Integrated construction method of multi-pier column and tie beam

Abstract

The present invention relates to the field of column-tie-beam integrated construction, and discloses a multi-pier column-tie-beam integrated construction method. The method comprises the following steps: first, setting up a column-tie-beam integrated construction system on the ground. First, a pier formwork mechanism is set up at the position of each pier; then, an operating platform is set up; the column-tie-beam integrated construction system rises in the first non-tie-beam casting section; and second, setting up a tie-beam formwork mechanism. The two ends of the cantilever beam are respectively connected to the support frames on the adjacent piers. A distribution bracket is set between the adjacent piers. The distribution bracket is supported on the cantilever beam. The distribution bracket is located directly below the tie beam to be cast. The distribution bracket includes a rotating side and a free side. The rotating side is rotatably connected to one of the cantilever beams, and the free side is detachably connected to the other cantilever beam. The method solves the problem of low construction efficiency and safety when setting up and dismantling the tie-beam support mechanism in the air.

Description

Technical Field

[0001] The invention relates to the field of column-tie-beam integrated construction, and in particular to a multi-pier column-tie-beam integrated construction method. Background Art

[0002] During the slipform construction of high piers, multiple pier columns are usually set along the width of the bridge under the same cap beam, and tie beams are used to connect the pier columns. The tie beam casting section is the pier columns and tie beams within the tie beam elevation range, which are usually cast together. Before casting the tie beam casting section, support needs to be set up. Usually, horizontal through-rods are buried on the main piers, and then a tie beam bracket (tie beam formwork support mechanism) is separately built on the through-rods to facilitate the construction of the tie beam formwork.

[0003] In the existing technology, the tie beam formwork support mechanism and the pier formwork mechanism are two independent force-bearing systems. In the tie beam casting section, the tie beam support mechanism is re-erected at high altitude. After each tie beam casting is completed, the tie beam support mechanism needs to be dismantled. This is not only dangerous, but also time-consuming and labor-intensive, greatly affecting the construction progress. Summary of the Invention

[0004] The present invention aims to provide an integrated construction method for multiple pier columns and tie beams, so as to solve the problems of low construction efficiency and safety in the background art of erecting and dismantling tie beam support mechanisms at high altitudes.

[0005] To achieve the above object, the present invention adopts the following technical solution: a multi-pier column tie beam integrated construction method, comprising the following steps:

[0006] Step 1: Set up the column-tie-beam integrated construction system on the ground. First, set up a pier formwork mechanism at each pier column location. Then, set up an operating platform, which includes an outer platform and a detachable platform. The outer platform simultaneously surrounds all pier formwork mechanisms, while the detachable platform and outer platform work together to enclose each pier formwork mechanism separately. The column-tie-beam integrated construction system is raised in the first non-tie-beam casting section.

[0007] Step 2: Set up the tie beam formwork mechanism. First, pre-embed the support frame in the cast section of the pier column. The column-tie beam integrated construction system rises to the first tie beam casting section. The detachable platform is removed. Several tie beam support mechanisms and tie beam formwork mechanisms are prepared. Each tie beam support mechanism includes a distribution bracket and two cantilever beams located on both sides of the pier column. The two ends of the cantilever beam are respectively connected to the support frames on the adjacent pier columns. The distribution bracket is set between adjacent pier columns. The distribution bracket is supported on the cantilever beam. The distribution bracket is located directly below the tie beam to be cast. The two sides of the distribution bracket are respectively a rotating side and a free side. The rotating side is rotatably connected to one of the cantilever beams, and the free side is detachably connected to the other cantilever beam. Then, the tie beam formwork mechanism is supported on the distribution bracket, and the tie beam formwork mechanism is connected to the two adjacent pier formwork mechanisms.

[0008] Step 3: Pour the tie beam concrete. The tie beam formwork mechanism includes the tie beam bottom formwork and the tie beam side formwork. Remove the tie beam side formwork, disconnect the free side of the distribution bracket and one of the cantilever beams, and rotate the distribution bracket to vertical under gravity reuse. The column-tie beam integrated construction system rises to the second non-tie beam casting section, and there is no interference between the distribution bracket and the cast tie beam.

[0009] The beneficial effects of this program are:

[0010] 1. Multiple pier formwork mechanisms are connected into a whole through the operating platform, which increases the stability of the overall structure and improves the safety of construction. During the material turnover process, the materials only need to be hoisted to a fixed position on the operating platform, and the materials can be circulated between the piers manually, which improves the turnover efficiency and thus the construction efficiency. When constructing the non-tie beam casting section, a detachable platform is set up on the ground in advance, and each pier formwork mechanism is enclosed separately. When constructing the tie beam casting section, the detachable platform is removed and the tie beam support mechanism is set up without the need for an additional operating platform. This is convenient and fast, saving manpower and material resources for setting up and dismantling the operating platform, and improving construction efficiency and safety.

[0011] 2. During the tie beam casting section, the distribution bracket is positioned below the tie beam to provide support for the tie beam formwork. During the non-tie beam casting section, the distribution bracket is rotated around the cantilever beam to a vertical position, positioned to the side of the tie beam. This prevents interference between the distribution bracket and the tie beam, allowing the distribution bracket to rise smoothly along with the pier formwork. This entire process does not require dismantling the tie beam support mechanism. When the next tie beam casting section is reached, the distribution bracket is simply rotated to a horizontal position, eliminating the need to re-erect the tie beam support mechanism. This improves construction efficiency and safety compared to existing technologies.

[0012] Further,

[0013] In step 1, each pier formwork structure includes a side form unit and a lifting frame. The side form unit can enclose the pier column, and the lifting frame is arranged on the upper side of the side form unit.

[0014] In step 2, each pier formwork mechanism further includes a support frame, which is installed inside the side formwork unit. The support frame includes a crossbeam, a tie rod, and a column. The crossbeam is arranged horizontally and connected to the upper end of the column. The crossbeam, the lifting frame, and the column are all detachably connected. The two ends of the crossbeam extend to the outside of the side formwork unit. Adjustment units are respectively installed at both ends of the crossbeam, and the upper end of the tie rod is connected to the adjustment unit. The two ends of the cantilever beam are respectively connected to the lower end of the tie rod of the two adjacent pier formwork mechanisms. The adjustment unit can drive the cantilever beam to move through the tie rod. The distribution bracket is supported on the cantilever beam between the two adjacent piers.

[0015] In step three, the adjustment unit drives the cantilever beam close to the free side of the distribution bracket to move, and the distribution bracket loses the support of the cantilever beam on this side and rotates to vertical under the action of gravity.

[0016] The beneficial effects of this program are:

[0017] 1. The erection of the tie beam support mechanism is an aerial operation. In order to support the distribution bracket, it is necessary to support the distribution bracket by setting a cantilever beam. In order to ensure the supporting effect, the cantilever beam needs to be set below the distribution bracket. However, if it is set up like this, when the distribution bracket rotates, the cantilever beam will definitely hinder the rotation of the distribution bracket. In this solution, an adjustment unit is set to drive the cantilever beam to move, so as to avoid the cantilever beam hindering the rotation of the distribution bracket.

[0018] 2. When the distribution bracket rotates, there is no need for manual operation standing next to the tie beam. By driving the adjustment unit, the distribution bracket can be rotated under the action of gravity. This is convenient and fast, and improves construction efficiency and production safety.

[0019] 3. There is no need to remove the bracket. After the distribution bracket is rotated, it is no longer at the bottom of the tie beam, but on the side of the tie beam. Therefore, when the pier formwork drives the distribution bracket to rise, it will not interfere with the cast tie beam.

[0020] Furthermore, the adjustment unit includes an adjustment jack, an adjustment hydraulic cylinder, and an adjustment slider. The adjustment slider is connected to the upper end of the pull rod. The adjustment slider slides along the length of the cross beam and is connected to the cross beam. The adjustment hydraulic cylinder is horizontally fixed to the cross beam. The output shaft of the adjustment hydraulic cylinder is connected to the adjustment slider. The adjustment jack is set on the adjustment slider. The upper end of the pull rod passes through the adjustment slider and is connected to the adjustment jack. The adjustment jack can drive the pull rod to rise or fall. With this arrangement, the output shaft of the adjustment hydraulic cylinder contracts, the adjustment slider slides along the length of the cross beam, and then drives the pull rod and the cantilever beam to move horizontally, so that the free side of the distribution bracket loses the support of the cantilever beam on that side, and then the distribution bracket rotates to a vertical position. The adjustment jack drives the pull rod and the cantilever beam to descend, so that the free side of the distribution bracket loses the support of the cantilever beam on that side, and then the distribution bracket rotates to a vertical position.

[0021] Further,

[0022] In step 2, the free side of the distribution bracket is protruded relative to the side of the corresponding cantilever beam;

[0023] In step three, the adjustment jack is activated, moving the free side of the distribution bracket and the cantilever beam on that side downward. The distribution bracket tilts, and the steel cable is passed sequentially around the side of the tie beam closest to the rotational side, the underside of the tie beam, and finally connected to the free side of the distribution bracket. With this setup, after the tie beam casting section is cast, the steel cable and adjustment jack are used in conjunction to reduce the distribution bracket's rotational speed.

[0024] Specifically:

[0025] First, drive the adjustment jack on the free side of the distribution bracket to move the pull rod and the cantilever beam downward, and then drive the free side of the distribution bracket to rotate downward until the free side of the distribution bracket is flush with the side of the cantilever beam, that is, the free side of the distribution bracket no longer protrudes backward relative to the rear cantilever beam. At this time, the cantilever beam still supports the distribution bracket, and the distribution bracket is in an inclined state due to the rotation, that is, a gap is created between the distribution bracket and the bottom of the cast tie beam. At this time, fix the upper end of the steel cable on the installation platform, and the worker stands on the side close to the rotating side of the distribution bracket, places a part of the steel cable in the gap between the distribution bracket and the bottom of the cast tie beam, and uses a rod-like object such as a steel bar to push the lower end of the steel cable from the free side of the distribution bracket to the rotating side of the distribution bracket. Then another worker catches the lower end of the steel cable on the free side of the distribution bracket and hooks the lower end of the steel cable to the free side of the distribution bracket.

[0026] If the steel cable is not passed from the rotating side of the distribution bracket to the free side, but is directly connected to the free side of the distribution bracket, then after the distribution bracket rotates, since the upper end of the steel cable and the distribution bracket are on both sides of the tie beam, and at the same time, the lower end of the steel cable is connected to the distribution bracket, when the pier formwork mechanism drives the tie beam support structure to rise, the steel cable will still interfere with the tie beam, thereby preventing the tie beam support structure from rising.

[0027] Then, continue to drive the adjustment jack on the free side of the distribution bracket to make the cantilever beam continue to move downward until the cantilever beam can no longer support the free side of the distribution bracket. At the same time, the worker pulls the steel cable and slowly lowers the free end of the distribution bracket to prevent the distribution bracket from being damaged due to excessive rotation speed.

[0028] Finally, the pier formwork mechanism drives the tie beam support mechanism to slide upward. During the entire upward sliding process of the pier formwork mechanism, the upper end of the steel cable is always fixed on any structure above the cantilever beam to facilitate reaching the second tie beam casting section. The steel cable is retracted upward to rotate the distribution bracket to a horizontal position. Otherwise, there is no other simple and safe way to rotate the distribution bracket to a horizontal position. At this time, the second tie beam has not yet been cast and formed. When the steel cable is pulled, neither the steel cable nor the distribution bracket will interfere with the tie beam.

[0029] Further,

[0030] In step three, after pouring the tie beam concrete, the tie beam side forms are arranged in pairs on both sides of the tie beam, and a corner sealing form is provided between the tie beam side forms on both sides. The corner sealing form is filled between one end of the bottom of the tie beam and the pier column. The tie beam bottom form is rotatably connected to one side of the tie beam side form. The tie beam side form is a rotating tie beam side form, and the other tie beam side form is a detachable tie beam side form.

[0031] Then, remove the corner sealing formwork, form a strip gap between the tie beam bottom formwork, the rotating tie beam side formwork and the pier column, and pass the end of the steel cable through the strip gap, the lower side of the tie beam and connect it to the free side of the distribution bracket.

[0032] This setting has the following effects:

[0033] 1. After pouring the tie beam section, the tie beam side formwork and corner sealing formwork are first removed. There is a gap between the tie beam bottom formwork and the pier column. The rotating pull rod drives the cantilever beam downward, so that the distribution bracket and the tie beam bottom formwork are tilted due to the rotation, so that the tie beam and the rotating tie beam side formwork are demoulded, and the rotating tie beam side formwork is leaning against the side of the tie beam; then, the rotating pull rod continues to drive the cantilever beam downward, so that the distribution bracket rotates to vertical; finally, the pier formwork mechanism drives the distribution bracket, the tie beam bottom formwork and the rotating tie beam side formwork to rise together. Due to the loss of support from the tie beam, the rotating tie beam side formwork rotates around the tie beam bottom formwork connection position under the action of gravity and collides with the tie beam bottom formwork. In the process of rising, under the action of wind load, it continuously collides with the tie beam bottom formwork, so that the concrete and other impurities remaining in the rotating tie beam side formwork and the tie beam bottom formwork are shaken off, so as to improve the concrete appearance quality of the tie beam during the next tie beam pouring.

[0034] 2. Since the tie beam bottom formwork and the rotating tie beam side formwork are connected, when used in conjunction with the adjusting hydraulic cylinder, the adjusting hydraulic cylinder drives the pull rod to move horizontally, and then drives the cantilever beam, distribution bracket, tie beam bottom formwork and rotating tie beam side formwork to move horizontally in turn, thereby realizing automatic demoulding between the rotating tie beam side formwork and the tie beam.

[0035] Further,

[0036] In step 1, the lifting frame includes a first channel steel unit and a second channel steel unit arranged horizontally and perpendicular to each other. The first channel steel unit and the second channel steel unit each include two back-to-back and parallel lifting channel steels, a plurality of connecting plates and connecting bolts. The two lifting channel steels are disconnected at a location near one end of the adjacent pier formwork mechanism. Based on the disconnection location, the lifting channel steel is divided into a fixed section and a detachable section. The connecting bolts connect the connecting plates, the fixed section, and the detachable section. The detachable section of the lifting channel steel is connected to the ring beam of the detachable platform, and the outer platform is connected to the detachable platform.

[0037] In step 2, the fixed section and the detachable section of the lifting channel steel are disconnected, and the detachable platform and the peripheral platform are disconnected.

[0038] With such arrangement, the fast installation and removal of the fixed section and the detachable section can be achieved through the connecting plates and the connecting bolts, thereby achieving the fast installation and removal of the lifting frame and the detachable platform.

[0039] Further,

[0040] In step three, after pouring the tie beam concrete, a support conversion unit is set on the first channel steel unit. The support conversion unit includes two rectangular plates and several threaded rods. The upper ends of the threaded rods are connected to the first channel steel unit, and the lower ends of the threaded rods pass vertically through the two rectangular plates. Nuts are provided on the threaded rods; tighten the nuts, and the two rectangular plates clamp the beam from the upper and lower sides.

[0041] With this arrangement, after the rectangular plate clamps the beam, the rectangular plate provides vertical support for the beam. During the upward sliding of the pier formwork mechanism, the distribution bracket rotates to one side of the beam, and the load on the side of the beam close to the distribution bracket is greater, and the beam tends to slide toward that side. If the beam and the support conversion unit are fixedly connected, the tendency of the beam to slide is prevented by the support conversion unit. Therefore, the connection position between the beam and the support conversion unit is more prone to deformation. In this solution, after the rectangular plate clamps the beam, the beam is allowed to move horizontally to a certain extent, thereby reducing the deformation of the beam.

[0042] Further,

[0043] During any rising process of the column-beam integrated construction system, the synchronous rising and lowering method is as follows:

[0044] a. Install the climbing control system, which includes a controller, several displacement sensors, and a horizontal attitude sensor. The oil circuit for each lifting jack is individually controlled. The climbing control system includes a controller and several displacement sensors, one mounted on each lifting jack. The displacement sensors can measure the distance the lifting jack climbs on the support rod. The displacement sensors are connected to the controller. A horizontal attitude sensor is located at the foot of the first and second channel steel units. The horizontal attitude sensor is connected to the controller, with the horizontal plane as the initial plane.

[0045] b. Simultaneously drive all lifting jacks to climb on the support rods, thereby driving the lifting frame and pier formwork mechanism to climb. At the same time, the displacement sensor transmits the measured lifting jack climbing distance to the controller. The controller controls the solenoid valve based on the displacement sensor data to ensure that the displacement of each lifting jack is equal;

[0046] c. After the lifting jacks have climbed multiple times, when the angle between the lifting frame and the horizontal plane exceeds the angle setting value, the controller controls all lifting jacks to stop climbing together. The controller calculates and displays the amount of stroke that needs to be supplemented for each jack based on the distance from the lifting jacks and the inclination angle measured by the horizontal attitude sensor. Based on the amount of stroke that needs to be supplemented, the controller controls each lifting jack to climb individually until the lifting frame is parallel to the horizontal plane, adjusts all displacement sensors to the initial state, and repeats step 2.

[0047] This setting has the following effects:

[0048] 1. Because the tie beam support mechanism and the pier formwork mechanism are lifted together, the lifting of each pier formwork mechanism must be synchronized. Otherwise, deformation of the tie beam support mechanism may occur, thereby reducing the bearing capacity of the entire structure. Therefore, this solution provides a climbing frame control system to ensure the synchronous lifting of each pier formwork mechanism.

[0049] Specifically, since the weight of each position of the pier formwork mechanism is different, the climbing distance is different when the power of the lifting jack is the same. Therefore, in this solution, the oil circuit of each lifting jack is controlled separately to meet the kinetic energy requirements of different lifting jacks; the climbing distance of each lifting jack on the support rod is measured by a displacement sensor. When the maximum difference in the climbing distance of several lifting jacks exceeds the distance setting value, the controller controls all lifting jacks to stop climbing, and then timely adjusts the displacement of the lifting jacks to prevent deformation of the tie beam support mechanism between the pier formwork mechanism.

[0050] 2. If there is a deviation in the displacement sensor and the deviation value is a fixed value, then after multiple climbs, the deviation will accumulate and become larger, and the horizontal attitude sensor will detect that the lifting frame is tilted. The controller calculates and displays the amount of stroke that needs to be added to each jack through the inclination angle measured by the horizontal attitude sensor and the distance of the lifting jacks, so that the lifting frame can be adjusted to the level in time. BRIEF DESCRIPTION OF THE DRAWINGS

[0051] Figure 1 This is the 3D axonometric drawing of the tie beam integrated construction system in step 1;

[0052] Figure 2 This is the three-dimensional axonometric drawing of the pier formwork structure in step one;

[0053] Figure 3 This is a three-dimensional axonometric drawing of the tie beam integrated construction system after the detachable platform and detachable side formwork are removed in step 2;

[0054] Figure 4 This is a three-dimensional axonometric drawing of the upper hanging point support;

[0055] Figure 5 The three-dimensional axonometric drawing of the lifting frame in step 1;

[0056] Figure 6 The three-dimensional axonometric drawing of the lifting frame in step 2;

[0057] Figure 7 The three-dimensional axonometric drawing of the support frame in step 2;

[0058] Figure 8 The three-dimensional axonometric drawing of the pier formwork mechanism and tie beam support mechanism in step 2;

[0059] Figure 9 The 3D axonometric drawing of the bracket and cantilever beam allocated in step 2;

[0060] Figure 10 A three-dimensional axonometric drawing of the pier formwork mechanism, tie beam support mechanism, and tie beam formwork mechanism in step 2;

[0061] Figure 11 The three-dimensional axonometric drawing of the tie beam template mechanism in step 2;

[0062] Figure 12 This is a top view of the tie beam bottom formwork, bridge piers, steel cables, and rods for pushing the steel cables when the distribution bracket is in an inclined state in step 2;

[0063] Figure 13 This is a schematic diagram of the distribution bracket in a tilted state from the main perspective in the width direction of the bridge in step 2;

[0064] Figure 14 A three-dimensional axonometric drawing of the support conversion unit connecting the support frame and the lifting frame in step three;

[0065] Figure 15 The three-dimensional axonometric drawing of the support conversion unit in step 3;

[0066] Figure 16 Schematic diagram of the oil circuit for lifting the jack;

[0067] Figure 17 for Figure 5 A in the enlarged view. DETAILED DESCRIPTION

[0068] The following is further described in detail through specific implementation methods:

[0069] The reference numerals in the drawings of the specification include: pier formwork mechanism 1, pier side formwork 11, detachable side formwork 111, non-detachable side formwork 112, support frame 12, column 121, crossbeam 122, tie rod 123, adjustment jack 124, support beam 125, first connecting plate 126, second connecting plate 127, reinforcing rib 128, adjustment hydraulic cylinder 1291, adjustment slider 1292, lifting frame 13, first channel steel unit 131, second channel steel unit 132, platform connector 133, side formwork connector 134, side formwork tie rod 135, lifting jack 136, support rod 137, support conversion unit 14, threaded rod 141, rectangular plate 142, nut 143, tie beam formwork mechanism 2, tie beam bottom formwork 21, Tie beam side formwork 22, corner sealing formwork 23, tie beam support mechanism 3, cantilever beam 33, distribution bracket 34, pull ring 341, main beam 342, secondary beam 343, rotating assembly 35, rotating shaft 351, first ear plate 352, second ear plate 353, pier 4, tie beam body 5, steel cable 610, rod 620, strip gap 630, operating platform 7, outer platform 710, detachable platform 720, ring beam 730, installation layer 740, repair layer 750, fixed section 761, detachable section 762, connecting bolt 763, connecting plate 764, disconnection position 765, upper hanging point support 770, controller 810, displacement sensor 820, horizontal attitude sensor 830, oil tank 840, solenoid valve 850.

[0070] Example

[0071] The embodiment is basically as follows Figure 1-17 As shown: The integrated construction method of multiple pier columns and tie beams includes the following steps:

[0072] Step 1: Set up a column-beam integrated construction system on the ground. The column-beam integrated construction system includes an operating platform 7, a climbing control system and several pier template mechanisms 1, such as Figure 2 As shown, there are three pier formwork mechanisms 1, which are suitable for square pier columns 4. The pier formwork mechanism 1 is a sliding formwork mechanism, which is reinforced using existing technologies such as back ribs and bolts.

[0073] First, a pier formwork mechanism 1 is set up at the position of each pier column 4; each pier formwork mechanism 1 includes a side form unit and a lifting frame 13, such as Figure 2 As shown, the side formwork unit includes four pier side forms 11 that can enclose the pier 4. The pier side formwork 11 between adjacent piers 4 is a detachable side formwork 111, and the other three pier side formworks 11 are non-detachable side formworks 112. The detachable side formwork 111 and the non-detachable side formwork 112 are detachably connected, with the vertical axis of the pier 4 as the center of the pier 4, and the side close to the center of the pier 4 as the inner side.

[0074] like Figure 8As shown, the lifting frame 13 is arranged above the side mold unit, and includes a first channel steel unit 131 and a second channel steel unit 132 arranged horizontally perpendicular to each other. Figure 5 As shown, the first channel steel unit 131 is arranged along the width direction of the bridge. The first channel steel unit 131 and the second channel steel unit 132 each include two groups of connecting parts and two back-to-back and parallel lifting channel steels. The two groups of connecting parts are respectively arranged on the lifting channel steels in two opposite directions relative to the center of the pier 4. The two groups of connecting parts include a platform connecting part 133, a side form connecting part 134 and a lifting part from the outside to the inside. The platform connector 133 is clamped between the two lifting channel steels and is bolted to the two lifting channel steels; the side form connector 134 is a rectangular rod, which is welded vertically and horizontally on the two lifting channel steels. A vertical side form pull rod 135 is provided at each end of the side form connector 134. The lower end of the side form pull rod 135 passes through the side form connector 134 and is bolted to the upper surface of the side form; the lifting parts include a lifting jack 136 and a support rod 137. The lifting jack 136 is bolted to the two lifting channel steels. The lifting jacks 136 are all through-type jacks. The upper end of the support rod 137 is connected to the lifting jack 136. The lower end of the support rod 137 is pre-buried in the cast section of the pier or the pier foundation, and increases section by section as the lifting frame 13 rises. The oil circuit of the lifting jack 136 is as follows Figure 16 As shown, each lifting jack 136 has a separate oil circuit and is provided with an oil tank 840 . All oil circuits are connected to the oil tank 840 , and each oil circuit is provided with a solenoid valve 850 .

[0075] The first channel steel unit 131 further includes a plurality of connecting plates 764 and connecting bolts 763. The two lifting channel steels of the first channel steel unit 131 are disconnected at a position close to one end of the adjacent pier formwork mechanism 1. Figure 1 Take the first channel steel unit 131 on the leftmost lifting frame 13 as an example. Figure 5 、 Figure 17 As shown, according to the disconnection position 765, the lifting channel steel is divided into a fixed section 761 and a detachable section 762, and the disconnection positions 765 of the two lifting channel steels are staggered, as shown in FIG. Figure 17 As shown, there are four sets of bolts, each set of bolts includes six connecting bolts 763, and the connecting bolts 763 all pass through the two lifting channel steels, wherein the middle two sets of bolts pass through the fixed section 761 of the rear lifting channel steel and the detachable section 762 of the front lifting channel steel at the same time, as shown in FIG. Figure 5 As shown, the right ends of the two lifting channel steels of the first channel steel unit 131 are bolted to the platform connector 133 .

[0076] Then, the operating platform 7 is set up. The operating platform 7 includes a peripheral platform 710 and a detachable platform 720. Figure 1As shown, the peripheral platform 710 simultaneously surrounds all the pier formwork mechanisms 1, and the detachable platform 720 is arranged between adjacent pier formwork mechanisms 1. The detachable platform 720 and the peripheral platform 710 are bolted together. The detachable platform 720 and the peripheral platform 710 cooperate to surround each pier formwork mechanism 1. The peripheral platform 710 and the detachable platform 720 each include a three-layer structure from top to bottom, namely, a ring beam 730, an installation layer 740, and a repair layer 750. The ring beam 730 is a truss structure. The platform connector 133 is welded to the ring beam 730 of the peripheral platform 710 or the detachable platform 720. The installation layer 740 and the repair layer 750 are both support platforms constructed of rectangular tubes and steel plates. Workers install and remove formwork on the installation layer 740, and workers repair the appearance quality of poured concrete on the repair layer 750.

[0077] The peripheral platform 710 is provided with an upper hanging point support 770, such as Figure 4 As shown, the upper hanging point support 770 is a triangular bracket formed by welding rectangular tubes. The right side of the upper hanging point support 770 is welded to the inner side of the peripheral platform 710. A lifting unit is hung on the left side of the upper hanging point support 770. The lifting unit is an electric hoist. The electric hoist is a conventional electric hoist and includes a power structure and a steel cable 610. The power structure includes a housing, which is hung on the left side of the upper hanging point support 770. The housing is equipped with a motor and a winch. The output shaft of the motor is fixed to the winch. The winch is engaged with the steel cable 610, and the lower end of the steel cable 610 is provided with a hook.

[0078] The driving lifting jack 136 climbs on the support rod 137, thereby driving the entire column-tie-beam integrated construction system to rise in the first non-tie-beam casting section; there are only pier columns 4 in the non-tie-beam casting section, and no tie-beam body 5.

[0079] Step 2: Each pier formwork mechanism 1 further includes a support frame 12 , which includes a crossbeam 122 , two columns 121 and four tie rods 123 .

[0080] First, install Figure 7 The support frame 12 shown. When the first mold pier 4 of the tie beam casting section is constructed, the column 121 is embedded in the upper surface of the pier 4; the column-beam integrated construction system is raised to the first tie beam casting section, and the fixed section 761 and the detachable section 762 of the lifting channel steel on the lifting frame 13 are disconnected. Figure 6 As shown, after removing the detachable platform 720 and the detachable side form 111, the column-beam integrated construction system is as follows: Figure 3 Prepare several tie beam support mechanisms 3 and tie beam template mechanism 2, sequentially connecting the beam 122 and the column 121 and the rod 123; as Figure 7 As shown, the cross beam 122 is arranged horizontally along the length direction of the bridge ( Figure 7The crossbeam 122 is formed by welding two back-to-back parallel channel steels. Two support beams 125 are vertically welded to the lower side of the middle of the crossbeam 122. The support beam 125 and the column 121 are both I-beams. A first connecting plate 126 and a second connecting plate 127 are provided between the support beam 125 and the column 121. The first connecting plate 126 is bolted to the flange of the support beam 125 and the column 121, and the second connecting plate 127 is bolted to the web of the support beam 125 and the column 121. Figure 8 As shown, both ends of the crossbeam 122 extend to the outside of the pier side form 11, as shown in FIG. Figure 7 As shown, four tie rods 123 are vertically arranged in pairs on the front and rear sides of pier 4. An adjustment unit is installed on the upper surface of each end of the crossbeam 122. Each adjustment unit includes two adjustment jacks 124. The adjustment jacks 124 are through-type jacks. The upper ends of the tie rods 123 pass through the crossbeam 122 and connect with the adjustment jacks 124. The adjustment jacks 124 can drive the tie rods 123 up or down. The adjustment jacks 124 of the adjustment unit on the right rear side are bolted to the end of the crossbeam 122. Reinforcing ribs 128 are installed on the crossbeam 122 at the locations where the adjustment jacks 124 and the support beam 125 are located. The adjustment unit on the left front side also includes an adjusting hydraulic cylinder 1291 and an adjusting slider 1292. A sliding groove is opened on the lower side of the adjusting slider 1292, and the shape of the sliding groove matches the upper edge of the channel steel of the beam 122. The adjusting slider 1292 is slidably connected to the beam 122 along the length direction of the beam 122. The adjusting hydraulic cylinder 1291 is horizontally bolted to the beam 122. The left end of the output shaft of the adjusting hydraulic cylinder 1291 is welded to the adjusting slider 1292. The adjusting jack 124 is bolted to the adjusting slider 1292, and the upper end of the pull rod 123 is plugged into the adjusting jack 124.

[0081] Then, install the tie beam support mechanism 3 and the tie beam template mechanism 2. Figure 8 As shown, the tie beam support mechanism 3 includes four cantilever beams 33 and distribution brackets 34. The two ends of the cantilever beams 33 are respectively threadedly connected to the lower ends of the tie rods 123 on different piers 4. The cantilever beams 33 are I-beams. The four cantilever beams 33 are respectively horizontally arranged on the front and rear sides of the pier 4 and are arranged along the width direction of the bridge ( Figure 8 left and right directions).

[0082] Figure 8 The details of the distribution bracket 34 are not shown. Figure 9As shown, the distribution bracket 34 is set on the cantilever beam 33 between two adjacent piers 4, and the distribution bracket 34 includes two parallel main beams 342. The two main beams 342 are supported on the cantilever beam 33. A number of parallel secondary beams 343 are welded between the two main beams 342. The rear main beam 342 is the rotating side of the distribution bracket 34. A rotating assembly 35 is provided between the rear cantilever beam 33. The rotating assembly 35 includes a rotating shaft 351, a first ear plate 352 and a second ear plate 353. The first ear plate 352 is welded to the secondary beam 343, and the second ear plate 353 is welded to the secondary beam 343. Plate 353 is welded to the cantilever beam 33, and the rotating shaft 351 passes through the first ear plate 352 and the second ear plate 353 at the same time, and is rotatably connected to the first ear plate 352 and the second ear plate 353; the front main beam 342 is the free side of the distribution bracket 34, and is bolted to the front cantilever beam 33, and the front main beam 342 protrudes forward relative to the front cantilever beam 33. A pull ring 341 is welded on the front side of the front main beam 342, and the pull ring 341 can be connected to the steel cable 610; the adjusting hydraulic cylinder 1291 is arranged on the side close to the rotating side of the distribution bracket 34.

[0083] Next, install the tie beam template mechanism 2, as shown in Figure 10 As shown, the tie beam template mechanism 2 is supported on the cantilever beam 33 of the tie beam support mechanism 3, and the tie beam template mechanism 2 is connected to the two adjacent pier template mechanisms 1. Figure 11 As shown, the tie beam formwork mechanism 2 includes a tie beam bottom formwork 21 and two tie beam side forms 22. The tie beam bottom formwork 21 is horizontally bolted to a distribution bracket 34 (not shown in the figure). The two tie beam side forms 22 are respectively arranged on both sides of the tie beam body 5. A corner sealing formwork 23 is provided between the two tie beam side forms 22. The corner sealing formwork 23 is simultaneously connected to the tie beam side forms 22 and the tie beam bottom formwork 21. The corner sealing template 23 is a rectangular template, and the lower ends of the tie beam side templates 22 are close to the pier 4 and are connected with the upper ends of the corner sealing templates 23; when the corner sealing template 23 is long, it can be designed into two symmetrical parts, each of which is connected to the tie beam side templates 22, and then reinforced with the back ribs in the prior art for easy disassembly; the tie beam bottom template 21 is rotatably connected to one of the tie beam side templates 22, and the tie beam side template 22 is a rotating tie beam side template 22, and the rotating connection method is also connected by a rotating component 35 (not shown in the figure), and the other tie beam side template 22 is a detachable tie beam side template 22, and the rotating side of the rotating tie beam side template 22 and the distribution bracket 34 are located on the same side of the tie beam body 5. After the corner sealing template 23 is removed, the tie beam bottom template 21, the rotating tie beam side template 22 and the pier 4 are formed as shown below. Figure 12As shown in the strip gap 630, the end of the steel cable 610 passes through the strip gap 630, the lower side of the tie beam body 5 and is connected to the pull ring 341 of the distribution bracket 34 in sequence; since the rotating tie beam side mold 22 and the tie beam bottom mold 21 are rotatably connected, the steel cable 610 must pass through the strip gap 630 to reach the lower side of the tie beam body 5.

[0084] Step 3: Cast the tie beam concrete. After the time required by the specification is reached, remove the detachable tie beam side formwork 22 and the corner sealing formwork 23. Before entering the second non-tie beam casting section, remove the connecting bolts 763 between the free side of the distribution bracket 34 and the cantilever beam 33. Figure 9 As shown, the adjustment jack 124 is driven to move the front cantilever beam 33 downward, thereby driving the tie beam bottom mold 21 to rotate downward along with the free side of the distribution bracket 34 until the free side of the distribution bracket 34 is flush with the front side of the cantilever beam 33, that is, the main beam 342 on the front side of the distribution bracket 34 no longer protrudes forward relative to the front cantilever beam 33. Figure 13 As shown, the rotating assembly 35 is indicated by a circle, and the cross section of the tie beam body 5 is indicated by a rectangle. At this time, the front cantilever beam 33 still supports the distribution bracket 34, and the distribution bracket 34 and the tie beam bottom form 21 are tilted due to the rotation, that is, a gap is generated between the tie beam bottom form 21 and the bottom of the cast tie beam body 5, as shown in FIG. Figure 12 As shown, since the corner sealing formwork 23 has been removed, a strip-shaped gap 630 is formed between the tie beam bottom formwork 21 and the pier 4; during the rotation of the distribution bracket 34 and the tie beam bottom formwork 21, the tie beam body 5 and the rotating tie beam side formwork 22 are demoulded, and finally the rotating tie beam side formwork 22 is inclined against the side of the tie beam body 5;

[0085] At this time, if Figure 13 As shown, the worker stands on the side close to the rotating side of the distribution bracket 34, that is, the left side of the distribution bracket 34, hangs the electric hoist on the upper hanging point support 770 of the operating platform 7, and passes the lower end of the steel cable 610 from the strip gap 630 on the side of the tie beam body 5 close to the rotating side (the left side of the tie beam body 5) to the lower side of the tie beam body 5 (that is, the gap between the distribution bracket 34 and the bottom of the cast tie beam body 5), and finally connects it to the pull ring 341 (not shown in the figure) on the free side (the right end of the distribution bracket 34).

[0086] Drive the adjustment jack 124 to move the cantilever beam 33 further downward until the cantilever beam 33 can no longer support the free side of the distribution bracket 34. At the same time, the electric hoist drives the steel cable 610 to slowly lower the free end of the distribution bracket 34 to prevent the distribution bracket 34 from being damaged due to excessive rotation speed.

[0087] During this process, the bottom of the tie beam body 5 is blocked by sunlight, and it is dark and unclear, and the position of the lower end of the steel cable 610 cannot be seen clearly. At the same time, there may be foreign objects blocking the steel cable 610, making it difficult to smoothly pass the steel cable 610 through the bottom of the tie beam body 5; In this solution, if Figure 12 As shown, the end of the steel cable 610 is placed on the tie beam bottom formwork 21 (since the end of the steel cable 610 is a hook, it usually has a certain weight) so that the part of the steel cable 610 close to the end can be pushed by a rod-shaped object 620 such as a steel bar. Since the part other than the end of the steel cable 610 is in the strip gap 630, the position of the steel cable 610 can be observed. The strip gap 630 provides a guide for the steel cable 610, and the end of the steel cable 610 is pushed from the lower side of the tie beam bottom formwork 21 to the upper side of the tie beam bottom formwork 21. Then another worker catches the end of the steel cable 610 on the upper side of the tie beam bottom formwork 21 and hooks the end of the steel cable 610 on the pull ring 341 on the free side of the distribution bracket 34 (not shown in the figure).

[0088] Install as Figure 15 The support conversion unit 14 shown in the figure includes four threaded rods 141 and four rectangular plates 142. The upper two rectangular plates 142 are the second clamping plates, and the lower two rectangular plates 142 are the first clamping plates. The threaded rods 141 are provided with threads and several nuts 143. The four threaded rods 141 pass through the four corners of the first clamping plate and the second clamping plate respectively. After tightening the nuts 143, the two second clamping plates can clamp the two lifting channel steels of the first channel steel unit 131, and the two first clamping plates can also clamp the crossbeam 122.

[0089] Remove the bolts between the column 121 and the beam 122, drive the lifting jack 136, and thus drive the entire column-tie-beam integrated construction system (the part except the column 121) to slide upward together. The rotating tie beam side formwork 22 loses the support of the tie beam body 5, and under the action of gravity, it rotates around the connection position with the tie beam bottom formwork 21 and collides with the tie beam bottom formwork 21. In the process of rising, under the action of wind load, it continuously collides with the tie beam bottom formwork 21, so that the concrete and other impurities remaining on the rotating tie beam side formwork 22 and the tie beam bottom formwork 21 are shaken off, so as to improve the concrete appearance quality of the tie beam body 5 when the tie beam body 5 is poured next time.

[0090] After the column-tie-beam integrated construction system enters the next non-tie-beam casting section, the removable side form 111 is bolted to the non-removable side form 112, the removable section 762 of the lifting channel steel is bolted to the fixed section 761, and the removable platform 720 is connected to the peripheral platform 710;

[0091] After entering the next tie beam casting section, connect the fixed section 761 and the detachable section 762 of the lifting channel steel on the lifting frame 13, and install the detachable platform 720 between adjacent pier formwork mechanisms 1; cast several sections of pier columns 4, slide the pier formwork mechanism 1 to the second tie beam casting section, and use the electric hoist to pull the steel cable 610 to return the distribution bracket 34 to the horizontal position. Bolt the free side of the distribution bracket 34 and the cantilever beam 33, and repeat step 2.

[0092] During any ascending process of the column-beam integrated construction system, the method for synchronous ascending and descending using the climbing control system is as follows:

[0093] a. Install a climbing control system on the pier formwork mechanism 1. The climbing control system includes a controller 810, a displacement sensor 820, and a horizontal posture sensor 830. The displacement sensor 820 includes a signal transmitter and a receiver, such as Figure 14 As shown, the transmitter is bolted to the lifting jack 136, and the receiver is bolted to the support rod 137 (not shown in the figure). A level is used to ensure that the receivers are installed at the same height. The receiver is set directly below the transmitter. The transmitter can emit infrared rays and sound waves to the receiver. The receiver calculates and displays the distance between the receiver and the transmitter through the propagation speed of the infrared rays and sound waves and the time difference when they reach the receiver, and transmits the numerical value of the distance to the controller 810. The controller 810 is set on the oil tank 840.

[0094] The controller 810 is electrically connected to the electromagnetic valve 850, the displacement sensor 820 and the horizontal attitude sensor 830 on the oil circuit. The horizontal attitude sensor 830 is arranged at the vertical foot position of the first channel steel unit 131 and the second channel steel unit 132.

[0095] b. Simultaneously driving all lifting jacks 136 to climb on the support rods 137, thereby driving the lifting frame 13 and the pier formwork mechanism 1 to climb. At the same time, the displacement sensor 820 transmits the measured climbing distance of the lifting jacks 136 to the controller 810. The controller 810 controls the solenoid valve 850 based on the data from the displacement sensor 820 to ensure that the displacement of each lifting jack 136 is equal;

[0096] c. The horizontal attitude sensor 830 uses the horizontal plane as the initial plane and transmits the measured inclination angle to the controller 810. After the lifting jack 136 climbs multiple times, when the inclination angle exceeds the angle setting value, the controller 810 calculates and displays the amount of stroke that needs to be supplemented for each jack through the inclination angle measured by the horizontal attitude sensor 830 and the distance of the lifting jack 136. The controller 810 controls all the lifting jacks 136 to stop climbing. The controller 810 controls each lifting jack 136 to climb individually until the distance displayed by all displacement sensors 820 is the same, that is, the lifting frame 13 is parallel to the horizontal plane. All displacement sensors 820 are adjusted to the initial state and step b is repeated. In this embodiment, the angle setting value is 2°.

[0097] The above is only an embodiment of the present invention, and the common knowledge such as the specific technical solutions and / or characteristics in the solution are not described in detail here. It should be pointed out that for those skilled in the art, without departing from the technical solution of the present invention, several variations and improvements can be made, which should also be regarded as the scope of protection of the present invention, and these will not affect the effect of the implementation of the present invention and the practicality of the patent. The scope of protection required by this application shall be based on the content of its claims, and the specific implementation methods and other records in the description can be used to interpret the content of the claims.

Claims

1. A multi-pier column tie beam integrated construction method, characterized in that: The following steps are involved: Step 1: Set up the column-tie-beam integrated construction system on the ground. First, set up a pier formwork mechanism at each pier column location. Then, set up an operating platform, which includes an outer platform and a detachable platform. The outer platform simultaneously surrounds all pier formwork mechanisms, while the detachable platform and outer platform work together to enclose each pier formwork mechanism separately. The column-tie-beam integrated construction system is raised in the first non-tie-beam casting section. Step 2: Set up the tie beam formwork mechanism. First, pre-embed the support frame in the cast section of the pier column. The column-tie beam integrated construction system rises to the first tie beam casting section. The detachable platform is removed. Several tie beam support mechanisms and tie beam formwork mechanisms are prepared. Each tie beam support mechanism includes a distribution bracket and two cantilever beams located on both sides of the pier column. The two ends of the cantilever beam are respectively connected to the support frames on the adjacent pier columns. The distribution bracket is set between adjacent pier columns. The distribution bracket is supported on the cantilever beam. The distribution bracket is located directly below the tie beam to be cast. The two sides of the distribution bracket are respectively a rotating side and a free side. The rotating side is rotatably connected to one of the cantilever beams, and the free side is detachably connected to the other cantilever beam. Then, the tie beam formwork mechanism is supported on the distribution bracket, and the tie beam formwork mechanism is connected to the two adjacent pier formwork mechanisms. Step 3: Cast the tie beam concrete. The tie beam formwork mechanism includes the tie beam bottom formwork and the tie beam side formwork. Remove the tie beam side formwork, disconnect the free side of the distribution bracket from one of the cantilever beams, rotate the distribution bracket to vertical position under gravity, and raise the column-tie beam integrated construction system to the second non-tie beam casting section. Ensure that there is no interference between the distribution bracket and the already cast tie beam. In step 1, each pier formwork structure includes a side form unit and a lifting frame. The side form unit can enclose the pier column, and the lifting frame is arranged on the upper side of the side form unit. In step 2, each pier formwork mechanism further includes a support frame, which is installed inside the side formwork unit. The support frame includes a crossbeam, a tie rod, and a column. The crossbeam is arranged horizontally and connected to the upper end of the column. The crossbeam, the lifting frame, and the column are all detachably connected. The two ends of the crossbeam extend to the outside of the side formwork unit. Adjustment units are respectively installed at both ends of the crossbeam, and the upper end of the tie rod is connected to the adjustment unit. The two ends of the cantilever beam are respectively connected to the lower end of the tie rod of the two adjacent pier formwork mechanisms. The adjustment unit can drive the cantilever beam to move through the tie rod. The distribution bracket is supported on the cantilever beam between the two adjacent piers. In step one, the lifting frame includes a first channel steel unit and a second channel steel unit that are horizontally arranged perpendicular to each other. In step three, after pouring the tie beam concrete, a support conversion unit is set on the first channel steel unit. The support conversion unit includes two rectangular plates and a number of threaded rods. The upper ends of the threaded rods are connected to the first channel steel unit, and the lower ends of the threaded rods pass vertically through the two rectangular plates. Nuts are provided on the threaded rods. Tighten the nuts, and the two rectangular plates clamp the beam from the upper and lower sides.

2. The multi-pier column tie beam integrated construction method according to claim 1, characterized in that: In step three, the adjustment unit drives the cantilever beam close to the free side of the distribution bracket to move, and the distribution bracket loses the support of the cantilever beam on this side and rotates to vertical under the action of gravity.

3. The multi-column tie-beam integrated construction method according to claim 2, characterized in that: The adjusting unit includes an adjusting jack, an adjusting hydraulic cylinder and an adjusting slider. The adjusting slider is connected to the upper end of the pull rod. The adjusting slider slides along the length direction of the beam and is connected to the beam. The adjusting hydraulic cylinder is horizontally fixed on the beam. The output shaft of the adjusting hydraulic cylinder is connected to the adjusting slider. The adjusting jack is set on the adjusting slider. The upper end of the pull rod passes through the adjusting slider and is connected to the adjusting jack. The adjusting jack can drive the pull rod to rise or fall.

4. The multi-pier column tie beam integrated construction method according to claim 3, characterized in that: In step 2, the free side of the distribution bracket is protruded relative to the side of the corresponding cantilever beam; In step three, the adjustment jack is driven to move the free side of the distribution bracket and the cantilever beam on that side downward. The distribution bracket is tilted, and the steel cable is passed around the side of the tie beam close to the rotating side, the lower side of the tie beam, and connected to the free side of the distribution bracket.

5. The multi-pier column tie beam integrated construction method according to claim 4, characterized in that: In step three, after pouring the tie beam concrete, the tie beam side forms are arranged in pairs on both sides of the tie beam, and a corner sealing form is provided between the tie beam side forms on both sides. The corner sealing form is filled between one end of the bottom of the tie beam and the pier column. The tie beam bottom form is rotatably connected to one side of the tie beam side form. The tie beam side form is a rotating tie beam side form, and the other tie beam side form is a detachable tie beam side form. Then, remove the corner sealing formwork, form a strip gap between the tie beam bottom formwork, the rotating tie beam side formwork and the pier column, and pass the end of the steel cable through the strip gap, the lower side of the tie beam and connect it to the free side of the distribution bracket.

6. The multi-pier column tie beam integrated construction method according to claim 5, characterized in that: The installation and removal methods of the detachable platform are as follows: In step 1, the first channel steel unit and the second channel steel unit each include two back-to-back and parallel lifting channel steels, a plurality of connecting plates, and connecting bolts. The two lifting channel steels are disconnected at a location near one end of the adjacent pier formwork mechanism. Based on the disconnection location, the lifting channel steel is divided into a fixed section and a detachable section. The connecting bolts connect the connecting plates, the fixed section, and the detachable section. The detachable section of the lifting channel steel is connected to the ring beam of the detachable platform, and the outer platform is connected to the detachable platform. In step 2, the fixed section and the detachable section of the lifting channel steel are disconnected, and the detachable platform and the peripheral platform are disconnected.

7. The multi-pier column tie beam integrated construction method according to claim 1, characterized in that: During any rising process of the column-beam integrated construction system, the synchronous rising and lowering method is as follows: a. Install the climbing control system, which includes a controller, several displacement sensors, and a horizontal attitude sensor. The oil circuit for each lifting jack is individually controlled. The climbing control system includes a controller and several displacement sensors, one mounted on each lifting jack. The displacement sensors can measure the distance the lifting jack climbs on the support rod. The displacement sensors are connected to the controller. A horizontal attitude sensor is located at the foot of the first and second channel steel units. The horizontal attitude sensor is connected to the controller, with the horizontal plane as the initial plane. b. Simultaneously drive all lifting jacks to climb on the support rods, thereby driving the lifting frame and pier formwork mechanism to climb. At the same time, the displacement sensor transmits the measured lifting jack climbing distance to the controller. The controller controls the solenoid valve based on the displacement sensor data to ensure that the displacement of each lifting jack is equal; c. After the lifting jacks have climbed multiple times, if the angle between the lifting frame and the horizontal plane exceeds the set angle value, the controller controls all lifting jacks to stop climbing together. The controller calculates and displays the additional stroke required for each jack based on the distance from the lifting jacks and the inclination angle measured by the horizontal attitude sensor. Based on the additional stroke required, the controller controls each lifting jack to climb individually until the lifting frame is parallel to the horizontal plane. All displacement sensors are adjusted to the initial state and step 2 is repeated.

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