CN117403894A - Prestressed tendon beam penetrating device and silo prestressed tendon rapid construction method - Google Patents

Prestressed tendon beam penetrating device and silo prestressed tendon rapid construction method Download PDF

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Publication number
CN117403894A
CN117403894A CN202311547346.9A CN202311547346A CN117403894A CN 117403894 A CN117403894 A CN 117403894A CN 202311547346 A CN202311547346 A CN 202311547346A CN 117403894 A CN117403894 A CN 117403894A
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CN
China
Prior art keywords
self
beam penetrating
lifting
anchorage
silo
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Pending
Application number
CN202311547346.9A
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Chinese (zh)
Inventor
李云
陈军平
孙国伟
田晨曦
秦斌
孟悦
马力涛
贾胜强
陈一强
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Hebeisijian Construction Engineering Co ltd
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Hebeisijian Construction Engineering Co ltd
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Application filed by Hebeisijian Construction Engineering Co ltd filed Critical Hebeisijian Construction Engineering Co ltd
Priority to CN202311547346.9A priority Critical patent/CN117403894A/en
Publication of CN117403894A publication Critical patent/CN117403894A/en
Pending legal-status Critical Current

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    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
    • E04G21/12—Mounting of reinforcing inserts; Prestressing
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
    • Y02A40/00—Adaptation technologies in agriculture, forestry, livestock or agroalimentary production
    • Y02A40/10—Adaptation technologies in agriculture, forestry, livestock or agroalimentary production in agriculture
    • Y02A40/51—Adaptation technologies in agriculture, forestry, livestock or agroalimentary production in agriculture specially adapted for storing agricultural or horticultural products

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Mechanical Engineering (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Conveying And Assembling Of Building Elements In Situ (AREA)

Abstract

The invention relates to a prestress rib beam penetrating device and a silo prestress rib rapid construction method, wherein the prestress rib beam penetrating device comprises a beam penetrating channel and a lifting type self-anchorage connecting mechanism positioned in the beam penetrating channel, the lifting type self-anchorage connecting mechanism comprises a self-anchorage clamping frame, a steel wire rope self-locking head is arranged on the self-anchorage clamping frame, a fixing rod and a lifting rod are axially arranged on the self-anchorage clamping frame, one end of the fixing rod is fixed on the inner wall of the self-anchorage clamping frame, the other end of the fixing rod is provided with a self-anchorage ring, the lifting rod penetrates through the side wall of the self-anchorage clamping frame, the inner end of the lifting rod is provided with a lifting self-anchorage ring, and a spring is sleeved on the lifting rod between the lifting self-anchorage ring and the inner wall of the self-anchorage clamping frame. The invention can realize the rapid beam penetration of the bidirectional prestressed tendons, greatly improve the slip form construction efficiency and continuity of the silo, and ensure the construction quality of the silo.

Description

Prestressed tendon beam penetrating device and silo prestressed tendon rapid construction method
Technical Field
The invention relates to a construction technology of a steel strand of a prestressed silo, in particular to a prestress rib beam penetrating device and a quick construction method of the prestress rib of the silo.
Background
The prestressed silo is a circular silo reinforced concrete structure, is generally constructed by adopting a sliding mode, is a construction process for continuous construction molding, and is generally constructed by firstly measuring and setting out, mounting in place on the ground in advance, namely, a sliding mode steel template, a lifting frame, a climbing support rod, a hydraulic jack, a sliding mode platform, a hydraulic lifting device and the like, then paving prestressed steel bars on the silo wall, binding the steel bars on the silo wall, pouring concrete every 30cm in a layered manner, continuously sliding upwards by utilizing hydraulic lifting equipment, and circularly constructing until the steel bars reach the silo top. When the prestress silo is constructed, a prestress rib penetrating procedure is added compared with a common silo, and the prestress rib penetrating mode is generally adopted by manual penetrating or mechanical penetrating at present.
Manually threading: in the construction process of the prestressed tendons of the silo structure, construction operators usually adopt manual penetrating prestressed tendons and place the manual penetrating prestressed tendons in the U-shaped binding measure tendons manufactured by adopting smooth round steel bars. In the manual threading process of the prestressed tendons, a plurality of operators are required to cooperatively operate, the prestressed tendons are easy to rub and collide with other parts such as the main tendons of the silo and the lifting frames, and the outer wall of the prestressed tendons is easy to scratch and damage to the cover; the auxiliary penetrating prestressed tendon has the advantages of more operators, longer penetrating time and low construction efficiency.
Mechanical beam penetration: when the mechanical beam penetrating is adopted in the construction of the prestressed tendons of the silo structure, the prestressed tendons are pulled to the designated positions by utilizing the beam penetrating channel of the prestressed tendons and the traction equipment, an operator takes out the prestressed tendons and places the prestressed tendons in the U-shaped measure tendons, and the operator also needs to manually pull the steel wire ropes of the traction equipment to the beam penetrating starting positions of the prestressed tendons to be connected with the prestressed tendons, so that the construction efficiency is low.
In the construction process, if many construction procedures such as prestress rib penetrating and steel bar binding cannot be completed in time, concrete pulling cracks of the silo wall and the buttress column can be caused when the sliding formwork is lifted, so that the pouring quality of the buttress column is affected, and even the continuity of the sliding formwork construction can be affected.
Disclosure of Invention
The invention aims to provide a tendon threading device and a silo tendon rapid construction method, which are used for solving the problem of low tendon threading efficiency in tendon threading construction of the existing silo structure.
The invention is realized in the following way: the utility model provides a prestressing tendons wears to restraint device, includes wears to restraint passageway and is located the inside lift-type from anchor coupling mechanism of passageway, lift-type is from anchor coupling mechanism includes from anchor kayser frame be provided with wire rope from the tapered end on the self anchor kayser frame be provided with dead lever and lift-draw rod along the axial on the self anchor kayser frame, dead lever one end is fixed on the inner wall of self anchor kayser frame, the other end is equipped with to fix from the anchor ring, the lift-draw rod passes from the lateral wall of anchor kayser frame the inner of lift-draw rod is equipped with to carry and draws from the anchor ring, has cup jointed the spring on carrying the pull rod that carries between anchor ring and the self anchor kayser frame inner wall.
Two protruding blocks are arranged on the outer wall of the self-anchored clamping and locking frame, the protruding blocks are positioned on the opposite sides of the lifting rod, and the steel wire rope self-locking head is arranged on the protruding blocks.
The fixed rods and the lifting rods are alternately arranged, and at least two fixed rods and at least two lifting rods are respectively arranged.
The outer end of the lifting rod is provided with an anti-falling end head.
The beam penetrating channel is of a semi-closed structure, and an inner convex edge is arranged on the inner side of the opening of the beam penetrating channel.
The invention also discloses a silo prestressed tendon rapid construction method, which is realized based on the prestressed tendon beam penetrating device and comprises the following steps of.
a. Binding bin wall steel bars at the bottom of the circular silo, and assembling a sliding mode platform.
b. A fixed sleeve is arranged on the sliding mode door frame at the outer side of the silo wall, a beam penetrating channel is arranged between two tensioning end buttress posts, and the beam penetrating channel is fixed by the fixed sleeve.
c. And the first power beam penetrating equipment and the second power beam penetrating equipment are respectively arranged at the two tensioning end buttress posts.
d. And manually conveying the steel wire rope of the first power beam penetrating device from the beam penetrating channel to a position close to a buttress post of the second power beam penetrating device, and connecting the steel wire rope end of the first power beam penetrating device and the steel wire rope end of the second power beam penetrating device with a lifting type self-anchor connecting mechanism, wherein the lifting type self-anchor connecting mechanism is arranged in the beam penetrating channel.
e. And connecting the end of the prestressed tendon with a lifting self-anchoring connecting mechanism.
f. And starting the first power beam penetrating equipment to forward pull the steel wire rope, and reversely conveying the steel wire rope by the second power beam penetrating equipment, so that the prestressed tendons penetrate through the beam penetrating channel.
g. After the prestress rib is penetrated in place, stopping the first power beam penetrating equipment and the second power beam penetrating equipment, disconnecting the end head of the prestress rib from the lifting type self-anchoring connecting mechanism, taking the prestress rib out of the opening of the beam penetrating channel, and placing the prestress rib on the measure rib of the silo wall.
h. And connecting the end head of the other prestress rib with a lifting self-anchoring connecting mechanism at the position close to the buttress column of the second power beam penetrating equipment, starting the second power beam penetrating equipment to forward pull the steel wire rope, and reversely conveying the steel wire rope by the first power beam penetrating equipment so as to penetrate the prestress rib through the beam penetrating channel.
i. After the prestressed tendons are penetrated in place, the first power beam penetrating equipment and the second power beam penetrating equipment are stopped, the ends of the prestressed tendons are disconnected with the lifting type self-anchoring connecting mechanism, the prestressed tendons are taken out from the opening of the beam penetrating channel and placed on the measure tendons on the silo wall, and the bidirectional prestress penetrating construction is completed.
The quick construction method of the silo prestressed tendons further comprises the following steps.
j. And casting concrete at the bin wall part where the bi-directional prestress penetrating construction is completed.
k. And lifting the sliding mode and binding bin wall steel bars.
And step e, repeating the steps e-k until the construction of the whole bin wall is completed.
In the step e, the pulling rod is pulled to enable the centers of the pulling self-anchor ring and the fixing self-anchor ring to be positioned on the same straight line, the prestressed tendons penetrate through all the pulling self-anchor rings and the fixing self-anchor ring, and after the pulling rod is loosened, the pulling self-anchor ring and the fixing self-anchor ring are automatically staggered to fix the prestressed tendons.
The beam penetrating channel consists of a plurality of arc segments, and the end part of each arc segment is fixed in the fixed sleeve.
And a travel limiter is arranged at the end part of the beam penetrating channel, and the first power beam penetrating equipment and the second power beam penetrating equipment stop running when the lifting self-anchored connecting mechanism triggers the travel limiter.
The lifting type self-anchorage connecting mechanism of the prestress rib threading device can realize the quick connection of the steel wire ropes at two ends and the prestress rib, can ensure the reliability of connection, and moves along the threading channel in the threading channel under the traction of the steel wire rope at one end, so that the prestress rib is threaded in the threading channel, the quick threading of the prestress rib is realized, and the steel wire ropes at two ends can be used as traction ropes, so that the quick threading of the prestress rib in two directions can be realized.
The quick construction method of the prestressed tendons of the silo uses the prestressed tendon penetrating device in the slip form construction process of the silo. Except that the wire rope of one power beam penetrating device is manually conveyed to the other end through the beam penetrating channel, the traction of the rest wire rope is realized by the power beam penetrating device, so that the labor is saved, and the beam penetrating efficiency is greatly improved. Because the lifting type self-anchorage connecting mechanism of the prestress rib threading device can be used for rapidly connecting or disconnecting the prestress rib, the prestress rib at the other end can be fast threaded to the one end and the prestress rib at the one end can be threaded to the other end, the prestress rib at the one end can be fast threaded through the bidirectional prestress rib, and the slip form construction efficiency of the prestress silo can be greatly improved by being matched with the lifting of the slip form.
Drawings
Fig. 1 is a schematic diagram of a method for rapidly constructing a prestressed reinforcement of a silo according to the present invention.
Fig. 2 is a view in the A-A direction of fig. 1.
Fig. 3 is a schematic view of the tendon of the present invention.
Fig. 4 is a block diagram of the tendon threading device of the present invention.
Fig. 5 is an end view of the tendon threading device of the present invention.
In the figure: 1. a slip form platform; 2. a sliding mode door frame; 3. a sliding mode climbing rod; 4. a bin wall; 5. prestress rib; 6. a first powered harness; 7. a wire rope; 8. a pulley; 9. a first buttress; 10. a lifting self-anchoring connecting mechanism; 11. fixing the sleeve; 12. a sleeve fixing device; 13. a beam penetrating channel; 14. a second buttress; 15. the second power beam penetrating device; 10-1, a self-anchoring latch rack; 10-2, bumps; 10-3, a steel wire rope self-locking head; 10-4, fixing rods; 10-5, lifting the pull rod; 10-6, fixing the self-anchor ring; 10-7, lifting the self-anchoring ring; 10-8, springs; 13-1, inner convex edge.
Detailed Description
The tendon 5 beam penetrating device of the invention, as shown in fig. 4 and 5, comprises a beam penetrating channel 13 and a lifting self-anchoring connecting mechanism 10 positioned inside the beam penetrating channel 13.
The lifting type self-anchorage connecting mechanism 10 comprises a self-anchorage clamping and locking frame 10-1, a steel wire rope self-locking head 10-3 is arranged on the self-anchorage clamping and locking frame 10-1, a fixing rod 10-4 and a lifting rod 10-5 are axially arranged on the self-anchorage clamping and locking frame 10-1, one end of the fixing rod 10-4 is fixed on the inner wall of the self-anchorage clamping and locking frame 10-1, the other end of the fixing rod is provided with a self-anchorage ring 10-6, the lifting rod 10-5 penetrates through the side wall of the self-anchorage clamping and locking frame 10-1, a lifting self-anchorage ring 10-7 is arranged at the inner end of the lifting rod 10-5, and a spring 10-8 is sleeved on the lifting rod 10-5 between the lifting self-anchorage ring 10-7 and the inner wall of the self-anchorage clamping and locking frame 10-1.
The self-anchoring latch 10-1 has a certain length for mounting the fixing rod 10-4 and the lifting rod 10-5. The cylinder may be a complete cylinder or a cylinder with an open side, and the cross section of the cylinder is C-shaped when the cylinder is a cylinder with an open side. The open sided cylinder shape facilitates viewing the position of the pull-up from the anchor ring 10-7.
Two protruding blocks 10-2 are arranged on the outer wall of the self-anchored locking frame 10-1, the protruding blocks 10-2 are positioned on the opposite sides of the lifting rod 10-5, and the steel wire rope self-locking head 10-3 is arranged on the protruding blocks 10-2.
The two protruding blocks 10-2 are respectively used for connecting the steel wire rope 7 of the first power beam penetrating device 6 and the steel wire rope 7 of the second power beam penetrating device 15, so that the two protruding blocks 10-2 are respectively positioned at two ends of the self-anchoring locking frame 10-1.
The wire rope self-locking head 10-3 adopts the existing self-locking structure, if a conical hole is formed in the protruding block 10-2, a plurality of valve bodies are arranged in the conical hole, the valve bodies can be encircled to form a frustum shape, the end part of the wire rope 7 is positioned in the middle of the valve bodies, and when the wire rope 7 is subjected to traction, the valve bodies move towards one end with smaller diameter of the conical hole, so that the valve bodies lock the wire rope 7.
The fixing rod 10-4 and the lifting rod 10-5 are perpendicular to the surface of the self-anchoring latch frame 10-1, and all the fixing rods 10-4 and the lifting rods 10-5 are positioned on the same bus bar of the self-anchoring latch frame 10-1.
The fixing rods 10-4 and the lifting rods 10-5 are alternately arranged, and at least two fixing rods 10-4 and at least two lifting rods 10-5 are respectively arranged. Specifically, as shown in FIG. 4, there are two fixing rods 10-4 and 3 lifting rods 10-5. After the prestress rib 5 passes through the front-back staggered self-fixing anchor ring 10-6 and the self-lifting anchor ring 10-7, the self-lifting anchor ring 10-7 and the self-fixing anchor ring 10-6 are staggered in the height direction under the action of the spring 10-8, and the prestress rib 5 is firmly fixed and fixedly locked through the friction force between the self-lifting anchor ring 10-7 and the prestress rib 5 and the friction force between the self-fixing anchor ring 10-6 and the prestress rib 5.
In order to improve the friction force between the lifting self-anchor ring 10-7 and the prestress rib 5 and the friction force between the fixing self-anchor ring 10-6 and the prestress rib 5, spike bulges are respectively arranged on the inner rings of the lifting self-anchor ring 10-7 and the fixing self-anchor ring 10-6.
The outer end of the lifting rod 10-5 is provided with an anti-falling end, so that the self-anchoring clamping and locking frame 10-1 can be prevented from falling off from the side wall of the self-anchoring clamping and locking frame 10-1 under the action of the spring 10-8 when the prestress rib 5 is not connected in a penetrating way.
Wherein, the beam penetrating channel 13 is of a semi-closed structure, and an inner convex edge 13-1 is arranged on the inner side of the opening of the beam penetrating channel 13. The inner rib 13-1 at the opening can prevent the lifting type self-anchor connecting mechanism 10 from falling out of the opening, and can limit the rotation of the lifting type self-anchor connecting mechanism 10 in the harness-penetrating pipeline, so as to prevent the prestress rib 5 and the steel wire rope 7 from being wound together. The opening on the beam penetrating channel 13 is used for being taken out from the side opening of the beam penetrating channel 13 as a whole after the tendon 5 is penetrated into place.
The lifting type self-anchorage connecting mechanism 10 can realize the quick connection of the steel wire ropes 7 at two ends and the prestressed tendons 5, and can ensure the reliability of connection, and under the traction of the steel wire ropes 7 at one end, the lifting type self-anchorage connecting mechanism 10 moves along the beam penetrating channel 13 in the beam penetrating channel 13, so that the prestressed tendons 5 are penetrated in the beam penetrating channel 13, the quick penetration of the prestressed tendons 5 is realized, and the steel wire ropes 7 at two ends can be used as traction ropes, so that the quick penetration of the bidirectional prestressed tendons 5 can be realized.
As shown in fig. 1, fig. 2 and fig. 3, the invention also discloses a quick construction method of the silo prestressed tendons 5, which is realized based on the prestressed tendons 5 beam penetrating device and comprises the following steps of.
a. Binding reinforcing steel bars of a silo wall 4 at the bottom of the circular silo, and assembling the sliding formwork platform 1.
b. A fixed sleeve 11 is arranged on each sliding-mode portal 2 outside the silo wall 4, the fixed sleeve 11 is fixed below the sliding-mode portal 2 through a sleeve fixing device 12, a beam penetrating channel 13 is arranged between two tensioning end buttress posts (a first buttress post 9 and a second buttress post 14), and the beam penetrating channel 13 is fixed by the fixed sleeve 11.
c. A first power beam penetrating device 6 and a second power beam penetrating device 15 are respectively arranged at the two stretching end buttress posts.
The first power beaming device 6 is located on the side of the first buttress column 9 and the second power beaming device 15 is located on the side of the second buttress column 14.
d. The wire rope 7 of the first power beam penetrating device 6 is manually transmitted from the beam penetrating channel 13 to the second buttress 14 close to the second power beam penetrating device 15, the end of the wire rope 7 of the first power beam penetrating device 6 and the end of the wire rope 7 of the second power beam penetrating device 15 are connected with the lifting type self-anchorage connecting mechanism 10, and the lifting type self-anchorage connecting mechanism 10 is placed in the beam penetrating channel 13.
The pull-up self-anchor attachment mechanism 10 is now located within the port of the beam passage 13 at the second buttress 14.
e. From the second buttress 14, the ends of the tendons 5 are connected to the pull-up self-anchor connection mechanism 10.
f. The first power beam penetrating device 6 is started to forward traction the steel wire rope 7, the second power beam penetrating device 15 reversely conveys the steel wire rope 7, so that the prestress rib 5 penetrates through the beam penetrating channel 13, and the end head of the prestress rib 5 is conveyed to the position of the second buttress column 14.
g. After the prestressed tendons 5 are penetrated in place, the first power beam penetrating equipment 6 and the second power beam penetrating equipment 15 are stopped, the ends of the prestressed tendons 5 are disconnected with the lifting self-anchoring connecting mechanism 10, the prestressed tendons 5 are taken out from the opening of the beam penetrating channel 13, and are placed on the measure tendons of the silo wall 4.
h. At the position of a second buttress 14 close to the second power beam penetrating equipment 15, the end head of the other prestressed tendon 5 is connected with a lifting type self-anchorage connecting mechanism 10, the second power beam penetrating equipment 15 is started to forward pull the steel wire rope 7, the first power beam penetrating equipment 6 reversely conveys the steel wire rope 7, so that the prestressed tendon 5 penetrates through the beam penetrating channel 13, and the end head of the prestressed tendon 5 is conveyed to the position of the first buttress 9.
i. After the prestressed tendons 5 are penetrated in place, the first power beam penetrating equipment 6 and the second power beam penetrating equipment 15 are stopped, the ends of the prestressed tendons 5 are disconnected with the lifting type self-anchoring connecting mechanism 10, the prestressed tendons 5 are taken out from the opening of the beam penetrating channel 13 and placed on the measure tendons of the silo wall 4, and the bidirectional prestress penetrating construction is completed.
The above is the threading step of the tendon 5 of the present invention. The quick construction method of the silo prestressed tendons 5 further comprises the following steps.
j. And casting concrete on the part of the bin wall 4 where the bi-directional prestress penetrating construction is completed. And (3) completing the construction of a layer of silo, and then lifting the sliding formwork to perform subsequent silo construction.
k. The sliding mode platform 1 is lifted to the next height along the sliding mode climbing rod 3, and after the sliding mode platform 1 is fixed, steel bars of the bin wall 4 are bound.
And I, repeating the steps e-k until the construction of the whole bin wall 4 is completed.
In step e, pulling the lifting rod 10-5 to enable the centers of the lifting self-anchor ring 10-7 and the fixed self-anchor ring 10-6 to be positioned on the same straight line, enabling the prestressed tendons 5 to pass through all the self-anchor ring 10-7 and the fixed self-anchor ring 10-6, and automatically staggering the self-anchor ring and the fixed self-anchor ring 10-6 to fix the prestressed tendons 5 after the lifting rod 10-5 is loosened.
When the prestressed tendons 5 are detached from the lifting self-anchorage connection mechanism 10, the lifting rod 10-5 is pulled to enable the centers of the lifting self-anchorage ring 10-7 and the fixed self-anchorage ring 10-6 to be positioned on the same straight line, the lifting self-anchorage ring 10-7 and the fixed self-anchorage ring 10-6 loosen the prestressed tendons 5, and the prestressed tendons 5 are pulled out from the lifting self-anchorage connection mechanism 10.
The pulley 8 is arranged at a position close to the power beam penetrating device, and the power beam penetrating device enters the beam penetrating channel 13 after passing through the pulley 8.
Wherein the power beam penetrating device can be a winch.
The beam passage 13 is composed of a plurality of arc-shaped segments, and the end of each arc-shaped segment is fixed in the fixed sleeve 11.
A travel limiter is arranged at the end part of the beam penetrating channel 13, and the first power beam penetrating device 6 and the second power beam penetrating device 15 stop running when the lifting self-anchored connecting mechanism 10 triggers the travel limiter. Then the operation of the power beam penetrating equipment is controlled manually, and the penetrating length of the prestressed tendons 5 is adjusted.
The prestress rib 5 is subjected to beam penetrating construction by the method, except that the steel wire rope 7 of one power beam penetrating device needs to be manually conveyed to the other end through the beam penetrating channel 13 at first, the traction of the rest steel wire rope 7 is realized by the power beam penetrating device, so that the labor is saved, and the beam penetrating efficiency is greatly improved.
Along with the lifting of the sliding mode platform 1, the bidirectional beam penetrating of the prestressed tendons 5 can be continuously completed, so that the sliding mode construction efficiency and continuity of the silo are greatly improved, and the construction quality of the silo is ensured.

Claims (10)

1. The utility model provides a prestressing tendons wears to restraint device, its characterized in that, including wearing the passageway and being located the inside lift-type self-anchorage coupling mechanism of passageway of restrainting, lift-type self-anchorage coupling mechanism includes from anchor kayser frame be provided with wire rope from the tapered end on the self-anchorage kayser frame be provided with dead lever and lift-draw rod along the axial on the self-anchorage kayser frame, dead lever one end is fixed on the inner wall of self-anchorage kayser frame, the other end is equipped with the fixed self-anchorage ring, the lift-draw rod passes from the lateral wall of self-anchorage kayser frame the inner of lift-draw rod is equipped with and carries and draws from the anchorage ring, cup joints the spring on carrying the pull rod that carries and draw from between anchor ring and the self-anchorage kayser frame inner wall.
2. The tendon threading device according to claim 1, wherein two protrusions are provided on the outer wall of the self-anchoring latch frame, the protrusions are located on opposite sides of the lifting rod, and the wire rope self-locking head is disposed on the protrusions.
3. The tendon threading device of claim 1, wherein the fixing rod and the lifting rod are alternately arranged, and at least two fixing rods and at least two lifting rods are respectively arranged.
4. The tendon threading device according to claim 1, wherein an anti-drop tip is provided at an outer end of the lifting rod.
5. The tendon threading device according to claim 1, wherein the threading channel is of a semi-closed structure, and an inner rib is provided on the inner side of the opening of the threading channel.
6. A method for rapidly constructing a prestressed tendon of a silo, which is realized based on the prestressed tendon penetrating device of any one of claims 1 to 5, and is characterized by comprising the following steps:
a. binding bin wall steel bars at the bottom of the circular silo, and assembling a sliding mode platform;
b. a fixed sleeve is arranged on a sliding mode door frame at the outer side of the silo wall, a beam penetrating channel is arranged between two tensioning end buttress posts, and the beam penetrating channel is fixed by the fixed sleeve;
c. the first power beam penetrating equipment and the second power beam penetrating equipment are respectively arranged at the two tensioning end buttress posts;
d. manually transmitting a steel wire rope of the first power beam penetrating device from a beam penetrating channel to a position close to a buttress post of the second power beam penetrating device, connecting the steel wire rope end of the first power beam penetrating device and the steel wire rope end of the second power beam penetrating device with a lifting type self-anchor connecting mechanism, and placing the lifting type self-anchor connecting mechanism in the beam penetrating channel;
e. connecting the end of the prestressed tendon with a lifting self-anchoring connecting mechanism;
f. starting the first power beam penetrating equipment to forward pull the steel wire rope, and reversely conveying the steel wire rope by the second power beam penetrating equipment so as to penetrate the prestress rib through the beam penetrating channel;
g. after the prestress rib is penetrated in place, stopping the first power beam penetrating equipment and the second power beam penetrating equipment, disconnecting the end head of the prestress rib from the lifting type self-anchoring connecting mechanism, taking the prestress rib out of an opening of a beam penetrating channel, and placing the prestress rib on a measure rib on the wall of a silo;
h. connecting the end head of the other prestress rib with a lifting self-anchoring connecting mechanism at the position close to the buttress column of the second power beam penetrating equipment, starting the second power beam penetrating equipment to forward pull the steel wire rope, and reversely conveying the steel wire rope by the first power beam penetrating equipment so as to penetrate the prestress rib through a beam penetrating channel;
i. after the prestressed tendons are penetrated in place, the first power beam penetrating equipment and the second power beam penetrating equipment are stopped, the ends of the prestressed tendons are disconnected with the lifting type self-anchoring connecting mechanism, the prestressed tendons are taken out from the opening of the beam penetrating channel and placed on the measure tendons on the silo wall, and the bidirectional prestress penetrating construction is completed.
7. The method for rapid construction of a silo tendon according to claim 6, further comprising the steps of:
j. casting concrete on the bin wall part where the bi-directional prestress penetrating construction is completed;
k. lifting the sliding mode and binding bin wall steel bars;
and step e, repeating the steps e-k until the construction of the whole bin wall is completed.
8. The method for quickly constructing the prestressed tendons of the silo according to claim 6, wherein in the step e, the lifting rod is pulled to enable the centers of the lifting self-anchor ring and the fixed self-anchor ring to be positioned on the same straight line, the prestressed tendons penetrate through all the lifting self-anchor ring and the fixed self-anchor ring, and after the lifting rod is loosened, the lifting self-anchor ring and the fixed self-anchor ring are automatically staggered to fix the prestressed tendons.
9. The method of claim 6, wherein the beam passage is formed by a plurality of arc segments, and the end of each arc segment is fixed in the fixed sleeve.
10. The method for rapid construction of a silo tendon according to claim 6, wherein a travel limiter is provided at an end of the tendon passage, and the first power tendon passing device and the second power tendon passing device stop operating when the travel limiter is triggered by the lifting self-anchored connection mechanism.
CN202311547346.9A 2023-11-20 2023-11-20 Prestressed tendon beam penetrating device and silo prestressed tendon rapid construction method Pending CN117403894A (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN202311547346.9A CN117403894A (en) 2023-11-20 2023-11-20 Prestressed tendon beam penetrating device and silo prestressed tendon rapid construction method

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN202311547346.9A CN117403894A (en) 2023-11-20 2023-11-20 Prestressed tendon beam penetrating device and silo prestressed tendon rapid construction method

Publications (1)

Publication Number Publication Date
CN117403894A true CN117403894A (en) 2024-01-16

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Family Applications (1)

Application Number Title Priority Date Filing Date
CN202311547346.9A Pending CN117403894A (en) 2023-11-20 2023-11-20 Prestressed tendon beam penetrating device and silo prestressed tendon rapid construction method

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