A large-tonnage towerless cable anchoring and transverse movement device

Abstract

The present invention discloses a large-tonnage towerless cable anchoring and transverse movement device, comprising a concrete foundation, a support seat provided on the concrete foundation, a prefabricated reverse seat provided at the rear end of the support seat, a slot formed between the support seat and the prefabricated reverse seat, a cable anchoring slide fastened and supported on the support seat, a rear reverse beam provided at the rear end bottom of the cable anchoring slide, a main cable anchoring end beam provided at the front end of the cable anchoring slide, a lug fixed to the outer side of the main cable anchoring end beam, and the main cable passing through the lug. A slide rail is fixed to the top front end and rear side of the support seat, and to the bottom surface of the horizontal end of the prefabricated reverse seat, respectively. The slide rail contacts the surface of the cable anchoring slide and the rear reverse beam. A reaction pedestal is provided at each of the left and right ends of the concrete foundation, and a traction device is provided on the reaction pedestal, which is connected to the cable anchoring slide. The device does not require the construction of a cable tower or the installation of a back cable. It is highly safe to operate on the ground, and the transverse movement is facilitated by using horizontal pulling force.

Description

Technical Field

[0001] The invention relates to a large-tonnage towerless cable anchoring and transverse movement device, which belongs to the technical field of cable anchoring and transverse movement devices. Background Art

[0002] During bridge construction, cable tower hoisting systems are often used to lift various components. A cable tower hoisting system generally consists of two cable towers at either end of the bridge, connected by a main cable. The back of each cable tower is connected to a back anchor via a back cable. Because the cable towers are so tall, working at height is relatively dangerous. Furthermore, the construction of the entire cable tower takes a long time, requires a lot of materials, and is expensive. Furthermore, the cable anchoring devices on the cable towers need to be able to move horizontally to accommodate the lifting of the left and right bridge deck components. Currently, the cable anchoring devices on the cable towers are connected to steel wire ropes on the sides. The steel wire ropes are connected to a winch at the bottom of the cable tower. The winch reels in the steel wire ropes, which in turn drives the cable anchoring devices to move horizontally. Since the cable anchoring device plus the main cable generally weighs about 2000T, which is very heavy, and the wire rope is a flexible structure, and the winch pulls the wire rope downward, the wire rope pulls the cable anchoring device obliquely downward. The oblique downward pulling force of the wire rope is decomposed into horizontal pulling force and vertical force. The vertical force forms resistance to its lateral movement, resulting in the winch often being unable to pull the cable anchoring device horizontally. Summary of the Invention

[0003] The present invention aims to provide a large-tonnage, tower-less cable anchoring and transverse movement device. This device eliminates the need for a cable tower. Instead, a concrete foundation is constructed on the slope surface, onto which a cable anchoring device is attached. Cables are connected to the anchoring device to form the entire cable hoist system, eliminating the need for a backing cable. This device offers enhanced safety when operated on the ground, and utilizes horizontal pulling force for transverse movement, making it easy to maneuver.

[0004] The technical solution of the present invention is as follows: a large-tonnage towerless cable anchoring and transverse movement device comprises a concrete foundation cast on the slope, a support seat protruding upward is provided on the concrete foundation, a "7"-shaped prefabricated reverse buckle seat is provided at the rear end of the support seat, a card slot is formed between the support seat and the prefabricated reverse buckle seat, a cable anchoring slide with an inverted U-shaped structure is buckled on the support seat, a rear end bottom of the cable anchoring slide is provided with a rear reverse buckle beam extending backward, the rear end of the cable anchoring slide and the rear reverse buckle beam extend into the card slot, and the rear reverse buckle beam is located at the prefabricated reverse buckle seat. Below the horizontal end of the prefabricated anti-buckle seat, the front end of the cable anchoring slide is the main cable anchoring end beam extending downward. An ear plate is fixed on the outer side of the main cable anchoring end beam, and the main cable is inserted into the ear plate. A sliding rail is fixed to the top front end and rear side of the support seat, as well as the bottom surface of the horizontal end of the prefabricated anti-buckle seat. The sliding rail is arranged along the length direction of the support seat. The sliding rail is in contact with the cable anchoring slide and the surface of the rear anti-buckle beam. A reaction pedestal is provided at each end of the concrete foundation. A traction device is provided on the reaction pedestal, and the traction device is connected to the cable anchoring slide.

[0005] In the aforementioned large-tonnage towerless cable anchoring and transverse displacement device, the concrete foundation is fixed to the rock mass inside the slope via anchor cables.

[0006] In the aforementioned large-tonnage towerless cable anchoring and transverse movement device, the cable anchoring slide is a steel box structure with stiffening ribs and webs fixed inside.

[0007] In the aforementioned large-tonnage towerless cable anchoring transverse movement device, the side of the cable anchoring slide is provided with a fine-rolled threaded steel bar insertion hole passing through it, and the fine-rolled threaded steel bar insertion hole is penetrated by fine-rolled threaded steel bars. The other end of the fine-rolled threaded steel bar is connected to the traction device on the reaction base, and the traction device is a jack.

[0008] In the aforementioned large-tonnage towerless cable anchoring and transverse movement device, there are two holes for passing the fine-rolled threaded steel bars, one of which is arranged directly above the slide rail at the front end of the top surface of the support seat, and the other is arranged on the horizontal right side of the slide rail on the rear side of the support seat. Two jacks are provided on the reaction base on each side.

[0009] In the aforementioned large-tonnage towerless cable anchoring and transverse movement device, the center of the sliding rail on the rear side surface of the ear plate and the support seat is in the same horizontal plane as the upper end surface of the rear inverted beam.

[0010] In the aforementioned large-tonnage towerless cable anchoring and transverse movement device, the device can be provided in two sets, which are respectively provided on the slopes on both sides of the V-shaped valley.

[0011] In the aforementioned large-tonnage towerless cable anchoring and transverse movement device, the slide rail includes a bottom steel plate embedded in a concrete foundation, a steel box is welded to the surface of the bottom steel plate, the interior of the steel box is filled with concrete, and a top steel plate is fixed to the top of the steel box.

[0012] Beneficial effects of the present invention: Compared with the prior art, the present invention has the following advantages:

[0013] 1. The entire lateral movement of the device is completed on the ground. Compared with the high-altitude operation of the cable tower, it has a higher safety factor and is more convenient to maintain;

[0014] 2. The entire device only needs to pour a concrete foundation on the slope, and then install the cable anchor slide on the foundation. Compared with the construction of a cable tower, it is more convenient and faster.

[0015] 3. No back rope is required on the entire structure, which reduces construction costs;

[0016] 4. The entire device is in a tension state due to the main cable's deadweight and hoisting action. The cable anchor slide structure decomposes the main cable tension into horizontal reaction force and vertical reaction force through the cable anchor slide, thereby converting the main cable tension into pressure on the concrete foundation. This pressure is transmitted to the slope to bear. Since the concrete foundation can be well integrated with the slope, the overall load-bearing structure is more stable.

[0017] 5. During the transverse movement, the cable anchor slide is connected to the jack through the precision-rolled threaded steel bars. The jack horizontally tensions the precision-rolled threaded steel bars to drive the cable anchor slide to move transversely, which is easier to move than the transverse movement of the cable tower. BRIEF DESCRIPTION OF THE DRAWINGS

[0018] Attachment Figure 1 It is a structural schematic diagram of the present invention;

[0019] Attachment Figure 2 For attachment Figure 1 Schematic diagram of the top view structure;

[0020] Attachment Figure 3 This is a structural diagram of the concrete foundation;

[0021] Attachment Figure 4 It is a structural diagram of the cable anchoring slide;

[0022] Attachment Figure 5 It is the force diagram of the cable anchoring slide;

[0023] Attachment Figure 6 It is a schematic diagram of the structure of the groove type anchoring transverse movement device;

[0024] Attachment Figure 7 For attachment Figure 6 The force diagram of

[0025] Attachment Figure 8 It is a schematic diagram of the structure of the reverse-button anchoring and transverse movement device;

[0026] Attachment Figure 9 For attachment Figure 8 The force diagram of

[0027] Attachment Figure 10 This is a diagram of a specific application example of the present invention.

[0028] Figure markings: 1-concrete foundation, 2-support seat, 3-prefabricated flip seat, 4-slot, 5-cable anchoring slide, 6-rear flip beam, 7-main cable anchoring end beam, 8-ear plate, 9-main cable, 10-slide rail, 11-reaction base, 12-traction device, 13-fine-rolled threaded steel bar, 14-anchor cable. DETAILED DESCRIPTION

[0029] The present invention will be further described below with reference to the accompanying drawings and examples, but they are not intended to limit the present invention.

[0030] Embodiment of the present invention: A large-tonnage towerless cable anchoring and traversing device, as shown in the attached Figure 1-10 As shown, it includes a concrete foundation 1 cast on the slope, a supporting seat 2 protruding upward is provided on the concrete foundation 1, a "7"-shaped prefabricated flip seat 3 is provided at the rear end of the supporting seat 2, a card slot 4 is formed between the supporting seat 2 and the prefabricated flip seat 3, a cable anchoring slide 5 with an inverted U-shaped structure is buckled on the supporting seat 2, and a rear end bottom of the cable anchoring slide 5 is provided with a rear flip beam 6 extending backward, the rear end of the cable anchoring slide 5 and the rear flip beam 6 extend into the card slot 4, and the rear flip beam 6 is located below the horizontal end of the prefabricated flip seat 3, and the cable anchoring slide The front end of the seat 5 is the main cable anchoring end beam 7 extending downward. The outer side of the main cable anchoring end beam 7 is fixed with an ear plate 8, and the main cable 9 is passed through the ear plate 8. The top front end and rear side of the support seat 2, as well as the bottom surface of the horizontal end of the prefabricated flip seat 3 are each fixed with a slide rail 10. The slide rail 10 is arranged along the length direction of the support seat 2. The slide rail 10 is in contact with the surface of the cable anchoring slide 5 and the rear flip beam 6. A reaction platform 11 is provided at each of the left and right ends of the concrete foundation 1. A traction device 12 is provided on the reaction platform 11, and the traction device 12 is connected to the cable anchoring slide 5.

[0031] The cable anchoring slide 5 and main cable 9 in this transverse movement device have a total mass of approximately 2000 tons, which is very heavy. The cable anchoring slide 5 is under tension due to the weight of the main cable 9 and the lifting action. The tension borne by the cable anchoring slide 5 is decomposed into horizontal tension and vertical pressure. Because the cable anchoring slide 5 is engaged with the support base 2, the horizontal tension is borne by the rear side of the support base 2, and the horizontal tension of the cable anchoring slide 5 is borne by the concrete foundation 1. The rear side of the support base 2 applies a horizontal reaction force to the cable anchoring slide 5 to overcome the horizontal tension borne by the cable anchoring slide 5. The force point of the cable anchoring slide 5 is the connection point with the ear plate 8, which is located at the left head end of the cable anchoring slide 5. Since the bottom of the cable anchoring slide 5 is supported on the slide rail 10 provided at the front end of the top surface of the support seat 2, the slide rail 10 there forms a fulcrum, so that the entire cable anchoring slide 5 forms a seesaw structure. Therefore, a prefabricated flip seat 3 is provided at the rear end of the support seat 2. The horizontally protruding end of the prefabricated flip seat 3 bears the upward reaction force of the rear flip beam 6, thereby limiting the upward movement of the rear flip beam 6.

[0032] The horizontal tension and vertical pressure exerted by the cable anchoring slide 5 due to the deadweight of the main cable 9 are transmitted to the concrete foundation 1 and the prefabricated flip seat 3 via three slide rails 10. Since the prefabricated flip seat 3 is mounted on the concrete foundation 1, the horizontal and vertical pressure exerted by the cable anchoring slide 5 ultimately falls on the concrete foundation 1, and this pressure is ultimately borne by the entire slope structure. Because the concrete foundation 1 is cast on the slope surface, its contact surface is large, and its overall height is much lower than that of the cable tower, its center of gravity is low, resulting in a more stable overall structure.

[0033] The reason why the slide rail 10 on the top surface of the support seat 2 is arranged close to the front side is to make the rear end force arm with the slide rail 10 as the fulcrum longer, so that the upward pressure exerted by the rear flip beam 6 on the prefabricated flip seat 3 is relatively small, and the structure of the prefabricated flip seat 3 can fully withstand it.

[0034] When the device is to achieve transverse movement, the side of the cable anchoring slide 5 is connected to the traction device 12 on the adjacent reaction base 11 through a connecting piece. The traction device 12 applies lateral tension to the cable anchoring slide 5, which can drive the cable anchoring slide 5 to achieve transverse movement along the slide rail 10. During the transverse movement, butter is applied to the surface of the slide rail 10 to reduce the friction between the cable anchoring slide 5 and the slide rail 10 surface, making it easier to slide.

[0035] The concrete foundation 1 is fixed to the rock mass inside the slope via the anchor cable 14, so that the concrete foundation 1 is in close contact with the slope structure, thereby preventing the prefabricated flip seat 3 from being easily damaged due to long-term upward pressure.

[0036] The cable anchoring slide 5 is a steel box structure, which is hollow inside to reduce the overall mass of the cable anchoring slide 5 and facilitate left and right lateral movement. Stiffening ribs and webs are fixed inside to enhance the structural strength of the steel box structure.

[0037] The cable anchoring slide 5 is provided with a through-hole for inserting a fine-rolled threaded steel bar on its side. A fine-rolled threaded steel bar 13 is inserted into the through-hole. The other end of the fine-rolled threaded steel bar 13 is connected to a traction device 12 on the reaction base 11. The traction device 12 is a jack. To achieve the left and right lateral movement of the cable anchoring slide 5, the fine-rolled threaded steel bar 13 is inserted into the through-hole for inserting a fine-rolled threaded steel bar and locked with the cable anchoring slide 5. The other end of the fine-rolled threaded steel bar 13 is inserted into the through-jack. The through-jack tensions the fine-rolled threaded steel bar 13, which drives the cable anchoring slide 5 to slide.

[0038] There are two holes for inserting the fine-rolled threaded steel bars, one of which is located directly above the slide rail 10 at the front end of the support base 2, and the other is located horizontally to the right of the slide rail 10 at the rear side of the support base 2. Two jacks are installed on each reaction base 11. Each reaction base 11 is equipped with two jacks, which can better drive the cable anchor slide 5 to achieve lateral movement through the two fine-rolled threaded steel bars 13.

[0039] The centers of the lugs 8 and the slide rails 10 on the rear side of the support seat 2 are in the same horizontal plane as the upper end surface of the rear inverted beam 6 , which is more conducive to the lateral direction of the cable anchoring slide seat 5 .

[0040] Two sets of this device can be installed, one on each side of the slope. If the bridge's ends are located on opposite sides of the V-shaped valley, one set can be installed on each slope. If one side of the bridge is adjacent to the slope, only one set can be installed. If both ends of the bridge are on flat ground, the existing cable tower structure can be used.

[0041] The slide rail 10 comprises a bottom steel plate embedded in the concrete foundation 1. A steel box is welded to the bottom steel plate, which is filled with concrete. A top steel plate is secured to the top of the steel box. The concrete filling within the steel box ensures that the concrete can withstand the pressure applied by the cable anchoring carriage 5, preventing deformation of the slide rail 10.

[0042] We previously undertook a bridge construction project called Tuanjie Bridge. Due to the narrow terrain of the Tuanjie Bridge site, the cable crane on the Renhuai side of the bridge was installed with a pylon atop Pier 20#, using a gravity anchor. The Zunyi side, however, did not have a pylon and instead anchored directly on the hillside. To ensure the lateral installation requirements of the arch ribs, a transverse movement system was installed on top of the cable crane pylon on the Renhuai side. A coordinated transverse movement system was also required on the Zunyi side. Based on an analysis of the on-site situation, the following three plans were initially proposed for the anchorage foundation of the cable crane on the Zunyi side:

[0043] 1. Groove slide structure, as shown in the attached Figure 6 As shown in the attached figure, the structural stress Figure 7 In this system, the angle α between the main cable and the horizontal plane is relatively small when the main cable is loaded, and the calculation takes a fixed value of 12°. When the structural dimensions are fixed, as shown in Table 1, the forces on the slider corresponding to different β angles are shown in Table 2.

[0044] Table 1 Structural size parameters

[0045]

[0046]

[0047] Table 2 Force of the slider at different β angles

[0048] β(°) f1(t) f2(t) f3(t) 12 2000 1040 1040 30 1902 618 1236 45 1677 219 1308 60 1338 -196 1290 90 416 -958 999 102 0 -1200 800

[0049] Force analysis at different inclination angles β reveals that when the slider is parallel to the main cable's force direction, it primarily bears pressure from the three action surfaces of the chute. The upper and lower notches, f2 and f3, represent a pair of action and reaction forces, the magnitude of which is primarily determined by the slider's dimensions. However, this force varies with changes in inclination angle β, resulting in greater forces at the notches, hindering sliding and notch structural design. Furthermore, this solution requires a certain degree of rigidity for the extended steel arm, necessitating sufficient dimensions for main cable anchoring. This, in turn, requires a larger chute, resulting in poor economic efficiency.

[0050] 2. Reverse-button slider structure, as shown in the attached Figure 8 As shown in the attached figure, the structural stress Figure 9 As shown. In this structural system, the force state of the slider is mainly determined by the structural size, and its mechanical equation is as follows:

[0051]

[0052] The solution is:

[0053]

[0054] f2=T cosα

[0055]

[0056] Through analysis, it can be seen that the force value of f1 is mainly affected by the ratio of L2 to L1 and L3. In order to make the support reaction force smaller, the length of L2 should be increased and the length of L3 should be reduced.

[0057] The f2 force value is related to the horizontal component of the main cable, and the structural dimensions have no effect on the force value.

[0058] The f3 force value is related to the f1 and the build size.

[0059] Therefore, further optimization is performed on this structure.

[0060] 3. C-shaped reverse buckle cable anchoring slide, which is the design of the present invention. Figure 5 The mechanical equation of the structure is as follows:

[0061]

[0062] The solution is:

[0063] f1=T×sina+(T×sina×L1) / L2

[0064] f2=T×cosa

[0065] f3=(T×sina×L1) / L2

[0066] Through analysis, it can be seen that after optimization, that is, after adding the rear inverted beam 6 and the main cable anchor end beam 7 in the design solution of the present invention to the inverted slider structure, the force values will change as follows:

[0067] 1. f1 decreases, the reduction value is Δf1 = L3 / L2*T*cosa;

[0068] 2. The f2 force value remains unchanged;

[0069] 3. f3 decreases, and the reduction value is Δf3 = L3 / L2*T*cosa.

[0070] After being optimized into the design scheme of the present invention, it has the following advantages:

[0071] 1. The force values of f1 and f2 decrease, and the friction force decreases, which is conducive to the sliding of the cable anchoring slide 5;

[0072] 2. After the f3 force value is reduced, the back-knot force at the rear end becomes smaller, reducing the potential safety hazard of the rear end of the cable anchoring slide 5 tilting upward and flying out;

[0073] 3. The rear end is made into an inverted section, that is, the rear inverted beam 6 is added. After the force value is optimized and reduced, the setting size of the horizontal slide can be reduced, which is more economical and safe.

Claims

1. A large-tonnage towerless cable anchoring and traversing device, characterized by: The invention comprises a concrete foundation (1) cast on a slope, a support seat (2) protruding upward is provided on the concrete foundation (1), a prefabricated buckle seat (3) in the shape of "7" is provided at the rear end of the support seat (2), a slot (4) is formed between the support seat (2) and the prefabricated buckle seat (3), a cable anchoring slide seat (5) with an inverted U-shaped structure is buckled and supported on the support seat (2), a rear buckle beam (6) extending backward is provided at the bottom of the rear end of the cable anchoring slide seat (5), and the rear end and rear portion of the cable anchoring slide seat (5) are connected to each other. The buckle beam (6) extends into the slot (4), and the rear buckle beam (6) is located below the horizontal end of the prefabricated buckle seat (3). The front end of the cable anchoring slide seat (5) is a main cable anchoring end beam (7) extending downward. An ear plate (8) is fixed to the outer side of the main cable anchoring end beam (7). The main cable (9) is inserted into the ear plate (8). A slide rail (10) is fixed to the front end and rear side of the top of the support seat (2) and the bottom surface of the horizontal end of the prefabricated buckle seat (3). The slide rail (10) extends along the length of the support seat (2). The concrete foundation (1) is provided with a reaction pedestal (11) at the left and right ends, a traction device (12) is provided on the reaction pedestal (11), and the traction device (12) is connected to the cable anchoring slide (5); the concrete foundation (1) is fixed to the rock mass inside the slope through the anchor cable (14); the cable anchoring slide (5) is provided with a through hole for inserting a fine-rolled threaded steel bar on its side, and the fine-rolled threaded steel bar is provided on the side of the cable anchoring slide (5). A fine-rolled threaded steel bar (13) is inserted into the steel bar insertion hole, and the other end of the fine-rolled threaded steel bar (13) is connected to a traction device (12) on a reaction base (11), and the traction device (12) is a jack; two fine-rolled threaded steel bar insertion holes are provided, one of which is provided just above the slide rail (10) at the front end of the top of the support base (2), and the other is provided on the right side of the slide rail (10) at the rear side of the support base (2), and two jacks are provided on each side of the reaction base (11).

2. The large-tonnage towerless cable anchoring and transverse movement device according to claim 1 is characterized in that: The cable anchoring slide (5) is a steel box structure, with stiffening ribs and webs fixed inside.

3. The large-tonnage towerless cable anchoring and transverse movement device according to claim 1 is characterized in that: The center of the lug plate (8), the slide rail (10) on the rear side surface of the support seat (2) and the upper end surface of the rear buckle beam (6) are in the same horizontal plane.

4. The large-tonnage towerless cable anchoring and transverse movement device according to claim 1 is characterized in that: The device can be provided in two sets, which are respectively provided on the slopes on both sides of the V-shaped valley.

5. The large-tonnage towerless cable anchoring and transverse movement device according to claim 1 is characterized in that: The slide rail (10) comprises a bottom steel plate embedded in a concrete foundation (1), a steel box is welded to the surface of the bottom steel plate, the interior of the steel box is filled with concrete, and a top steel plate is fixed to the top of the steel box.

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