - Google Patents

Abstract

The application discloses middle large opening four corners falls to ground arch shell structure system and construction method thereof, middle large opening four corners falls to ground arch shell structure system includes: the pile foundation pile comprises a plurality of pile foundations, a plurality of supports, a plurality of prestressed pull beams and arch shells, wherein each support is arranged on the corresponding pile foundation, each prestressed beam is arranged between the corresponding two supports, each arch shell is provided with a plurality of arch legs, each arch leg is connected to the corresponding support, prestressed channels are formed in the prestressed pull beams and the supports connected with the prestressed pull beams, and prestressed tendons are arranged in the prestressed channels. The pile foundation is weaker in horizontal bearing capacity and horizontal rigidity, horizontal displacement of the pile top is required to be strictly controlled, and the cooperation of the prestressed tensile beams and the prestressed tendons provided by the embodiment of the application can provide certain rigidity besides force balance, so that the horizontal displacement of the pile top is ensured not to exceed the limit.

Description

Middle large-opening four-corner floor arch shell structure system and construction method thereof

Technical Field

The invention relates to the technical field of constructional engineering, in particular to a middle large-opening four-corner floor arch shell structure system and a construction method thereof.

Background

The traditional straight beam plate structure mainly has the stress form of bending and shearing. The arch shell structure has the characteristics of the arch shell structure, and the stress form is mainly stressed. In terms of material properties, the material properties can be fully exerted in a pressed state as compared with bending and shearing. Therefore, the arch structure, in particular to the arch shell structure, has the advantages of saving materials, light dead weight and being capable of spanning a larger space. However, in the arch shell structure (except for the semicircular arch), under the action of vertical load, horizontal thrust is generated at the arch springing, which is an important sign of the arch shell structure different from the common beam slab structure.

In existing engineering applications, there are generally two solutions for horizontal thrust of the arch springing:

1) The horizontal thrust is resisted by the lower support structure. The horizontal thrust is resisted by reinforcing the vertical support structure of the lower portion of the shell structure. Typically, a vertical support structure or foundation is required to withstand significant horizontal and vertical forces. However, horizontal thrust is resisted by the lower support structure. The presence of horizontal thrust increases the difficulty of designing the underlying support structure or foundation, which is often of a significant size.

2) A horizontal stay rope is arranged between the arch feet. Under the action of vertical load, the horizontal thrust force generated by the upper chord arch is borne by the lower chord stay rope, and the arch shell structure is self-formed into a complete structural member, and the member has no action of horizontal thrust force on the lower structure supporting the arch shell structure. A horizontal pull rod is arranged between the arch legs, and the pull rod generally adopts a prestress inhaul cable. Although the horizontal thrust of the arch springing can be partially balanced or fully balanced through design, the balance of forces is achieved under the combined action of given working conditions. However, when overload occurs, the balance of forces is broken, and because the rigidity of the inhaul cable is small, the support is displaced horizontally to a large extent, so that the structure is damaged, and the lower support structure is not suitable for the situation that the rigidity of the lower support structure is weak.

In view of this, the present invention has been made.

Disclosure of Invention

The invention provides a middle large-opening four-corner floor arch shell structure system and a construction method thereof.

The invention adopts the following technical scheme:

a first object of the present application is to provide a center large opening four-corner floor arch shell structure system comprising:

a plurality of pile foundations;

the supports are respectively arranged on the corresponding pile foundations;

the prestress tensioning beams are respectively arranged between the two corresponding supports;

the arch shell is provided with a plurality of arch legs, and each arch leg is connected with a corresponding support respectively;

the prestress tensile beam and the support connected with the prestress tensile beam are provided with prestress pore canals, and the prestress ribs are arranged in the prestress pore canals.

Optionally, the prestress tensile beam is supported on the cushion layer.

The second object of the present application is to provide a construction method of a center large opening four-corner floor arch shell structure system, comprising: in the process of installing the arch shell, the arch shell is installed in a plurality of construction stages, the horizontal thrust of the arch leg corresponding to each construction stage is respectively determined, and corresponding prestress is respectively applied to the prestress rib according to the horizontal thrust of the arch leg corresponding to each construction stage.

Optionally, the arch shell installation is divided into an arch shell steel structure installation stage, a steel structure main arch unloading stage, a steel structure overhanging part unloading stage and a roof board installation stage;

before each construction stage, corresponding prestress is respectively applied on the prestress ribs.

Optionally, the construction method comprises the following steps:

s1, executing a first-stage tensioning procedure and installing a steel structure of an arch shell;

s2, executing a second-stage tensioning procedure and unloading a main arch of the steel structure;

s3, executing a third-stage tensioning procedure and unloading overhanging parts of the steel structure;

and S4, executing a fourth-stage tensioning procedure and installing a roof concrete shell plate of the steel structure.

Optionally, each tendon is pre-stressed prior to installation of the steel structure of the shell, with the tension control force being ten percent of the target force.

Optionally, in step S2, before unloading the main arch of the steel structure, the tendon is pre-tensioned, and the tensioning control force is the maximum horizontal counter force of the support corresponding to each unloading working condition.

Optionally, in step S4, the installation of the roof concrete slab of the steel structure is divided into a plurality of construction steps, and before each construction step, a corresponding prestress is applied to the prestress rib according to the horizontal counter force of the support corresponding to the corresponding construction step.

Optionally, in step S2 and step S3, tensioning a part of the prestressed tendons on the prestressed tensile beam;

in step S4, different tendons among the remaining tendons are tensioned before each construction step of the installation of the roof concrete skin of the steel structure.

Optionally, the corresponding prestressed tendons on the prestressed tensile beam are tensioned before each construction stage, the prestressed tendons on the side close to the cushion layer are tensioned in the earlier construction stage, and the prestressed tendons on the side far from the cushion layer are tensioned in the later construction stage.

By adopting the technical scheme, the invention has the following beneficial effects:

the pile foundation is weaker in horizontal bearing capacity and horizontal rigidity, horizontal displacement of the pile top is required to be strictly controlled, and the cooperation of the prestressed tensile beams and the prestressed tendons provided by the embodiment of the application can provide certain rigidity besides force balance, so that the horizontal displacement of the pile top is ensured not to exceed the limit.

The following describes the embodiments of the present invention in further detail with reference to the accompanying drawings.

Drawings

The accompanying drawings, which are included to provide a further understanding of the invention and are incorporated in and constitute a part of this application, illustrate embodiments of the invention and together with the description serve to explain the invention, without limitation to the invention. It is evident that the drawings in the following description are only examples, from which other drawings can be obtained by a person skilled in the art without the inventive effort. In the drawings:

FIG. 1 is a schematic view of a partial structure of a prestressed duct according to an embodiment of the present application;

FIG. 2 is a schematic diagram of an explosive seed structure of a prestressed duct according to an embodiment of the present application;

fig. 3 is a schematic structural diagram of an anti-twisting and traction node device according to an embodiment of the present disclosure;

fig. 4 is an exploded view of an anti-twisting and pulling node device according to an embodiment of the present disclosure;

FIG. 5 is a schematic view of a part of an arch shell structure system according to an embodiment of the present disclosure;

fig. 6 is a steel structure construction flow corresponding to second-stage tensioning in arch shell structure system construction according to an embodiment of the present application;

fig. 7 is a steel structure construction flow corresponding to third-level tensioning in arch shell structure system construction according to an embodiment of the present application;

fig. 8 is a schematic diagram of a prestressed tendon stretched by a short-direction prestressed tensile beam in second-stage stretching and third-stage stretching in construction of an arch shell structure system according to an embodiment of the present application;

fig. 9 is a schematic diagram of a prestressed tendon stretched by a long-direction prestressed tensile beam in second-stage stretching and third-stage stretching in construction of an arch shell structure system according to an embodiment of the present application;

fig. 10 is a schematic diagram of a prestressed tendon stretched by stretching a short-direction prestressed tensile beam at level 4.1 in the construction of an arch shell structure system according to an embodiment of the present application;

FIG. 11 is a schematic diagram of a prestressed tendon stretched by stretching a longitudinal prestressed tensile beam at level 4.1 in the construction of an arch shell structure system according to an embodiment of the present application;

fig. 12 is a schematic diagram of a prestressed tendon stretched by stretching a short-direction prestressed tensile beam at the 4.2 th level in the construction of an arch shell structure system provided in the embodiment of the present application;

fig. 13 is a schematic diagram of a prestressed tendon stretched by stretching a longitudinal prestressed tensile beam at level 4.2 in the construction of an arch shell structure system according to an embodiment of the present application;

fig. 14 is a schematic diagram of a prestressed tendon stretched by stretching a short-direction prestressed tensile beam at level 4.3 in the construction of an arch shell structure system according to an embodiment of the present application.

Fig. 15 is a schematic diagram of a prestressed tendon stretched by stretching a longitudinal prestressed girder at level 4.3 in the construction of an arch shell structure system according to an embodiment of the present application.

FIG. 16 is a schematic diagram illustrating a dislocation arrangement of stress detection modules on a plurality of intelligent twisted steel wires according to an embodiment of the present disclosure;

FIGS. 17-22 show schematic diagrams of steps in construction of an ultra-large span prestressed tensile beam;

FIGS. 23 to 27 show various steps of threading steel strands in a prestressed duct;

fig. 28 is a view showing a construction state in which grouting work is performed on the prestressed pipe.

In the figure, 100, a prestressed duct; 1. a pre-stress tube; 11. a communication port; 2. a metal clamp; 21. an arc-shaped card; 211. a screw seat; 2111. a thread groove; 212. a connection hole; 22. a fastener; 3. a metal exhaust pipe; 31. a first tube body; 32. a second tube body; 33. an elbow pipe; 200. a support; 300. prestress tensile beam; 310. a short-direction prestress tensile beam; 320. a longitudinal prestress tensile beam; 330. iron reinforcement is arranged; 340. longitudinal stirrups; 400. a shell; 410. a main arch; 420. overhanging parts; 500. steel strand; 510. a stress detection module; a. anti-twisting traction node device; a1, a first component; a11, pulling rings; a12, a shaft member; a121, a shaft body; a122, a limiting head; a13, a second shell; a2, a second component 2; a21, a connector; a211, anchor cup; a212, a clamping piece assembly; a22, a first shell; a221, a central groove; a23, connecting rods; a3, a ball; b. a prestress supporting frame; c. grouting equipment; d. a winch, e, a steel strand; f. a wire rope.

It should be noted that these drawings and the written description are not intended to limit the scope of the inventive concept in any way, but to illustrate the inventive concept to those skilled in the art by referring to the specific embodiments.

Detailed Description

For the purpose of making the objects, technical solutions and advantages of the embodiments of the present invention more apparent, the technical solutions in the embodiments will be clearly and completely described with reference to the accompanying drawings in the embodiments of the present invention, and the following embodiments are used to illustrate the present invention, but are not intended to limit the scope of the present invention.

In the description of the present invention, it should be noted that the directions or positional relationships indicated by the terms "upper", "lower", "inner", "outer", etc. are based on the directions or positional relationships shown in the drawings, are merely for convenience of describing the present invention and simplifying the description, and do not indicate or imply that the apparatus or component referred to must have a specific orientation, be constructed and operated in a specific orientation, and thus should not be construed as limiting the present invention.

In the description of the present invention, it should be noted that, unless explicitly specified and limited otherwise, the terms "mounted", "connected" and "connected" are to be construed broadly, and may be, for example, fixedly connected, detachably connected or integrally connected; can be mechanically or electrically connected; can be directly connected or indirectly connected through an intermediate medium. The specific meaning of the above terms in the present invention will be understood in specific cases by those of ordinary skill in the art.

Referring to fig. 5 to 15, embodiments of the present application provide a center large opening four corner floor arch shell structure system, comprising: pile foundations, supports 200, prestressed tension beams 300 and shells 400. Each support 200 is disposed on a corresponding pile foundation. Each prestressed girder is respectively disposed between the corresponding two brackets 200. The shell 400 has a plurality of legs, each of which is connected to a respective abutment 200. The prestress tensile beam 300 and the support 200 connected with the prestress tensile beam are provided with prestress pore canals, and the prestress ribs are arranged in the prestress pore canals. The prestressed tendons can be intelligent steel stranded wires 500 or ordinary steel stranded wires e.

Taking a four-corner supported arch shell structure as an example, the long axial distance 204m and the short axial distance 160m of the arch shell structure system are integrally formed by adopting a four-foot supported hyperbolic flat shell shape, and the shell roof support 200 adopts a pile group support 200 pile arrangement mode. Because the shell spans are larger, and only four corners are supported, the rise is relatively smaller, and the thrust of the support 200 is extremely large, the horizontal thrust generated by the four-side invisible arch of the shell can be balanced by adopting the prestress tensile beam 300.

A prestressed tension beam 300 is arranged between the arch springs. The prestressing tendons in the prestressing tensile beam 300 can balance the horizontal thrust of the arch springing. The prestressed tensile beam 300 provides horizontal stiffness to limit the pile-top horizontal displacement. The cooperation of a plurality of prestressing force draw beams 300 and prestressing tendons that this application provided can provide certain rigidity except providing the balance of force, guarantees that pile bolck horizontal displacement is not overrun.

In one possible embodiment, the pre-stressed tensile beam 300 is supported on a backing layer. The middle of the prestressed tensile girder 300 is not deformed under the support of the blanket.

The application also provides a construction method of the middle large-opening four-corner floor arch shell structure system, which comprises the following steps: in the process of installing the arch shell 400, the arch shell 400 is installed into a plurality of construction stages, the horizontal thrust of the arch springing corresponding to each construction stage is respectively determined, and corresponding prestress is respectively applied to the prestress rib according to the horizontal thrust of the arch springing corresponding to each construction stage.

In the arch shell structure system forming process, the prestress application is adapted to the generation of horizontal thrust of the arch springing. The prestressing cannot be done once because the horizontal thrust of the arch is not generated once. After the installation process and the gradual unloading process of the arch structure of the steel structure are completed, and the gradual installation process of the roof board is completed, the horizontal thrust of the arch foot is gradually generated, and if the prestress application process and the generation of the horizontal thrust of the arch foot are not matched, unbalanced force is transmitted to the pile foundation, so that the horizontal displacement of the pile foundation is over-limited.

According to the method and the device, the whole construction process simulation technology can be adopted, simulation calculation is carried out, in the steel structure installation, unloading and roof board installation processes, horizontal thrust of the arch foot corresponding to each construction stage is determined according to the horizontal thrust, the corresponding prestress applied force of each construction stage is ensured, balance of the horizontal thrust and the prestress applied force of each construction stage is achieved, balance of forces is achieved, and meanwhile, horizontal displacement of the pile top is controlled to be always small and close to 0.

In one possible embodiment, shell 400 installation is divided into a shell steel structure installation stage, a steel structure main arch 410 unloading stage, a steel structure overhanging portion 420 unloading stage, and a roof boarding installation stage. Before each construction stage, corresponding prestress is respectively applied on the prestress ribs.

Optionally, the construction method comprises the following steps:

step S1, performing a first-stage tensioning procedure and installing a steel structure of the arch shell 400;

before the upper structure (steel structure) of the shell 400 begins to be installed. Firstly, each prestressed tendon is pre-tensioned by a small jack of 25t, and the tensioning control force is 10% of the final force.

Step S2, referring to FIG. 6, a second stage tensioning process is performed and unloading of the main arch 410 of the steel structure is performed;

that is, before the main arch 410 supports step unloading (sequentially unloading from the middle support to the two sides), the tensioning force (short 2 holes, long 3 holes, see fig. 8) takes the maximum horizontal counter force of the support 200 corresponding to each unloading working condition of the steel structure, and the tensioning force is balanced with the counter force of the support 200. Step S2 may be performed in two tensioning procedures.

Step S3, referring to FIG. 7, a third-stage tensioning procedure is performed and unloading of the overhanging portion 420 of the steel structure is performed;

before the overhanging portion 420 supports step unloading, the unloading stage corresponding to the third stage of stretching (short 2 holes, long 3 holes, see fig. 8) is an overhanging unloading stage, and the second stage of stretching is stretched to the design force, and the corresponding stretching force is shown in table 1.

TABLE 1 prestressed tension rating table (kN)

And S4, executing a fourth-stage tensioning procedure and installing a roof concrete shell plate of the steel structure.

The fourth stage tensioning process can be divided into three stages, namely a roof concrete shell plate installation stage, and the prestress tensioning of the shell plate installation stage is determined into three stages according to the analysis result of the counter force of the support 200 in the shell plate installation stage and the final tensioning design force (43908 kN in the short direction and 58628kN in the long direction). The steel structure is unloaded to complete the difference between the prestress applied to the support 200 and the final design tension, and the third stage of the fourth stage of the tension process may be 4.1, 4.2 and 4.3 stages, respectively, as shown in fig. 9 to 15, respectively. The three stages correspond to the construction of different parts of the shell plate respectively. The corresponding tension ratings are shown in table 2.

TABLE 2 prestressed tension rating table (kN)

Grading	Stage(s)	Short direction	Long direction
				Grade 4.1	Fourth step of roof boarding installation	15120+2×5118＝25446	22193+3×5118＝37546
Grade 4.2	Fifth step of roof boarding installation	25446+2×5118＝35681	37546+3×5118＝52900
				Grade 4.3	Sixth step of roof boarding installation	35681+2×5118＝45917	52900+2×5118＝63135

Each tendon is pre-tensioned prior to installation of the steel structure of the shell 400 with a tension control force of ten percent of the target force.

In step S2, the tendons are pre-tensioned before unloading the main arch 410 of the steel structure, and the tensioning control force is the maximum horizontal counter force of the support 200 corresponding to each unloading condition.

In step S4, the installation of the roof concrete shell slab with the steel structure is divided into a plurality of construction steps, and corresponding prestress is applied to the prestress rib according to the horizontal reverse force of the support 200 corresponding to the corresponding construction step before each construction step.

In both step S2 and step S3, the portion of the tendon on the prestressed girder 300 is tensioned. In step S4, different tendons among the remaining tendons are tensioned before each construction step of the installation of the roof concrete skin of the steel structure.

Alternatively, the corresponding tendons on the prestressed tensile beam 300 are tensioned before each construction stage, and the tendons on the side close to the cushion layer are tensioned in the preceding construction stage, and the tendons on the side far from the cushion layer are tensioned in the subsequent construction stage.

The prestress tensile beam 300 is supported on a cushion layer on the ground, and a large friction force exists between the prestress tensile beam 300 and the cushion layer. In the embodiment of the application, the lower pore canal is tensioned first, so that the middle part of the prestressed tensile beam 300 is integrally provided, thereby reducing the friction force with the ground and reducing the tensioning resistance.

Referring to fig. 1 to 28, the construction method of the prestressed tensile girder 300 is divided into a plurality of construction stages, each of which includes:

Step S01, referring to FIG. 17, installing a prestress supporting frame b;

step S02, referring to FIG. 18, installing a reinforcement support frame, and installing a longitudinal upper iron reinforcement 330 on the reinforcement support frame;

the distance between the prestressed supporting frames b is 2 m-4 m, and one prestressed pipe is arranged at about 1 m-2 m on two sides of the prestressed pipe 1. The support frame of the common steel bar is firstly installed, the installation is firm and reliable, and then the longitudinal upper iron steel bar 330 is installed and fixed with the support frame of the common steel bar.

Step S03, referring to FIG. 19, installing the longitudinal stirrups 340, so that the longitudinal stirrups 340 are sleeved on the longitudinal upper iron steel bars 330, and the longitudinal stirrups 340 are intensively placed;

in this step, the longitudinal stirrups 340 are sleeved into the upper iron bars 330 of the beam, and the sleeved longitudinal stirrups 340 are gathered together and temporarily and intensively placed. The position of the sleeved stirrup 340 should be noted in relation to the position of the support frame to avoid dislocation of the stirrup 340.

Step S04, referring to FIG. 20, installing a pre-stress pipe 1 on a pre-stress support b;

the prestressed pipe 1 is fastened and connected with the pipe of the last construction unit by adopting a groove clamp, so that firm and reliable installation is ensured.

Step S05, referring to FIG. 21, adjusting the positions of the longitudinal stirrups 340, and dispersing each longitudinal stirrup 340;

in this step, each longitudinal stirrup 340 is adjusted to a predetermined position of the design.

In step S06, referring to fig. 22, a plurality of air outlet assemblies are installed on the pre-stressing pipe 1, and the positions of the longitudinal stirrups 340 are fixed.

In this step, the air outlet assembly is installed at a predetermined position. The gas outlet assembly comprises a metal exhaust pipe 3. The adjacent stirrups 340 cannot be lashed and secured prior to installation. This construction step is performed in synchronization with the positioning of the longitudinal stirrup 340.

According to the embodiment of the application, aiming at the difference between the ultra-large-span prestressed tensile beam 300 and the frame beam structure, the prestressed pipe 1 is firstly installed, and then the common steel bars on the beam 300 are fixedly pulled, so that workers can conveniently enter the beam section to perform the construction of the prestressed pipe 1, and the smooth completion of the construction of the ultra-large-span prestressed tensile beam 300 is ensured.

In one possible embodiment, the prestressed strut b includes a portal and a plurality of uprights disposed on the portal, and a plurality of cross beams are connected to the uprights. In step S04, each of the pre-stressing pipes 1 is supported on the cross beam and the gantry, respectively, and the pipe and the pre-stressing bracket b are welded and fixed. The duct support can adopt a fast-assembling modularized steel support, so that fast-assembling and fast-disassembling operations can be realized, and the construction efficiency is remarkably improved.

In one possible embodiment, in step S04, the pre-stressing pipe 1 is fixedly connected to the pre-stressing pipe 1 on the construction unit completed in the previous construction phase. The prestressed tensile beam 300 has a larger span, and corresponding prestressed pipes 1 are respectively installed at each construction stage, so that the prestressed pipes 1 are connected to form an integrated structure.

In one possible embodiment, an annular groove is provided in advance on the outer wall of the end of the prestressed pipe 1, and in step S04, a first clip having a rubber ring is sleeved between two adjacent prestressed pipe 1 segments, so that the rubber ring is partially embedded in the annular groove of the end of the two prestressed pipes 1. Thereby realizing the connection and fixation of the two pre-stressing pipes 1.

Optionally, an air outlet hole is formed in the pre-stress pipe 1 at intervals of a set length;

in step S06, an air outlet assembly is installed in the prestressing pipe 1 corresponding to each air outlet hole, so that the air outlet assemblies are communicated with the corresponding air outlet holes.

Optionally, the outlet assembly comprises a second clip and a metal exhaust pipe 3.

In step S06, the second clamp is sleeved on the pre-stressing pipe 1, so that the thread groove on the second clamp is communicated with the air outlet hole, and one end of the metal exhaust pipe 3 is connected with the thread groove on the second clamp in a threaded manner.

Optionally, the construction method of the ultra-large span prestressed tensile beam 300 further comprises the following steps:

s07, performing pouring operation to form a prestress tension beam 300;

step S08, threading a steel strand e in the prestressed pipe 1;

step S09, prestress tensioning is carried out on the steel strand e;

step S010, grouting operation is performed on the pre-stress pipe 1.

In step S06, referring to fig. 1 and 2, the prestressed duct includes a plurality of prestressed pipes 1 (steel pipes), and an exhaust assembly including a metal clip 2 and a metal exhaust pipe 3 is provided on the prestressed pipe 1. The connecting port 11 is formed in the prestressed pipe 1, the prestressed pipe 1 is sleeved with the metal clamp 2, the metal clamp 2 is provided with a thread groove 2111 communicated with the connecting port 11, one end of the metal exhaust pipe 3 is provided with external threads, and the metal exhaust pipe 3 is in threaded connection with the thread groove 2111. The utility model provides a prestressed duct metal blast pipe 3 of this patent application connects the intercommunication mouth 11 on the prestressed pipe 1 and exhausts, adopts metal material preparation prestressed pipe 1 and blast pipe, has not only promoted exhaust duct's intensity, satisfies grouting pressure requirement to the tubular metal resonator is convenient for be connected with the grouter 4. Therefore, the metal exhaust pipe 3 at the middle position and the communication port 11 on the prestressed pipe 1 can be used as grouting holes, so that the problem that grouting is insufficient due to grouting at two ends is solved, the middle grouting holes are not required to be additionally arranged, grouting pipelines are additionally arranged, and the construction is more convenient. The metal exhaust pipe 3 is in threaded connection with the metal clamp 2, and the clamp is clamped on the pre-stressed pipe 1, so that the stability of connection is guaranteed, a connecting piece is not required to be additionally arranged, and the problem of falling off in the application process is avoided.

Referring to fig. 2, the clip comprises two arc-shaped cards 21, wherein the two arc-shaped cards 21 are positioned at two sides of the pre-stressing pipe 1, and the two arc-shaped cards 21 are fixedly connected. The thread groove 2111 is provided at a middle position of the arc-shaped card 21. The clamp comprises two arc cards 21, has prestressing force pipe 1 both sides to press from both sides tight prestressing force pipe 1, and the setting is convenient for fasten the clamp on prestressing force pipe 1 like this, also is convenient for adjust the elasticity of connection. The screw thread groove 2111 is arranged on one of the arc-shaped cards 21, so that the integrity of the screw thread groove 2111 is not affected by the connection process, and the screw thread groove 2111 is more convenient to arrange during production.

The two ends of the arc-shaped cards 21 are respectively provided with a connecting hole 212, and the two fasteners 22 respectively penetrate through the connecting holes 212 at the two ends of the two arc-shaped cards 21 to connect and fix the two arc-shaped cards 21. Both sides all set up fastener 22 and connect, guarantee to connect stably to both sides are all adjustable elasticity, and it is more convenient during the operation.

A screw seat 211 is provided on the outer convex side of the arc-shaped card 21, the screw seat 211 extends outwards along the thickness direction of the arc-shaped card 21, and the screw seat 211 is provided with a part of the screw groove 2111. The screw seat 211 having a certain thickness is provided, and the depth of the screw groove 2111 is ensured, thereby ensuring the length of the screw, and further improving the stability of connection.

The metal exhaust pipe 3 is provided with a first pipe body 31 and a second pipe body 32, the first pipe body 31 is in threaded connection with the threaded groove 2111, and an included angle is formed between the second pipe body 32 and the first pipe body 31. Because the whole bridge is provided with a plurality of vertical and horizontal steel bars 7 around the outside of the bracing beam, the metal exhaust pipe 3 is easy to be blocked by the steel bars 7 if straight and can not extend outwards, and the steel bars 7 can be avoided by setting corners and extending out from gaps of the steel bars 7, and the exhaust is not influenced during grouting.

The metal exhaust pipe 3 has an elbow pipe 33, one end of the elbow pipe 33 is connected to the first pipe body 31, and the second pipe body 32 is connected to the other end of the elbow pipe 33. The elbow pipe 33 is adopted to connect the direction in which the second pipe body 32 extends, and the bending pipeline is not needed, so that the construction is convenient, and the strength of the metal exhaust pipe 3 is ensured.

The elbow pipe 33 includes a first pipe section and a second pipe section. The first pipe section and the second pipe section are connected in an inclined manner, the first pipe body 31 is connected with the first pipe section in a threaded manner, and the second pipe body 32 is connected with the second pipe section in a threaded manner. The first pipe section and the second pipe section are cast integrally, so that the strength of the elbow pipe 33 is guaranteed, the elbow pipe is connected conveniently and fast by threads, the sealing effect is good, and later grouting is convenient.

The prestressed duct comprises a plurality of metal exhaust pipes 3, and each metal exhaust pipe 3 is arranged at intervals along the length direction of the prestressed pipe 1. A plurality of communication ports 11 are sequentially arranged on the prestressed pipe 1 at intervals along the length direction, and a plurality of metal exhaust pipes 3 are arranged in one-to-one correspondence with the communication ports 11. The arrangement of the plurality of communication ports 11 and the metal exhaust pipe 3 ensures that the exhaust effect is good, and the problem that the grouting is incomplete and a cavity is formed due to the fact that air is not discharged during grouting can be avoided.

In a possible embodiment, a grouting nozzle is arranged on the metal exhaust pipe 3 at the middle position of the pre-stress pipe 1. The arrangement of the grouting nozzle makes the connection of the grouting machine 4 more convenient.

In the prior art, in the process of threading, a method of directly connecting the steel wire rope f with the steel strand e is generally adopted, and as the steel strand e rotates in the traction process, the friction force between the steel strand e and the pore canal is increased compared with the friction force of the steel strand e which does not rotate. For short-range traction, the hoist d traction force can overcome the friction. However, for the ultra-large span beam 300, the friction force is far greater than the traction force, and even if the winch d is used, the beam cannot be successfully penetrated.

Referring to fig. 3 and 4, the application provides an anti-twisting traction node device a, through which a steel strand e always advances along a traction direction in a traction process, so that the rotation of the steel strand e in a beam threading process is avoided, the friction force between the steel strand e and a pore canal is greatly reduced, and the smooth completion of beam threading is ensured.

Step S08 includes:

step S081, referring to FIG. 23, placing disc steel strands e and a winch d at two ends of the prestress tension beam;

step S082, referring to FIG. 24, a steel wire rope f penetrates through the prestressed pipe 1 and is connected with windlass d at two ends;

step S083, referring to fig. 25 and 26, connecting a coiled steel strand e at the first end of the prestress beam with a wire rope f by using an anti-twisting traction node device to be in place, then using a winch d at the second end of the prestress beam to lead the coiled steel strand e at the first end to the second end of the prestress beam, cutting off the coiled steel strand e, and thus completing one strand e threading;

step S084, referring to FIG. 26, connecting a coiled steel strand e at the second end of the prestressed tensile beam with a steel wire rope f by using an anti-twisting traction node device a to be in place, then using a winch d at the first end of the prestressed tensile beam to lead the coiled steel strand e at the second end to the first end of the prestressed tensile beam, cutting off the coiled steel strand e, and thus completing one-time steel strand e threading;

step S085, see fig. 27, and repeatedly execute step S083 and step S084 until all the strand e threading tasks are completed.

The beam penetrating speed is improved by 1 time compared with the prior art by the back and forth traction rapid beam penetrating method.

Referring to fig. 3 and 4, the anti-twisting and pulling node device a includes a first component a1 and a second component a2. The first component a1 has a pull ring a11, the second component a2 is rotatably connected to the first component a1, and the second component a2 has a connector a21 for connecting the steel strand 500. When the twisting-preventing traction node device is used, when the twisting-preventing traction node device is used for threading the steel strand 500, the steel strand 500 is connected with the connector a21, the steel wire rope f of the winch d is connected with the pull ring 11, and the winch d is used for switching the steel strand 500 through the twisting-preventing traction node device and then pulling the steel strand 500 through the pre-stress pipe 1. Because the twisting and pulling preventing node device comprises the first component a1 and the second component a2 which are rotatably connected, and the steel wire rope f and the steel wire strand e are respectively connected to the first component 1 and the second component 2, the steel wire rope f and the steel wire strand e are rotatably connected. In the process of winding the steel wire rope f by the winch d, the steel wire e cannot rub the prestressed pipe 1 by a large force due to the fact that the steel wire e is rotationally twisted, so that the winch d of the prestressed pipe 1 can smoothly pull the steel wire e to pass through the prestressed pipe 1 no matter how long, and the steel wire strand threading efficiency is improved.

In one possible embodiment, the first component a1 comprises a shaft a12, and the tab a11 is connected to the shaft a12. The second assembly a2 comprises a first shell a22, wherein the first shell a22 is provided with a central groove a221, and the first shell a22 is rotatably sleeved on the shaft element a12 through the central groove a 221. The first housing a22 is connected to the connector a21. The connector a21 is connected to the first housing a22 to increase the connection area, thereby ensuring the connection stability. The shaft element a12 has the effect of extending and lengthening the rotating shaft, the first shell a22 has a certain thickness, and the first shell a22 is rotatably sleeved on the shaft element a12 to ensure stable rotation and difficult clamping.

In one possible embodiment, the first component a1 includes a second housing a13, the second housing a13 having a second connection hole, and the second housing a13 is sleeved on the shaft a12 through the second connection hole. The first housing a22 and the second housing a13 are rotatably engaged. Wherein, when the first shell a22 and the second shell a13 rotate relatively, the shaft element a12 rotates relatively to the first shell 22 and does not rotate relatively to the second shell a 13. The lid and lid area of support are big, can guarantee connection stability.

In one possible embodiment, the anti-twisting and traction node device further includes a plurality of balls a3, the balls a3 being disposed between the first housing a22 and the second housing a13, the balls a3 being sequentially disposed at intervals around the circumference of the shaft a 12. Because the first shell a22 and the second shell a13 can relatively rotate, sliding friction between the first shell a22 and the second shell a13 can be converted into rolling friction through the balls a3 between the first shell a22 and the second shell a13, friction force is reduced, the rotation is smoother, the steel strand e is further guaranteed not to be twisted, and the sleeving process is guaranteed to be smoother. The ball a3 may be limited and kept stable by the first housing a22 and the second housing, or the ball a3 may be dropped by a limited and kept stable portion of the internal structure of the first housing a22 or the second housing, or may be fixedly connected to the first housing a22 or the second housing.

In one possible embodiment, the first housing a22 is located on a side of the second housing a13 adjacent to the tab a 11. The first shell a22 is close to the pull ring a11, the second shell a13 is close to the connector a21, pull forces are respectively applied to the first shell a22 and the second shell a13 by the pull ring a11 and the connector a21, so that the first shell a22 and the second shell a13 move towards each other, the first shell a22 and the second shell a13 are ensured to be fully contacted with the ball a3, rolling friction is kept continuously, rotation stability is kept, and damage caused by friction between the first shell a22 and the second shell a13 is prevented.

In one possible embodiment, the shaft a12 has a shaft a121 and two stopper heads a122 disposed at both ends of the shaft a 121. The first shell a22 and the second shell a13 are located between the two limiting heads a122, and the pull ring a11 is connected with one limiting head a122. The two limiting heads a122 limit the first shell a22 and the second shell a13 between the two limiting heads a122, so that the first shell a22 and the second shell a13 are not separated, and the internal balls a3 are not dropped.

In a possible embodiment, the second housing a13 is in a limit fit with one of the limit heads a122, or the second housing a13 is fixedly connected with the shaft a12, and the first housing a22 is rotatable relative to the second housing a13 and the shaft a 12. Preferably, the limiting head a122 is polygonal, such as triangle, quadrangle, hexagon, etc., the second housing a13 is provided with a groove adapted to the limiting head a122, and a limiting head a122 is embedded into the groove to ensure that the shaft body a121 and the second housing a13 cannot rotate relative to each other. So be convenient for connect and dismantle, if second casing a13 is connected with axis body a121 needs welding or punching to use the connecting piece to connect, connect troublesome and easy damage.

In one possible embodiment, the second assembly a2 comprises a plurality of connecting rods a23. Each connecting rod a23 is sequentially arranged at intervals around the circumferential direction of the shaft member a12, one end of each connecting rod a23 is respectively connected with the first shell a22, and the other end of each connecting rod a23 is respectively connected with the connector a21. The connecting rod is in a convex arc shape, so that the second shell a13 can be avoided when the connector a21 and the first shell a22 are connected, and the mutual rotation between the first shell a22 and the second shell a13 is not influenced. The connecting force can be guaranteed by arranging the connecting rods, the connecting rods a23 are sequentially arranged at intervals along the circumferential direction and uniformly distributed on the periphery of the first cover body, the connecting force is guaranteed to be uniform, and the connection and rotation are stable.

In one possible embodiment, the connector a21 includes an anchor cup a211 and a clip assembly a212. The anchor cup a211 is provided with a conical cavity, the wide-mouth end of the conical cavity faces the first shell a22, the steel strand e penetrates through the conical cavity, and the clamping piece assembly a212 is arranged between the steel strand e and the inner wall of the anchor cup a 211. The clip assembly a212 includes a plurality of clips which can be enclosed into a cone with a size slightly smaller than the cone, so that when the steel strand e passes through the clip assembly and the anchor cup a211, the steel strand e is pulled to be connected more tightly, and the connection between the steel strand e and the connector 21 is stable

Optionally, the prestressed tensile beam is used for balancing horizontal thrust of the arch springing applied by arch shell structure construction.

In step S09, the arch shell structure construction is divided into an arch shell steel structure installation stage, a steel structure main arch unloading stage, a steel structure overhanging part unloading stage and a roof board installation stage;

before each construction stage, a corresponding prestress is applied to the steel strand e.

The ultra-large span prestressed tensile beam 300 is of an ultra-long structure, the grouting stroke of each prestressed duct is (5-10 times) that of a conventional frame beam, the conventional frame beam is grouted from one end of a tensioning end, cement paste is ejected from the other end, and then grouting holes and air outlets are sealed. If the same method is adopted for grouting the pull beam 300, hidden dangers such as pipe blockage, non-compaction grouting and the like may exist due to insufficient grouting stroke and long grouting time. For this, the present application provides the following technical solutions:

three grouting devices c are provided in total. Step S010 includes:

step S0110, referring to FIG. 28, arranging a first grouting device and a second grouting device at two ends of the prestressed tensile beam, arranging a third grouting device at the middle part of the prestressed tensile beam, wherein the first grouting device and the second grouting device are respectively connected with two ends of the 1 section of the prestressed pipe, and the third grouting device is connected with an air outlet component at the middle part of the prestressed pipe 1;

And reserving an air outlet hole every 30m in the pre-embedding stage of the pre-stressing pipe 1.

Step S0120, grouting is started from the first grouting equipment and the second grouting equipment, and after the air outlet component in the middle of the prestressed pipe 1 starts to emit slurry, the first grouting equipment and the second grouting equipment stop grouting, and the two ends of the prestressed pipe 1 are sealed;

step S0130, grouting is started by third grouting equipment until all the air outlet components are respectively exposed out of cement paste, and all the air outlet components are sequentially sealed;

and step S0140, continuously pressurizing the third grouting equipment to the grouting pressure of 0.5-0.6 Mpa, maintaining the pressure for two minutes, and closing the third grouting equipment.

Referring to fig. 5-16, a dome structure system, comprising: pile foundations, supports 200, prestressed tension beams 300 and shells 400. Each support is arranged on a corresponding pile foundation, each prestress tensile beam is arranged between two corresponding supports, the arch shell is provided with a plurality of arch legs, and each arch leg is connected with the corresponding support. The prestress tensile beam and the support connected with the prestress tensile beam are provided with prestress pore channels, the intelligent steel strand 500 is arranged in the prestress pore channels (comprising a plurality of prestress pipes 1), and the intelligent steel strand 500 is provided with a plurality of stress detection modules 510.

The arch shell structure system provided by the application can be used for effectively monitoring stress in real time through the intelligent steel strand 500, can reflect the prestress states of a plurality of positions, can reflect actual effective prestress after the clamping piece is retracted and the anchorage deformation is lost after the tensioning equipment is released, and can dynamically record the whole tensioning process.

The arch shell structure system provided by the application can monitor the effective stress of the prestress steel strand at a certain point and the state of the large-span prestress tensile beam at any time point in the construction process or the service period through the intelligent steel strand 500.

In one possible implementation, the smart steel stranded wire 500 includes a smart sensor rib and a plurality of external wires, each of the external wires is wound outside the smart sensor rib, and a plurality of stress detection modules 510 are disposed on the smart sensor rib.

In the embodiment, the intelligent sensing bar is used for replacing the middle wire of the common steel strand. By means of the anchoring and torsion effects of the end parts of the steel strands in the stressed state, the intelligent sensing ribs are wrapped naturally, and the effect that the intelligent sensing ribs and 6 outer wires of the common steel strands deform cooperatively is achieved. The central wavelength value of the fiber bragg grating is changed linearly along with the fiber bragg grating due to the influence of strain and temperature, so that the change of the wavelength can be acquired and read in real time by means of grating measuring points inscribed in the fiber, and the change of the stress of the measuring points is calculated.

In one possible embodiment, as shown in fig. 16, the prestressed tensile beam and the support connected with the prestressed tensile beam are provided with a plurality of prestressed channels, each of the prestressed channels is provided with the intelligent steel strand 500, and the stress detection modules 510 of each of the intelligent steel strands 500 are arranged in a staggered manner.

The intelligent steel strand 500 is preferably arranged one in each duct. One of the measuring points should be arranged at a position close to the tensioning end so as to check the tension control stress, the position with the maximum prestress loss and the position with the abrupt change of the prestress loss should be also arranged with the other measuring points evenly arranged, and the 500 measuring points of each intelligent steel strand are staggered, thereby realizing the detection of different parts.

In one possible embodiment, the prestressed tensile beam is embedded with a stress-strain sensor. Optionally, the prestress tensile beam is provided with a plurality of stress-strain sensors, and each stress-strain sensor is sequentially arranged at intervals along the length direction of the prestress tensile beam.

The tensile stress of the prestressed tensile beam concrete needs to be monitored as the microcosmic quantity of the material level, the microcosmic quantity changes to be the most obvious, the reaction trend of the structure can be obtained at the first time, and the stress damage and the dangerous point are effectively controlled at the microcosmic quantity. The pre-embedded stress strain sensor of the pre-stressed tensile beam can perform high-frequency real-time monitoring on the upper load application or withdrawal stage of the pre-stressed tensile beam and the service period of the structure in the pre-stressed tensile construction stage. The stress measuring point of the prestress tensile beam is preferably arranged in the middle of the prestress tensile beam and at one quarter of the span.

In one possible embodiment, the shell structure system further includes a prestressed tensile beam end displacement monitoring sensor. The prestress tension beam end displacement monitoring sensor is used for monitoring the displacement of the prestress tension beam end.

The construction of prestress in a large-span prestress tensile beam, the change of the tensile beam concrete stress, and the displacement of the tensile beam end are a group of related variables. The parameters and the variables are organically integrated together, and the intrinsic relation and the change rule of the parameters and the variables are analyzed according to the characteristics of different structures to evaluate the multidimensional comprehensiveness.

The real-time monitoring of the displacement of the beam end of the pull beam adopts two methods, namely a contact method and a non-contact method. The important construction process adopts contact displacement monitoring. The first end of the prestress tensile beam end displacement monitoring sensor is fixed, the second end of the prestress tensile beam end displacement monitoring sensor is fixedly connected with the prestress tensile beam, and the prestress tensile beam end displacement monitoring sensor determines the displacement of the prestress tensile beam according to the distance change of the first end and the second end.

The fixed point (first end) is typically a prestressed pipe pile or other type of pile, and the depth of the pile is less than the depth of the concrete beam foundation. The detection method is high in precision and acquisition frequency, but high in construction requirement, and the fixed point is very close to the structure, so that the subsequent construction of the structure can be influenced, and the detection method is suitable for the construction process of displacement sensitivity of a certain ground beam.

Optionally, the arch shell structure system comprises a pile body, and the embedded depth of the pile body is larger than the depth of the foundation of the prestressed tensile beam. And the first end of the prestress tension beam end displacement monitoring sensor is fixed on the pile body.

The whole process displacement monitoring adopts a non-contact method. Preferably, a laser displacement meter is adopted, and the prestress tension beam end displacement monitoring sensor comprises a laser emitter and a target. The target is arranged at the tail end of the prestress tension beam. The laser emitter is arranged at intervals with the target, and the emitting end of the laser emitter faces the target.

The laser displacement meter consists of a laser emitter and a target. The targets can be arranged at the tail ends of the prestressed concrete pull beams, and the laser transmitters are arranged at any positions aligned with the targets 10 m-20 m. The device reacts to displacement by changing the position of the laser on the target. The method has the accuracy and the acquisition frequency slightly lower than those of the displacement meter, but can effectively avoid a construction area and stably monitor for a long time.

In the process of installing the arch shell, the arch shell is installed in a plurality of construction stages, the horizontal thrust of the arch leg corresponding to each construction stage is respectively determined, corresponding prestress is respectively applied to the prestress rib according to the horizontal thrust of the arch leg corresponding to each construction stage, the stress value monitored by the intelligent steel strand 500 is obtained in real time in the process of applying the prestress, and the tensile force of the tensioning equipment is adjusted according to the stress value monitored by the intelligent steel strand 500 in real time.

The foregoing description is only illustrative of the preferred embodiment of the present invention, and is not to be construed as limiting the invention, but is to be construed as limiting the invention to any simple modification, equivalent variation and variation of the above embodiments according to the technical matter of the present invention without departing from the scope of the invention.

Claims (10)

1. A center large opening four-corner floor arch shell structure system, comprising:

a plurality of pile foundations;

the supports are respectively arranged on the corresponding pile foundations;

the prestress tensioning beams are respectively arranged between the two corresponding supports;

the arch shell is provided with a plurality of arch legs, and each arch leg is connected with a corresponding support respectively;

the prestress tensile beam and the support connected with the prestress tensile beam are provided with prestress pore canals, and the prestress ribs are arranged in the prestress pore canals.

2. A medium large opening four-corner floor arch shell structure according to claim 1, wherein said prestressed tensile beams are supported on a cushion layer.

3. A method of constructing a large open-ended four-corner floor arch shell structure according to claim 1 or claim 2 wherein during installation of the arch shell, the arch shell is divided into a plurality of construction stages, the horizontal thrust of the corresponding arch leg for each construction stage is determined, and corresponding prestressing force is applied to the prestressing tendons according to the horizontal thrust of the corresponding arch leg for each construction stage.

4. A method of construction according to claim 3 wherein the shell installation is divided into a shell steel structure installation phase, a steel structure main arch unloading phase, a steel structure overhanging portion unloading phase and a roof panel installation phase;

before each construction stage, corresponding prestress is respectively applied on the prestress ribs.

5. A construction method according to claim 3, comprising the steps of:

s1, executing a first-stage tensioning procedure and installing a steel structure of an arch shell;

s2, executing a second-stage tensioning procedure and unloading a main arch of the steel structure;

s3, executing a third-stage tensioning procedure and unloading overhanging parts of the steel structure;

And S4, executing a fourth-stage tensioning procedure and installing a roof concrete shell plate of the steel structure.

6. A method according to claim 5, wherein in step S1, each tendon is pre-stressed prior to installation of the steel structure of the shell, the tensioning control force being ten percent of the target force.

7. The method according to claim 5, wherein in step S2, the tendon is pre-stressed before unloading the main arch of the steel structure, and the tension control force is the maximum horizontal support reaction force corresponding to each unloading condition.

8. The construction method according to claim 5, wherein in step S4, the installation of the roof concrete slab of the steel structure is divided into a plurality of construction steps, and a corresponding prestress is applied to the tendon according to the horizontal counter force of the support corresponding to the corresponding construction step before each construction step.

9. The construction method according to claim 8, wherein in both step S2 and step S3, the tendon at the upper part of the prestressed tensile beam is tensioned;

in step S4, different tendons among the remaining tendons are tensioned before each construction step of the installation of the roof concrete skin of the steel structure.

10. A method according to any one of claims 3 to 9, wherein the corresponding tendon on the tendon is tensioned separately before each construction stage, and the tendon on the side closer to the mat is tensioned during the preceding construction stage and the tendon on the side farther from the mat is tensioned during the subsequent construction stage.