Concrete foundation formwork system of permanent steel casing cast-in-place pile high-pile wharf crane

Abstract

The utility model discloses a permanent steel casing cast-in-place pile high-pile wharf crane concrete foundation formwork system which comprises a crane foundation, prefabricated longitudinal beams are arranged on the two sides of the crane foundation, a cast-in-place lower cross beam is arranged at the lower end of each prefabricated longitudinal beam, a prefabricated groove is formed in the lower end of each cast-in-place lower cross beam, and the prefabricated grooves are communicated with the prefabricated longitudinal beams. And cast-in-situ bored piles are installed in the prefabricated grooves, and a suspension main beam is fixedly installed between the two cast-in-situ bored piles. The upper part of the pile foundation can be placed in water and air, and in order to ensure the use durability and the appearance quality of the pile foundation and prevent a reinforcing steel bar protection layer of the pile foundation from being mechanically damaged in the process of cutting the beach to excavate earthwork, the permanent steel protection cylinder is arranged at the upper part during pile foundation construction so as to ensure the structural durability and improve the structural appearance quality; the construction efficiency is effectively improved, the cost is reduced, and the quality and progress are conveniently controlled.

Description

Technical Field

[0001] The utility model relates to the technical field of dock crane concrete foundation templates, in particular to a permanent steel casing cast-in-place pile high-pile dock crane concrete foundation template system. Background Art

[0002] When large-volume concrete is cast-in-place, it is only necessary to reinforce its foundation to ensure the vertical bearing capacity requirements of the bottom formwork. Taking the high-pile beam-slab wharf constructed on dry land for port construction after beach cutting as an example, the wharf pile foundation can be bored and cast-in-place, and the lower crossbeam of the wharf can be cast-in-place on the ground. However, considering the need to leave sufficient working surface for beach cutting and port construction to facilitate the construction of the port slope protection, after the construction of the lower crossbeam is completed, the port basin needs to be excavated, the beach cutting and retreating form the port basin, and the slope protection construction can be carried out before the next process can be carried out. Therefore, after the installation of the prefabricated longitudinal beams, the foundation concrete of the crane pier of the wharf faces the complex working condition of high-altitude pouring over water.

[0003] Conventional methods for suspended concrete pouring include building a ground-to-ground full-height bracket as a formwork support system. However, when the beach is cut and the port is built, the lower part of the formwork is an inclined slope, and the work is done near the water, so it is impossible to build a stable ground-to-ground full-height bracket. The second method is to set up a clamp on the pile foundation at the bottom of the dock platform as a formwork support. However, the bored pile foundation of dry land construction often has a permanent steel casing due to durability and appearance quality control requirements, which makes it inconvenient to set up a steel clamp. In addition, the clamp system has high cost and low turnover efficiency, which is not conducive to quality, cost and progress control. Therefore, this plan provides a permanent steel casing cast-in-place pile high-pile dock crane concrete foundation formwork system. Utility Model Content

[0004] The utility model aims to solve the shortcomings in the prior art and proposes a permanent steel casing cast-in-place pile high-pile wharf crane concrete foundation template system.

[0005] In order to achieve the above purpose, the utility model adopts the following technical solutions:

[0006] The permanent steel casing cast-in-place pile high-pile wharf crane concrete foundation formwork system comprises a crane foundation, precast longitudinal beams are arranged on both sides of the crane foundation, a cast-in-place lower cross beam is arranged at the lower end of each precast longitudinal beam, a precast groove is opened at the lower end of the cast-in-place lower cross beam, bored cast-in-place piles are installed in the precast groove, a suspension main beam is fixedly installed between two bored cast-in-place piles, a plurality of distribution beams are welded and fixedly connected to the upper end of the suspension main beam, a bracket upright sleeve is fixedly connected to the upper end of the distribution beam, a full-span support bracket is installed in the bracket upright sleeve, the cast-in-place lower cross beam is fixedly connected to the suspension main beam by tensioning suspension screws, and a lower cross beam reserved hole is opened on the side wall of the cast-in-place lower cross beam, and a crane foundation concrete formwork is arranged on the full-span support bracket and the crane foundation.

[0007] Preferably, the upper end surface of the cast-in-place lower cross beam is provided with a screw upper pad, and the lower end surface of the suspended main beam is provided with a screw rotating pad.

[0008] Preferably, the upper and lower ends of the tension suspension screw are respectively threadedly connected with an upper screw nut and a lower screw nut.

[0009] Preferably, the upper and lower end surfaces of the suspension main beam are respectively provided with an upper flange reserved hole and a lower flange reserved hole.

[0010] Preferably, the upper and lower end surfaces of the suspension main beam are respectively fixedly connected with an upper flange of the suspension main beam and a lower flange of the suspension main beam.

[0011] Preferably, a web of the suspension main beam is fixedly connected to the side wall of the suspension main beam, and a suspension main beam stiffening rib is welded to the side plate of the web of the suspension main beam.

[0012] The utility model has the following beneficial effects:

[0013] 1. By setting up a permanent steel casing cast-in-place pile high-pile wharf crane concrete foundation formwork system consisting of prefabricated longitudinal beams, crane foundations, crane foundation concrete formwork, full-span support brackets, suspended main beams, distribution beams and tension suspension screws, the upper part of the pile foundation can be placed in water and air. In order to ensure the durability and appearance quality of the pile foundation and avoid mechanical damage to the steel bar protective layer of the pile foundation during beach cutting and excavation, a permanent steel casing is set on the upper part during pile foundation construction to ensure structural durability and improve structural appearance quality, effectively improve construction efficiency, reduce costs, and facilitate control of quality and progress.

[0014] 2. By distributing and suspending the main beam in longitudinal and transverse overlap, the upper load is effectively layered and evenly transferred to the tension suspension screw to ensure the overall stability of the ground-mounted full-floor bracket of the formwork suspension system. BRIEF DESCRIPTION OF THE DRAWINGS

[0015] Figure 1 It is a front structural schematic diagram of the permanent steel casing cast-in-place pile high-pile wharf crane concrete foundation formwork system proposed by the utility model;

[0016] Figure 2 for Figure 1 A schematic diagram of the structure enlargement at point A;

[0017] Figure 3 for Figure 1 Schematic diagram of the enlarged structure at point B in FIG.

[0018] In the figure: 1 bored cast-in-place piles, 2 cast-in-place lower cross beam, 3 reserved channels for lower cross beam, 4 precast longitudinal beam, 7 tension suspension screws, 7.1 screw upper nut, 7.2 screw upper pad, 7.3 screw lower pad, 7.4 screw lower nut, 9 suspension main beam, 9.1 suspension main beam upper flange, 9.2 upper flange reserved holes, 9.3 suspension main beam web, 9.4 suspension main beam stiffening ribs, 9.5 suspension main beam lower flange, 9.6 lower flange reserved holes, 10 distribution beam, 10.1 bracket upright sleeve, 11 full-floor support bracket, 12 crane foundation, 13 crane foundation concrete formwork. DETAILED DESCRIPTION

[0019] The technical solutions in the embodiments of the present invention will be described clearly and completely below in conjunction with the drawings in the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, rather than all of the embodiments.

[0020] In the description of the present invention, it should be understood that the terms "upper", "lower", "front", "back", "left", "right", "top", "bottom", "inside", "outside", etc., indicating directions or positional relationships, are based on the directions or positional relationships shown in the accompanying drawings, and are only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific direction, be constructed and operated in a specific direction, and therefore should not be understood as a limitation on the present invention.

[0021] Reference Figure 1-3 , a permanent steel casing cast-in-place pile high-pile wharf crane concrete foundation formwork system, including a crane foundation 12, prefabricated longitudinal beams 4 are provided on both sides of the crane foundation 12, and a cast-in-place lower cross beam 2 is provided at the lower end of each prefabricated longitudinal beam 4, and a prefabricated groove is opened at the lower end of the cast-in-place lower cross beam 2, and a bored cast-in-place pile 1 is installed in the prefabricated groove, and a suspension main beam 9 is fixedly installed between two bored cast-in-place piles 1, and a plurality of distribution beams 10 are welded and fixedly connected to the upper end of the suspension main beam 9, and a bracket upright sleeve 10.1 is fixedly connected to the upper end of the distribution beam 10, and a full-span support bracket 11 is installed in the bracket upright sleeve 10.1, the cast-in-place lower cross beam 2 is fixedly connected to the suspension main beam 9 by pulling the suspension screw 7, and the side wall of the cast-in-place lower cross beam 2 is opened with a lower cross beam reserved channel 3, and a crane foundation concrete formwork 13 is provided with the full-span support bracket 11 and the crane foundation 12. It should be noted that the reserved holes 3 for the lower cross beam are arranged in groups along the direction of the cast-in-place lower cross beam 2, that is, at uniform intervals in the long axis, with one group evenly arranged at intervals of 1-2m, and two reserved holes 3 for the lower cross beam are set in each group. The spacing between the two reserved holes 3 for the lower cross beam in each group is 1 / 2 of the width of the I-beam flange of the suspended main beam.

[0022] The reserved channel 3 of the lower beam is made of PVC pipe, and its diameter is 3 times the diameter of the tension suspension screw 7. It is convenient for the tension suspension screw 7 to pass through the reserved channel 3 of the lower beam, and sufficient space is reserved for mortar grouting of the reserved channel 3 of the lower beam, so that the high-pressure mortar grouting channel 8 can effectively hold the tension suspension screw 7, thereby improving the overall bearing capacity of the suspension system. At the same time, it can pass through the gap between the steel bars of the cast-in-place lower beam 2 without affecting the steel bar binding of the cast-in-place lower beam 2 structure, and reducing the stress concentration effect after the cast-in-place lower beam 2 is opened.

[0023] The PVC pipe in the reserved channel 3 of the lower beam is filled with gravel, and the upper and lower openings are sealed with geotextile. The inside of the PVC pipe is temporarily filled with gravel, so that when pouring concrete for the cast-in-place lower cross beam 2, the pressure exerted on the outer wall of the PVC pipe by the flowing concrete is offset by the pressure exerted on the inner wall of the PVC pipe by the gravel filled inside the PVC pipe, thereby avoiding damage to the PVC pipe, causing leakage of concrete of the cast-in-place lower cross beam 2 and damage to the reserved channel 3 of the lower cross beam.

[0024] The reserved channel 3 of the lower beam is constructed simultaneously with the steel bar binding of the cast-in-place lower beam 2. After the layout and positioning of the reserved channel 3 of the lower beam are completed, it is fixed together with the main reinforcement of the cast-in-place lower beam 2 with steel wire. The upper and lower elevations of the PVC pipe are 5 cm higher than the top and bottom elevations of the cast-in-place lower beam 2 to prevent concrete from leaking into the reserved channel 3 of the lower beam during pouring and causing blockage of the PVC pipe.

[0025] The upper end surface of the cast-in-place lower cross beam 2 is provided with a screw upper pad 7.2, and the lower end surface of the suspension main beam 9 is provided with a screw rotation pad 7.3. The upper and lower ends of the suspension screw 7 are respectively threadedly connected with a screw upper nut 7.1 and a screw lower nut 7.4. The upper and lower end surfaces of the suspension main beam 9 are respectively provided with an upper flange reserved hole 9.2 and a lower flange reserved hole 9.6. The upper and lower end surfaces of the suspension main beam 9 are respectively fixedly connected with a suspension main beam upper flange 9.1 and a suspension main beam lower flange 9.5. The suspension main beam web 9.3 is fixedly connected to the side wall of the suspension main beam 9, and the suspension main beam stiffening rib 9.4 is welded to the side plate of the suspension main beam web 9.3.

[0026] In the utility model, in the construction of a high-pile beam-slab wharf by cutting the beach and retreating to excavate the harbor, bored cast-in-place piles 1 should first be constructed on the original ground as the wharf pile foundation. Due to the beach cutting and excavation, the upper covering soil of the bored cast-in-place piles 1 is removed, so that the upper part of the pile foundation is placed in water and air. In order to ensure the durability and appearance quality of the pile foundation and avoid mechanical damage to the steel bar protective layer of the pile foundation during the beach cutting and excavation process, a permanent steel casing 1.1 is set on the upper part during the pile foundation construction to ensure the durability of the structure and improve the appearance quality of the structure.

[0027] After the bored pile is formed, a template is set up on the original ground to cast the cast-in-place lower beam 2. When tying the steel bars, a reserved channel 3 for the lower beam is set in the cast-in-place lower beam 2. The positioning of the reserved channel 3 for the lower beam is as follows: Figure 1 As shown, along the direction of the cast-in-place lower cross beam 2, that is, the long axis is arranged on one side of the cast-in-place lower cross beam 2 supporting the crane foundation 12, and its short axis position is located in the middle of the long axis and the inner long side, that is, the position of the reserved channel 3 of the lower cross beam is equal to the distance between the long axis of the cast-in-place lower cross beam 2 and the beam edge line. Setting it at this position is not only far away from the steel protection layer of the reserved channel 3 of the lower cross beam, but also avoids the steel protection layer of the cast-in-place lower cross beam 2 from being squeezed and damaged when the reserved channel 3 of the lower cross beam is stressed, and also avoids the main stress-bearing steel bars of the cast-in-place lower cross beam 2, reduces the influence of the steel bar binding on the cast-in-place lower cross beam 2 structure, reduces the influence of stress concentration after the cast-in-place lower cross beam 2 is opened, and at the same time, minimizes the effective span of the suspension main beam 9, reduces the bending moment and deflection in the beam, avoids the steel grade of the suspension main beam 9 being too large, and saves materials.

[0028] After the concrete pouring of the cast-in-place lower cross beam is completed and the concrete strength meets the design requirements, the formwork is removed and the harbor basin is excavated. During the construction of the cast-in-place lower cross beam 2, the construction of the temporary earth embankment of the harbor basin can be completed simultaneously. The harbor basin is excavated by cutting the beach and retreating. The excavator retreats from the water side to the shore side to form the harbor basin in layers, and the slope formed by the excavation is protected.

[0029] After excavation to 1m below the top elevation of bored pile 1, the excavated soil layer is used as the working surface, the geotextiles blocking the upper and lower openings of the PVC pipe in the reserved channel 3 of the lower beam are removed, and the gravel filled therein is discharged to leave space for the tension suspension screw 7. After the excavation of the harbor is completed and the construction of the harbor slope 5.1 and the slope protection is completed, the prefabricated longitudinal beam 4 is hoisted and placed on the cast-in-place lower beam 2.

[0030] Cut off the PVC pipe of the reserved channel 3 of the lower beam protruding from the cast lower beam 2, so that the PVC pipe is flush with the upper and lower surfaces of the lower beam. The tension suspension screw 7 passes through the reserved channel 3 of the lower beam from top to bottom.

[0031] After the suspension combination of the tension suspension screw 7 and the suspension main beam 9 is completed, high-strength mortar is poured into the reserved hole 3 of the lower beam as the high-pressure mortar grouting hole 8. On the one hand, the reserved hole 3 of the lower beam is permanently blocked to prevent the subsequent corrosion channel from rusting the steel bars. On the other hand, the high-pressure mortar grouting hole 8 and the tension suspension screw 7 are consolidated into a whole. The high-pressure mortar grouting hole 8 provides a gripping force for the tension suspension screw 7, effectively improving the tensile strength of the suspension system.

[0032] Insert the vertical pole of the full-floor support bracket 11 into the bracket vertical pole sleeve 10.1 and fix it, then set up the horizontal crossbar and scissors brace in sequence. The adjustable support is placed on the vertical pole, square timber is laid on the adjustable support, and concrete bottom mold and side mold are set up on the square timber to form the crane foundation concrete template 13.

[0033] When pouring concrete, the layered pouring method is adopted. After the lower layer is initially solidified, the upper layer is poured to reduce the pressure of the formwork support system. After the concrete strength of the crane foundation 12 meets the requirements, loosen the screw lower nut 7.4, first remove the bottom formwork of the crane foundation concrete formwork 13, and then remove the full-floor support bracket 11, distribution beam 10, and suspension main beam 9 in turn, and cut off the part of the tension suspension screw 7 that exceeds the bottom surface of the cast-in-place lower cross beam 2. Complete the self-anchored suspension support and concrete pouring of the high-altitude cast-in-place large-volume concrete formwork near the water.

[0034] The above description is only a preferred specific implementation manner of the present invention, but the protection scope of the present invention is not limited thereto. Any technician familiar with the technical field can make equivalent replacements or changes within the technical scope disclosed by the present invention according to the technical scheme and the utility model concept of the present invention, which should be covered by the protection scope of the present invention.

Claims

1. A permanent steel casing cast-in-place pile high-pile wharf crane concrete foundation formwork system, comprising a crane foundation (12), characterized in that: Prefabricated longitudinal beams (4) are provided on both sides of the crane foundation (12), and a cast-in-place lower cross beam (2) is provided at the lower end of each prefabricated longitudinal beam (4). A prefabricated groove is provided at the lower end of the cast-in-place lower cross beam (2), and bored piles (1) are installed in the prefabricated groove. A suspension main beam (9) is fixedly installed between two bored piles (1), and a plurality of distribution beams (10) are welded and fixedly connected to the upper end of the suspension main beam (9). The distribution beams (10) ) is fixedly connected to the upper end thereof with a support pole sleeve (10.1), a full-span support bracket (11) is installed in the support pole sleeve (10.1), the cast-in-place lower cross beam (2) and the suspended main beam (9) are fixedly connected together by means of a tension suspension screw (7), and a lower cross beam reserved hole (3) is provided on the side wall of the cast-in-place lower cross beam (2), and a crane foundation concrete formwork (13) is provided between the full-span support bracket (11) and the crane foundation (12).

2. The permanent steel casing cast-in-place pile high-pile wharf crane concrete foundation formwork system according to claim 1 is characterized in that: The upper end surface of the cast-in-place lower cross beam (2) is provided with a screw upper pad (7.2), and the lower end surface of the suspended main beam (9) is provided with a screw rotation pad (7.3).

3. The permanent steel casing cast-in-place pile high-pile wharf crane concrete foundation formwork system according to claim 1 is characterized in that: The upper and lower ends of the tension suspension screw rod (7) are respectively threadedly connected with a screw rod upper nut (7.1) and a screw rod lower nut (7.4).

4. The permanent steel casing cast-in-place pile high-pile wharf crane concrete foundation formwork system according to claim 1 is characterized in that: The upper and lower end surfaces of the suspension main beam (9) are respectively provided with an upper flange reserved hole (9.2) and a lower flange reserved hole (9.6).

5. The permanent steel casing cast-in-place pile high-pile wharf crane concrete foundation formwork system according to claim 1 is characterized in that: The upper and lower end surfaces of the suspension main beam (9) are respectively fixedly connected with an upper flange (9.1) of the suspension main beam and a lower flange (9.5) of the suspension main beam.

6. The permanent steel casing cast-in-place pile high-pile wharf crane concrete foundation formwork system according to claim 1 is characterized in that: A suspension main beam web (9.3) is fixedly connected to the side wall of the suspension main beam (9), and a suspension main beam stiffening rib plate (9.4) is welded to the side plate of the suspension main beam web (9.3).

Images