A hanger and a construction method for an assembled high-pile wharf using the hanger

Abstract

The present invention discloses a hanging bracket, which includes a pair of hanging bracket main beams arranged in parallel, a hanging bracket connecting beam connecting the hanging bracket main beams, four hanging rings on the hanging bracket arranged at the connection of the hanging bracket main beam and the hanging bracket connecting beam, and a plurality of hanging rings under the hanging bracket arranged at equal intervals on the hanging bracket main beam. The present invention also discloses a construction method for an assembled high-piled wharf using the hanging bracket. The present invention can integrate prefabricated components to reduce the number of hoistings, reduce the amount of in-situ casting work on water, and improve the construction efficiency.

Description

Technical Field

[0001] The present invention relates to the field of wharf construction, and particularly to a hanger and a construction method for an assembled high-pile wharf using the hanger. Background Art

[0002] The high-pile wharf structure is a very classic superstructure type, and the traditional superstructure system of high-pile wharves in China mainly consists of cast-in-situ cross beams and precast longitudinal beams. As Figure 2 shown. The construction process of the traditional high-pile wharf structure generally includes: 1. Driving piles, 2. Erecting the cofferdam, 3. Supporting the bottom formwork and side formwork of the cross beam, 4. Binding steel bars, 5. Pouring the concrete cross beam, 6. Installing the precast longitudinal beam, 7. Installing the precast panel, 8. Completing the casting of the cast-in-situ cross and longitudinal beams and the surface layer.

[0003] For the upper beam and slab system of the traditional high-pile wharf, in order to adapt to the heavy load of the precast track beam, the stiffness requirement of the cast-in-situ track beam is relatively high, generally directly manifested as a relatively large height of the track beam. Furthermore, the height of the cast-in-situ cross beam needs to be increased by the minimum height for adapting to covering the pile foundation on the basis of the height of the precast track beam. Therefore, the concrete consumption of the upper structure of the traditional high-pile wharf is relatively large, and at the same time, the self-weight load is relatively large, which will cause an increase in the bearing capacity and quantity of the lower pile foundation structure, and it is not economical enough. In addition, in order to control the elevation of the wharf surface, the casting of the cast-in-situ cross beam often involves the erection and removal of formwork at a relatively low water level, and the effective construction operation time is relatively short, which has a great impact on the overall project duration. Summary of the Invention

[0004] The purpose of the present invention is to provide a hanger and a construction method for an assembled high-pile wharf using the hanger, which integrates precast components to reduce the number of hoisting times, reduce the amount of in-water cast-in-situ operations, and improve construction efficiency.

[0005] The technical solution for achieving the above purpose is as follows:

[0006] A hanger, comprising:

[0007] A pair of parallel hanger main beams;

[0008] A hanger connecting beam connecting the hanger main beams;

[0009] Four hanger upper lifting rings arranged at the connection of the hanger main beam and the hanger connecting beam;

[0010] A plurality of hanger lower lifting rings arranged on the hanger main beam corresponding to the position of the longitudinal beam system.

[0011] Preferably, the hanger upper lifting ring is connected to the lifting hook, and the hanger lower lifting ring is connected to the upper beam and slab structure.

[0012] Preferably, the upper beam and slab is a precast beam and slab.

[0013] A hoisting construction method for an assembled high-pile wharf using the said hanging bracket, comprising:

[0014] Step S1: Precast the foundation piles;

[0015] Step S2: Carry out pile driving operations on the precast foundation piles by a working boat;

[0016] Step S3: Fabricate the breasting dolphin using compliant materials;

[0017] Step S4: Transport the breasting dolphin to the site by a hoisting vehicle and hoist it with a crane ship;

[0018] Step S5: Pour the pile core concrete using a tower crane;

[0019] Step S6: Lay the bottom slab, then bind the steel bars of the lower crossbeam and construct the lower crossbeam by in-situ casting on the platform;

[0020] Step S7: Use a standardized steel form as the external form for the horizontal bracing and precast it according to the requirements of the design drawings; Select materials that meet the design requirements to fabricate the hanging bracket;

[0021] Step S8: Install the horizontal bracing with a crane ship and temporarily fix it;

[0022] Step S9: Produce according to the design specifications and transport to the designated location for storing the precast beam-slab;

[0023] Step S10: Transport the precast beam-slab to the site by a barge and hoist it with a crane ship to rotate the jib for installation;

[0024] Step S11: Set two precast beam-slab structures between two bent frames, namely the front beam-slab structure and the rear beam-slab structure. The precast beam-slab is hoisted to the lower crossbeam for installation using the hanging bracket, the longitudinal steel bars are welded at the upper crossbeam, and then it is cast in-situ with the upper crossbeam to form an integral whole;

[0025] Step S12: The pouring of the surface layer is carried out according to the zoning and block division of the surface layer construction, and the concrete is poured along the longitudinal direction of the wharf for each structural section;

[0026] Step S13: Install the auxiliary facilities.

[0027] Preferably, the precast beam-slab of the wharf is precast in the precast yard and transported to the site for hoisting after the construction of the lower crossbeam is completed.

[0028] Preferably, the precast beam-slab structure can be one or two between every two bent frames.

[0029] The beneficial effects of the present invention are as follows: The precast beam and slab of the wharf are precast in the precast yard and transported to the site for hoisting after the construction of the lower cross beam is completed. The precast beam and slab structure is one to two pieces between every two rows of bent frames. Integrating the precast components reduces the number of hoisting times, reduces the amount of in-situ casting work on water, and improves the construction efficiency. The precast longitudinal beam system and the precast slab are integrated into the precast beam and slab, reducing the on-site hoisting workload. The side plates of the integrated precast beam and slab serve as the formwork for the cast-in-situ upper cross beam, greatly reducing the on-site formwork work. BRIEF DESCRIPTION OF THE DRAWINGS

[0030] Figure 1 is the flow chart of the present invention;

[0031] Figure 2 is the sectional view of the high-pile beam and slab wharf in the prior art;

[0032] Figure 3 is the sectional view of the high-pile beam and slab wharf in the present invention;

[0033] Figure 4 is the elevation view of the beam and slab structure before hoisting by the hanging bracket of the present invention;

[0034] Figure 5 is the elevation view of the beam and slab structure after hoisting by the hanging bracket of the present invention;

[0035] Figure 6 is the plan view of the hanging bracket of the front beam and slab structure in the present invention;

[0036] Figure 7 is the plan view of the hanging bracket of the rear beam and slab structure in the present invention.

[0037] In the figures: 1. Main beam of the hanging bracket; 2. Connecting beam of the hanging bracket; 3. Upper hanging ring of the hanging bracket; 4. Lower hanging ring of the hanging bracket. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0038] The upper beam and slab structure and the hoisting construction method of the present invention will be described completely below in conjunction with the accompanying drawings.

[0039] Please refer to Figure 3-7 , the hanging bracket of the present invention includes: a pair of parallel main beams 1 of the hanging bracket, a connecting beam 2 of the hanging bracket connecting the main beams 1 of the hanging bracket, four upper hanging rings 3 of the hanging bracket arranged at the connection of the main beams 1 of the hanging bracket and the connecting beam 2 of the hanging bracket, and a plurality of lower hanging rings 4 of the hanging bracket arranged at the corresponding positions of the longitudinal beam system on the main beams 1 of the hanging bracket. The upper hanging rings 3 of the hanging bracket are connected with the lifting hook, and the lower hanging rings 4 of the hanging bracket are connected with the upper beam and slab structure. In the present invention, the upper beam and slab are precast beam and slab. As Figure 3 shown.

[0040] Two precast beam and slab structures are arranged between two bent frames, namely the front beam and slab structure and the rear beam and slab structure. The precast beam and slab is hoisted to the lower crossbeam for installation by a hanging bracket. The longitudinal steel bars are welded at the upper crossbeam, and then cast in situ with the upper crossbeam to form an integral body. The position of the lower lifting ring 4 of the hanging bracket corresponds to the lifting rings of the beam and slab structure one by one, ensuring that the lifting ropes are vertically connected to the lower lifting ring of the hanging bracket and the lifting rings of the beam and slab structure.

[0041] Please refer to Figure 1 , the construction method for hoisting an assembled high-piled wharf using the hanging bracket described in claim 1 of the present invention for use, includes the following steps:

[0042] Step S1: Precast the foundation piles; preferably, the on-site foundation piles are precast by the superimposed casting method at intervals. The precast site should be flat and firm without uneven settlement. Select materials that meet the standards for precast pile production. The strength of the precast pile should meet the requirements for the factory strength (now mostly PHC piles or large pipe piles, and the factory strength is slightly different due to different production and curing methods). Use slings to lift the precast pile according to the lifting point positions specified in the design, and transport the precast pile from the precast yard to the on-site construction; the sinking of the pile is carried out by the hammering method or the vibration method according to the geological conditions, pile type, bearing capacity of the pile fixing body, etc.

[0043] Step S2: Drive the precast foundation piles by a working boat; after the precast foundation piles are completed, carry out the underwater pile driving construction with a pile driving boat. The measurement control for driving vertical piles includes the control of the plane position, the control of the verticality, and the control of the elevation. The measurement control for driving inclined piles includes the control of the plane position, the control of the front verticality, and the control of the inclination.

[0044] Step S3: Fabricate the fender members with materials that meet the standards; fabricate the fender members according to the materials that meet the standards, and load and transport them in the loading and barge sequence. Place sleeper pads at the lifting points of the members on the barge, and then tow them to the site for installation. Check each piece according to the plan drawing before shipment to ensure consistency with the installation sequence.

[0045] Step S4: Transport the fender members to the site by a lifting vehicle and hoist them with a crane ship.

[0046] The dock working platform is divided into two lifting areas. Area B can be lifted on both sides by a 50T gantry crane, and Area C can be lifted on the sea side by a 120T gantry crane. The components are transferred to the front of the shipping approach bridge by trucks at the prefabrication site, lifted onto the barge by the crane, and shipped to the site for installation. The longitudinal beams are installed when the concrete strength of the beam nodes is more than 90%. During installation, ensure that the side of the front edge beam is flat, smooth and straight with the beam end. After installation, the on-site technicians or construction workers confirm that the component installation edge line meets the requirements of the specification and then unhook it. The exposed steel bars need to be welded and fixed in time. Consider alternative plans when lifting in Area C: For lifting on both sides of land and sea, use a lifting vessel with a static lifting distance greater than 15m and a lifting weight greater than 19t. The lifting vessel must be selected according to the on-site conditions to meet the requirements of the turning radius in the water area; the installation of the moored components must be carried out at low tide, because the center of gravity of the moored components and the fulcrum during installation are not on the same vertical line, a movable hoist must be installed on the top of the component, and horizontal force must be applied during lifting to make it straight, adjust the position and fix it, reinforce it with steel welding, control the elevation of the mortar on the pile cap shelf surface and make the mortar full to ensure quality, and reinforce it in time for stability after installation.

[0047] Step S5: pouring the pile core concrete using a tower crane.

[0048] Step S6: Lay the bottom plate, then tie the lower beam reinforcement, and use the platform to cast the lower beam in situ;

[0049] Step S7: The horizontal brace uses a fixed steel mold as the outer mold and is prefabricated according to the design drawings. The horizontal brace should also be installed at low tide. The crane ship warms the component on the corbel surface of the ship-supported component, and immediately welds the steel bars to fix it. Then install the node template and pour the node concrete. Before installing the prefabricated track beam, longitudinal beam, and front side beam, the edge position of the shelf surface is marked with a black line on the top of the lower cross beam in advance. At the same time, the elevation of the top of the shelf surface is re-measured, and the super-high part is chiseled off. The low part is leveled with steel plates or high-grade cement mortar. Before installation, all prefabricated components must be re-measured again for their external dimensions, especially the length. At the same time, the numbers of the prefabricated components should be carefully checked. For prefabricated components with special requirements, their installation location and direction should be marked to ensure that they are foolproof. The hanger is made of materials that meet the design requirements.

[0050] Step S8: installing and temporarily fixing the horizontal support by means of a crane ship;

[0051] Step S9: Produce according to design specifications and deliver to a designated location for storage of prefabricated beams and slabs;

[0052] After the precast beam is in place for the first time, the verticality of the beam slab is checked by a horizontal ruler or a pendulum ball method. When it exceeds the precision requirement, the precast beam is lifted, and a steel plate gasket is processed separately according to the measured verticality deviation and placed at the bottom of the beam slab. After re-laying cement mortar C30, it is installed again. Before installation, a total station or theodolite is used to specially lay out the installation line of each beam, and the distance between adjacent frames is checked with a pin ruler; during installation, the plane position of the precast beam installation is strictly controlled according to the pop-up outer edge line, and it is repeatedly lowered and placed if necessary until the precision requirement is met.

[0053] After the prefabricated beams are installed, use a level or total station to promptly re-measure the top elevations of both ends of the prefabricated beams. If they exceed the requirements of the specifications, the shelf surface will be processed by the "low pad and high chisel" method. Before installing each beam, the installation position of each component should be carefully checked in combination with the prefabricated component design and installation drawings and the internal embedded parts layout drawings to prevent installation errors.

[0054] Step S10: The precast beams and slabs are transported to the site by barges, and are lifted by a crane ship and rotated to be installed. Before pouring concrete, the steel bars are tied on site or the precast steel bar skeleton is installed. Usually, the pile caps and beams are poured in batches. During pouring, concrete mixing ships are generally used for feeding and manual vibrating. Most of the small pile caps are mixed on land, and the concrete is transported by dump trucks or sampans. The concrete is unloaded and vibrated manually. Vibration leakage should be prevented during vibration. The vibrating spoon should not touch the steel bars and formwork to prevent the concrete pads that maintain the thickness of the protective layer between the side formwork and the steel bars from being vibrated off. The vibration time should be appropriate. When pouring pile caps and beam concrete at sea, fresh water curing or curing liquid coating is required. The fresh water for curing is supplied by water barges.

[0055] Step S11: Two prefabricated beam-slab structures, namely the front beam-slab structure and the rear beam-slab structure, are set between the two racks. The prefabricated beam-slab is hoisted to the lower beam for installation, and the longitudinal steel bars are welded at the upper beam, and then cast in situ with the upper beam to form a whole; on the high-pile dock, when the structure is prefabricated, there are many joints between beams, plates, beams and berthing components. These joints and the cast-in-situ parts of the beams, the surface layer and the cantilever beams, plates, etc. all require cast-in-situ concrete. The construction work of cast-in-situ concrete includes erecting the bottom formwork, the side formwork, tying steel bars, and pouring concrete. Two prefabricated beam-slab structures, namely the front beam-slab structure and the rear beam-slab structure, are set between the two racks. The prefabricated beam-slab is hoisted to the lower beam for installation, and the longitudinal steel bars are welded at the upper beam, and then cast in situ with the upper beam to form a whole.

[0056] Step S12: The casting of the surface layer is carried out according to the zoning and block division of the surface layer construction. Along the longitudinal direction of the wharf, concrete is cast for each structural section; for the cast-in-place concrete on the wharf surface, with a large area and quantity, sufficient preparations must be made before casting. The concrete of the wharf surface layer is mainly the cast-in-place part of the precast composite beam and slab. It is cast in place prior to the fender beam. The side forms are temporarily supported outside the inner side of the fender beam with 3-cm wooden boards or iron sheets, etc., for the purpose of blocking the concrete, and easy removal should be considered. After casting, they should be removed in time and the loose concrete should be removed; for elevation control, two straight steel bars are welded at each elevation point, and a transverse steel bar is welded at a position 48 mm lower than the designed elevation of the surface top. The elevation of the screed layer is uniformly reduced by 48 mm. The longitudinal spacing of the elevation points is 2 m and they are on a straight line. The transverse spacing is determined according to the width of the wharf, generally 3 m. To avoid elevation measurement errors, the surveyors only measure the middle and both sides. The elevation at the middle of the wharf slope is controlled by pulling a hemp rope. The concrete casting is preferably carried out longitudinally in a strip alternately. When casting the concrete, first use a concrete vibrator for vibration, and then use a plate vibrator to vibrate and level smoothly along the steel pipes after the concrete is roughly leveled. After completion, the steel pipes are removed, and appropriate concrete is added to the sunken part and leveled.

[0057] Step S13: Installation of auxiliary facilities. Finally, the auxiliary facilities are installed. The rubber fenders are installed with the cooperation of a 40-ton floating crane and are installed integrally with the fender plate. The mooring bollards are 1300KN mooring bollards. The anchor bolts are pre-embedded during the casting of the cross beam and are positioned and fixed with the positioning plate. When installing the mooring bollard shell, the nuts are tightened on the pre-embedded bolts in the designed direction. The top surface of the mooring bollard chassis is flush with the top surface of the fender beam, and concrete is cast inside the bollard shell.

[0058] The above embodiments are only for illustrating the present invention, rather than limiting the present invention. Those skilled in the relevant technical fields can also make various transformations or modifications without departing from the spirit and scope of the present invention. Therefore, all equivalent technical solutions should also fall within the scope of the present invention and should be defined by each claim.

Claims

1. An assembly type high-pile wharf hoisting construction method using a hanging bracket, characterized in that the hanging bracket Including: A pair of parallel suspension beam main girders (1); A suspension beam connecting beam (2) connecting the suspension beam main girders (1); Four suspension beam upper lifting rings (3) arranged at the connection of the suspension beam main girders (1) and the suspension beam connecting beam (2); A plurality of suspension beam lower lifting rings (4) arranged on the suspension beam main girders (1); the positions of the suspension beam lower lifting rings (4) correspond one by one to the lifting rings of the upper beam and slab; The suspension beam upper lifting rings (3) are connected to a lifting hook, and the suspension beam lower lifting rings (4) are connected to the upper beam and slab; The upper beam and slab are precast beam and slab; A hoisting construction method for an assembled high-pile wharf, including: Step S1: Precast foundation piles; Step S2: Driving the precast foundation piles by a working boat; Step S3: Fabricating berthing members with materials meeting the standards; Step S4: Transporting the berthing members to the site by a hoisting vehicle and hoisting them by a floating crane; Step S5: Pouring the pile core concrete with a tower crane; Step S6: Laying the bottom slab, then binding the lower cross beam steel bars and constructing the lower cross beam by in-situ casting on the platform; Step S7: Using a standardized steel form as the external form for the horizontal bracing and prefabricating it according to the requirements of the design drawings; selecting materials meeting the design requirements for fabricating the suspension beams; Step S8: Installing the horizontal bracing by a floating crane and temporarily fixing it; Step S9: Producing precast beam and slab according to the design specifications and transporting them to the designated location for storage; Step S10: Transporting the precast beam and slab to the site by a barge and hoisting and rotating the boom by a floating crane for installation; Step S11: Arranging two precast beam and slab between two bent frames, namely a front beam and slab structure and a rear beam and slab structure, hoisting the precast beam and slab to the lower cross beam for installation by a suspension beam, welding the longitudinal steel bars at the upper cross beam, and then casting them in-situ with the upper cross beam to form an integral body; Step S12: Pouring the surface layer according to the zoning and block division of the surface layer construction, and pouring the concrete along the longitudinal direction of the wharf for each structural section; Step S13: Installing auxiliary facilities.

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