Tower crane hole mouth retaining wall

Abstract

The utility model provides tower crane hole mouth retaining wall relates to the field of construction, including non solidified rubber pitch waterproof paint, waterproof protective layer and rubber waterproof sleeve ring, the non solidified rubber pitch waterproof paint upper side lays SBS coiled material, the waterproof protective layer upper side has poured the reverse ridge, rubber waterproof sleeve ring inboard has the column body reinforcing steel bar, column body reinforcing steel bar outside has poured the structural column, structural column top end installs the ring beam, the lower side of ring beam installs longitudinal steel pipe, longitudinal steel pipe central position installs horizontal steel pipe. Through the setting of non solidified rubber pitch waterproof paint, SBS coiled material, aerated block, waterproof protective layer, rubber waterproof sleeve ring, longitudinal steel pipe and horizontal steel pipe, the waterproof layer reduces material waste and leakage risk, improves construction quality and efficiency, reduces construction cost, solves the problem that the underground garage roof tower crane reserved hole influences earthwork backfilling progress and rainwater leakage leads to poor waterproof layer closure effect.

Description

Technical Field

[0001] This utility model belongs to the field of building construction, and more specifically, it relates to a retaining wall for tower crane openings. Background Technology

[0002] In residential building construction projects, multi-story underground parking garages are commonly designed, often covering the entire underground portion of the construction area. Tower cranes, as key equipment for vertical transportation in building construction, are frequently located within the parking garage, necessitating the provision of openings for these cranes in the garage roof slab. Tower cranes are typically dismantled after the roof construction is completed, which affects the sealing of these pre-reserved openings in the garage roof slab, thus hindering the overall progress of earthwork backfilling. Horizontal transportation is also affected, leading to difficulties in material supply and further impacting the progress of the main structure construction. Currently, there is a utility model (CN214696985U) for a protective structure for a tower crane pre-reserved opening. This utility model prevents water from flowing in and corroding the reinforcing steel by building a retaining wall around the pre-reserved opening of the tower crane. At the same time, the tower crane opening is sealed with a slope formwork and waterproof membrane is applied to prevent rain and falling objects from heights. However, the structure described in this patent does not have a soil retaining function. Using a traditional concrete retaining wall to maintain the tower crane opening has many drawbacks, such as troublesome waterproofing treatment and easy rainwater leakage; the construction process of tying the reinforcing steel of the concrete retaining wall is cumbersome, with low construction efficiency and high cost, and it increases the load on the basement roof slab, which is not conducive to the structural stress. Utility Model Content

[0003] To address the aforementioned technical problems, this utility model provides a retaining wall for tower crane openings, thereby resolving the issues of tower crane openings in underground garage roof slabs affecting backfilling progress and rainwater leakage leading to poor waterproofing layer closure.

[0004] This utility model provides a retaining wall for a tower crane opening, including a tower frame; transverse steel pipes are inserted inside the tower frame; it also includes a non-curing rubber asphalt waterproof coating, a waterproof protective layer, and a rubber waterproof sleeve. SBS roll material is laid on the upper side of the non-curing rubber asphalt waterproof coating; a retaining wall is cast on the upper side of the waterproof protective layer, and aerated concrete blocks are built on the upper side of the retaining wall, with a ring beam installed at the top of the aerated concrete blocks; a waterproof protective layer is cast on the outer side of the rubber waterproof sleeve, and column steel bars are inserted inside the rubber waterproof sleeve. A structural column is cast outside the column steel bars, and a ring beam is installed at the top of the structural column. A longitudinal steel pipe is installed on the lower side of the ring beam, a retaining wall is cast at the bottom of the longitudinal steel pipe, and a transverse steel pipe is installed at the center of the longitudinal steel pipe.

[0005] In at least some embodiments, there are six groups of transverse steel pipes, each group of transverse steel pipes is a circular tube structure with a diameter of 0.mm, each group of transverse steel pipes is arranged vertically and crosswise, and longitudinal steel pipes are installed at the ends of the transverse steel pipes, each group of longitudinal steel pipes is a square hollow tube structure of 40×40×2mm.

[0006] In at least some embodiments, the retaining wall is constructed entirely of concrete and has a square frame structure that is higher than the waterproof protective layer.

[0007] In at least some embodiments, the aerated concrete blocks are made of porous lightweight concrete, and two sets of continuous reinforcing bars are cast and interspersed between every two layers of aerated concrete blocks. The cross-sectional diameter of the continuous reinforcing bars is 6mm.

[0008] In at least some embodiments, a waterproof protective layer is poured on the upper side of the SBS roll material. The waterproof protective layer is made of concrete and has a thickness of 50 mm. Reinforcing bars are interspersed in the waterproof protective layer and arranged in a cross-shaped mesh.

[0009] In at least some embodiments, the outer side of the rubber waterproof collar is heat-fused with SBS roll material.

[0010] The construction method for the retaining wall at the tower crane opening includes the following steps:

[0011] S1: Prepare and deliver a specific construction plan, process the reinforcing steel bars for structural columns, and re-inspect materials such as aerated concrete blocks and SBS rolls upon arrival at the site.

[0012] S2: Positioning and setting out, drilling, cleaning the holes, injecting anchoring adhesive, inserting column steel bars and conducting pull-out tests.

[0013] S3: Level and clean the base layer, spread non-curing rubber asphalt waterproof coating, lay SBS roll material, and pour waterproof protective layer.

[0014] S4: Laying out the layout and positioning, setting up the formwork, pouring the concrete for the curb and curing it.

[0015] S5: Block layout and masonry, with toothed joints, structural columns and ring beams.

[0016] S6: Design and calculate the reinforcement system, install longitudinal steel pipes, transverse steel pipes and main and secondary joists and conduct acceptance.

[0017] S7: Backfill the soil around the retaining wall in layers, compact it, and stabilize it with water.

[0018] S8: Dismantle the tower, connect the reinforcing bars, set up the formwork, pour concrete and cure it.

[0019] S9: Continue sealing the waterproof layer, remove the internal support system, and backfill and compact the soil inside the wall in layers.

[0020] Compared with the prior art, the present invention has the following beneficial effects:

[0021] 1. The utility model optimizes the waterproofing construction process. On the one hand, it utilizes a non-curing rubber asphalt waterproof coating, SBS membrane, and a waterproof protective layer to reduce material waste and leakage risks. Reinforcing steel columns are installed on the basement roof slab, and special waterproofing treatment is applied using rubber waterproof sleeves, increasing the overall stability of the retaining wall frame. On the other hand, a concrete retaining wall effectively prevents rainwater backflow. Furthermore, replacing concrete walls with aerated concrete walls effectively reduces the amount of concrete and formwork used, avoiding increased load on the basement roof slab, improving construction quality and efficiency, and reducing construction costs. 2. The utility model uses longitudinal and transverse steel pipes to support the wall structure formed by stacked aerated concrete blocks. This allows the longitudinal and transverse steel pipes to effectively combine and support the aerated concrete blocks, ensuring the retaining function of the entire wall and creating favorable conditions for normal backfilling. Attached Figure Description

[0022] Figure 1 This is a schematic diagram of the structure of this utility model.

[0023] Figure 2 This is a top view of the structure of this utility model.

[0024] Figure 3 This is a front view structural diagram of this utility model.

[0025] Figure 4 This is a cross-sectional structural diagram of the present invention.

[0026] Figure 5 This is the utility model Figure 4 Enlarged structural diagram of part A in the middle.

[0027] Figure 6 This is the utility model Figure 4 Enlarged structural diagram of part B in the middle.

[0028] Figure 7 This is a construction process flow chart for this utility model.

[0029] Attached reference numerals: 1. Structural column; 2. Aerated concrete block; 3. Reverse curb; 4. Ring beam; 5. Non-curing rubber asphalt waterproof coating; 6. SBS roll material; 7. Reinforcing bar; 8. Waterproof protective layer; 9. Rubber waterproof collar; 10. Column reinforcement; 11. Continuous reinforcement; 12. Longitudinal steel pipe; 13. Transverse steel pipe; 14. Tower. Detailed Implementation

[0030] The embodiments of this utility model will be described in further detail below with reference to the accompanying drawings and examples. The following examples are for illustrative purposes only and should not be construed as limiting the scope of this utility model.

[0031] like Figures 1-7As shown, this utility model provides a retaining wall for a tower crane opening, including a tower frame 14; a transverse steel pipe 13 is inserted inside the tower frame 14; it also includes a non-curing rubber asphalt waterproof coating 5, a waterproof protective layer 8, and a rubber waterproof collar 9. The upper side of the non-curing rubber asphalt waterproof coating 5 is covered with SBS roll material 6; a retaining wall 3 is poured on the upper side of the waterproof protective layer 8, an aerated concrete block 2 is built on the upper side of the retaining wall 3, and a ring beam 4 is installed at the top of the aerated concrete block 2; the outer side of the rubber waterproof collar 9 is covered with the waterproof protective layer 8, a column steel bar 10 is inserted inside the rubber waterproof collar 9, a structural column 1 is poured on the outer side of the column steel bar 10, a ring beam 4 is installed at the top of the structural column 1, a longitudinal steel pipe 12 is installed on the lower side of the ring beam 4, a retaining wall 3 is poured at the bottom of the longitudinal steel pipe 12, and a transverse steel pipe 13 is installed at the center of the longitudinal steel pipe 12.

[0032] In this embodiment, there are six groups of transverse steel pipes 13. Each group of transverse steel pipes 13 is a circular pipe structure with a diameter of 48.3 mm. Each group of transverse steel pipes 13 is arranged vertically and crosswise. The ends of the transverse steel pipes 13 are equipped with longitudinal steel pipes 12. Each group of longitudinal steel pipes 12 is a square hollow pipe structure with a diameter of 40×40×2 mm. The longitudinal steel pipes 12 and the transverse steel pipes 13 form an internal support scaffolding system on the inside of the retaining wall formed by the aerated concrete blocks 2. The longitudinal steel pipes 12 and the transverse steel pipes 13 support the aerated concrete blocks 2 to each other, thereby improving the retaining stability of the retaining wall formed by the aerated concrete blocks 2.

[0033] In this embodiment, the inverted retaining wall 3 is made of concrete and has a square frame structure. The square frame structure of the inverted retaining wall 3 is higher than the waterproof protective layer 8, thereby blocking and shielding the water accumulated in the waterproof protective layer 8 and effectively preventing rainwater from flowing back into the underground garage.

[0034] In this embodiment, the aerated concrete block 2 is made of porous lightweight concrete. Two sets of continuous steel bars 11 are poured and interspersed between every two layers of aerated concrete block 2. The diameter of the continuous steel bars 11 is 6mm. The continuous steel bars 11 support the aerated concrete block 2 through their own rigid structure, thereby improving the structural strength of the aerated concrete block 2 and reducing the risk of collapse of multiple sets of aerated concrete block 2 under pressure during earthwork backfilling. The porous lightweight concrete material of the aerated concrete block 2 reduces the load weight of the basement roof.

[0035] In this embodiment, a waterproof protective layer 8 is poured on the upper side of the SBS roll 6. The waterproof protective layer 8 is made of concrete and has a thickness of 50mm. Reinforcing bars 7 are interspersed in the waterproof protective layer 8. The reinforcing bars 7 are arranged in a cross-net pattern to enhance the structural strength of the waterproof protective layer 8. The waterproof protective layer 8 covers and protects the SBS roll 6 to prevent the SBS roll 6 from being scratched or damaged in the construction environment, and to ensure the waterproof performance of the SBS roll 6 and the non-curing rubber asphalt waterproof coating 5.

[0036] In this embodiment, the outer side of the rubber waterproof collar 9 is heat-fused to an SBS roll 6, so that the circular cut of the SBS roll 6 and the outer side of the rubber waterproof collar 9 are sealed together to prevent rainwater from seeping into the non-curing rubber asphalt waterproof coating 5 through the gap between the circular cut of the SBS roll 6 and the circular cut of the rubber waterproof collar 9.

[0037] The specific usage and function of this embodiment are as follows:

[0038] Step S1: Construction Preparation

[0039] Before constructing the retaining wall at the reserved opening of the tower on the top slab of the construction site, a specific construction plan was prepared and technical instructions were given. Based on the dimensions of the retaining wall, the reinforcing steel for the structural columns was cut and processed. Major materials such as aerated concrete blocks (2), SBS roofing membrane (6), and non-curing rubber asphalt waterproof coating (5) were delivered to the site in advance and underwent re-inspection and testing as required.

[0040] Step S2: Rebar installation for structural columns

[0041] A retaining wall is constructed 600mm outward from the pre-reserved opening on tower 14. The four corners of the retaining wall are marked, and a cross center line is drawn. Rebar is installed on the basement roof slab at the four corner structural columns. Holes are drilled to the designed diameter and depth using an electric drill, keeping the drill bit vertical. Dust and debris are cleaned from the holes, and rubber waterproof sleeves 9 are fitted after cleaning. The hole walls are wiped with acetone using a brush. Rebar adhesive is injected to approximately 2 / 3 of the hole depth. A 10mm diameter column rebar 10 is slowly inserted and rotated to ensure full contact between the rebar 10 and the adhesive. After insertion to the designed depth, it is kept vertical. A pull-out test is conducted after the adhesive has cured to the required level. The sample size is no less than 1‰ of the total number of rebars, and no less than 3 rebars. Construction can only continue after the test is passed. Step S3: Waterproofing Layer Construction

[0042] Use brooms, hair dryers, etc., to remove dust, debris, and oil stains from the surface of the basement roof slab, and repair and level any protrusions, holes, or other defects. Heat the non-curing rubber asphalt waterproof coating 5 to a flowable state, apply it evenly to a thickness of 1.5 mm, and simultaneously pour a 10 mm thick layer of non-curing rubber asphalt waterproof coating 5 into the rubber waterproof ring 9. The bonding strength should be no less than 0.4 MPa, and the mass change rate should be ≤1% after soaking for 96 hours. Before the non-curing rubber asphalt waterproof coating 5 cools down, lay the SBS membrane 6 using the hot-melt method. The overlap width of the SBS membrane 6 should be no less than 100 mm. When encountering the rubber waterproof ring 9, cut a rounded end to allow it to be heat-fused with the SBS membrane 6. After the waterproofing treatment is completed and passes inspection, lay the steel mesh and erect formwork to pour a 1-meter wide waterproof protective layer with a thickness of 50 mm. The rubber waterstop ring is completely poured into the concrete. The concrete is vibrated to ensure compaction and then smoothed and polished. Step S4: Construction of the Reverse Bend 3

[0043] Based on the location and dimensions of the retaining wall, mark the axis and edge lines of the retaining wall 3 on the waterproof protective layer, and then mark them with ink. Use wooden formwork for support, ensuring tight joints and firm support. After checking that the flatness, verticality, and cross-sectional dimensions are acceptable, pour C25 commercial concrete, vibrate it to ensure compaction, smooth and compact the surface, and cure it until the strength reaches 5 MPa before constructing the aerated concrete blocks 2. Step S5: Retaining Wall Construction

[0044] A3.5 grade, 600×240×180mm aerated concrete blocks were selected for masonry. Before laying, the blocks were laid out, with mortar joints 15mm thick, staggered vertically, and overlaps of at least 1 / 3 of the block length. Two 6mm diameter steel bars were installed along the length of every two courses of bricks. The "three-in-one" masonry method was adopted to ensure full mortar joints, horizontal and vertical alignment, and that the mortar strength grade was not lower than M7.5, mixed and used immediately. Structural columns were installed at the corners of the retaining wall, with toothed joints. The toothed joints were recessed first, then advanced, with a recessed dimension of 60mm and a height not exceeding 300mm. The structural column reinforcement was reliably connected to the curb, through reinforcement, and upper ring beam. A ring beam was installed every 1.5m, with the ring beam formwork tightly closed to the structural column formwork. The reinforcement was tied according to the design, and the concrete was poured simultaneously with the structural column. Step S6: Retaining Wall Reinforcement

[0045] Before backfilling, the specifications, spacing, and connection method of the steel pipes and main and secondary supports are determined through mechanical calculations based on factors such as the height of the retaining wall and the lateral pressure of the backfill soil. In this project, the inner side of the retaining wall uses transverse steel pipes 13 with a diameter of 48.3mm, and the main supports are longitudinal steel pipes 12 with specifications of 40×40×2mm. Vertical supports for the steel pipes are installed according to the design plan, with both vertical and horizontal spacing not exceeding 1m. Standardized top supports are used at both ends of the transverse steel pipes 13 to firmly hold the longitudinal steel pipes 12 against the retaining wall. A comprehensive inspection is conducted after installation, and backfilling can only proceed after acceptance. Step S7: Backfilling of the outer side of the wall.

[0046] After completing the large-scale construction of the external waterproofing layer and concrete protective layer, the non-curing rubber asphalt waterproof coating 5 and SBS roll material 6 are hot-melt bonded to the waterproofing stubble under the retaining wall. After checking the interface for compliance, proceed to the next step. Conduct a comprehensive inspection of the retaining wall's strength and clear surrounding debris and accumulated water. Use a small excavator to prioritize backfilling the soil around the retaining wall, backfilling in layers, each layer no more than 300mm thick, and compacting each layer with a small roller. The number of compaction passes depends on the required compaction degree, generally 3 to 5 passes. Areas inaccessible to the roller are manually compacted. After completing the perimeter backfilling, large-area soil is backfilled in layers, each layer no more than 300mm thick, and compaction is tested according to design requirements. To improve the stability of the backfill soil, it can be compacted with water around the retaining wall to ensure safety during subsequent removal of the internal support system. Step S8: Sealing the reserved opening.

[0047] After the surrounding soil has stabilized, the internal support system of the retaining wall should be removed before the dismantling of tower 14, and debris, loose concrete, and other waste should be cleared away. After the dismantling of tower 14, the internal support should be reinstated. The edges of the reserved opening of tower 14 should be roughened, rust removed, and exposed reinforcing bars adjusted. The connecting reinforcing bars should be tied according to the design requirements, which can be done by welding or mechanical connection. The bottom formwork of the opening should be erected to ensure that the support is firm and the joints are tight. The opening should be sealed with micro-expansion concrete with a strength grade one level higher than that of the basement roof slab concrete, vibrated to compact, and cured for no less than 14 days. Step S9: Backfilling of the earthwork inside the wall

[0048] After the concrete sealing the opening reaches the design strength, the waterproof layer is continued according to the waterproof design requirements of the basement roof slab. The internal support system is removed, and soil is dumped 2m away from the retaining wall using a small excavator to backfill and compact in layers. Each layer is no more than 300mm thick, and each layer is compacted 3 to 5 times with a small roller. Areas that cannot be reached by the road roller are manually compacted. Soil materials that meet the design requirements are selected and must not contain impurities, organic matter, etc.

[0049] The technical solution of this utility model is not limited to the scope of the embodiments of this utility model. All technical contents not described in detail in this utility model are known technologies.

Claims

1. A retaining wall for a tower crane opening, comprising a tower frame (14); a transverse steel pipe (13) is inserted through the inner side of the tower frame (14); characterized in that: It also includes a non-curing rubber asphalt waterproof coating (5), a waterproof protective layer (8) and a rubber waterproof ring (9). The upper side of the non-curing rubber asphalt waterproof coating (5) is covered with SBS roll material (6); the upper side of the waterproof protective layer (8) is cast with a retaining wall (3), the upper side of the retaining wall (3) is built with an aerated block (2), and a ring beam (4) is installed at the top of the aerated block (2); the outer side of the rubber waterproof ring (9) is cast with a waterproof protective layer (8), the inner side of the rubber waterproof ring (9) is interspersed with column steel bars (10), the outer side of the column steel bars (10) is cast with a structural column (1), the top of the structural column (1) is installed with a ring beam (4), the lower side of the ring beam (4) is installed with a longitudinal steel pipe (12), the bottom end of the longitudinal steel pipe (12) is cast with a retaining wall (3), and the center of the longitudinal steel pipe (12) is installed with a transverse steel pipe (13).

2. The retaining wall for the tower crane opening as described in claim 1, characterized in that: The number of transverse steel pipes (13) is six groups. Each group of transverse steel pipes (13) is a circular tube structure with a diameter of 48.3 mm. Each group of transverse steel pipes (13) is arranged vertically and crosswise. The ends of the transverse steel pipes (13) are equipped with longitudinal steel pipes (12). Each group of longitudinal steel pipes (12) is a square hollow tube structure with a diameter of 40×40×2 mm.

3. The retaining wall for the tower crane opening as described in claim 1, characterized in that: The inverted retaining wall (3) is made of concrete and has a square frame structure. The square frame structure of the inverted retaining wall (3) is higher than the waterproof protective layer (8).

4. The retaining wall for the tower crane opening as described in claim 1, characterized in that: The aerated concrete block (2) is made of porous lightweight concrete. Two sets of continuous steel bars (11) are poured and interspersed between every two layers of aerated concrete blocks (2). The cross-sectional diameter of the continuous steel bars (11) is 6mm.

5. The retaining wall for the tower crane opening as described in claim 1, characterized in that: The upper side of the SBS roll (6) is coated with a waterproof protective layer (8), which is made of concrete and has a thickness of 50mm. The waterproof protective layer (8) is interspersed with reinforcing bars (7), which are arranged in a cross-shaped mesh.

6. The retaining wall for the tower crane opening as described in claim 1, characterized in that: The outer side of the rubber waterproof collar (9) is hot-melt connected with SBS roll material (6).

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