Temporary road construction structure arranged at post-cast strip part and supporting system of temporary road construction structure

Abstract

The utility model discloses a temporary road construction structure arranged at a post-cast strip part and a supporting system of the temporary road construction structure. The temporary road construction structure comprises a ribbed steel plate, I-shaped steel, a temporary road area, a brick blank film, a haunched beam, a bearing reversed beam and a concrete column back shore, the structure is characterized in that the ribbed steel plate covers the temporary road area in the middle along the position of the post-cast strip; the I-shaped steel is tightly attached to the lower portion of the ribbed steel plate, and the two ends of the I-shaped steel are pre-buried in the haunched beam and arranged at intervals in the length direction of the post-cast strip. The temporary road area is sequentially provided with an upper layer, a lower layer, a protective layer, a waterproof layer and a leveling layer from top to bottom; the brick mould is built on the inner side of the haunched beam; the haunched beams are arranged on the two sides of the lower portion of the ribbed steel plate. The bearing reversed beams are arranged on the two sides of the post-cast strip in the length direction of the post-cast strip. And the concrete column shores are arranged below the bearing reversed beams along the end parts of the four corners of the ribbed steel plate. The device is reasonable in stress calculation and safe and reliable to use, material cost is saved, and the problems of cracks and leakage of concrete can be avoided.

Description

TECHNICAL FIELD

[0001] The utility model relates to the field of building construction especially a temporary road construction structure and its support system arranged at the post-pouring belt part. BACKGROUND

[0002] The post-pouring belt refers to the concrete belt left at the corresponding position of the foundation slab, wall or beam in the building engineering construction to prevent harmful cracks of the concrete structure caused by uneven shrinkage or uneven settlement.

[0003] In most construction projects, in order to catch up with the construction progress and facilitate the smooth connection of multiple construction procedures, it is inevitable to pass through the post-pouring belt when arranging the temporary road. There are some problems in the conventional construction method, such as placing temporary cover plates to cover the post-pouring belt to serve as a temporary road, but the bearing capacity is different due to the different material properties, and there is a certain safety hazard when vehicles pass through; the temporary road needs to be supported by a reinforcing steel pipe support at the bottom of the post-pouring belt part to avoid structural deformation, which needs to be removed after the post-pouring belt is closed, and the materials cannot be used in time, resulting in an increase in material cost; special vehicles directly pass on the basement roof without protection measures, and the tires directly contact the concrete surface, which may cause concrete cracks, leakage and other problems.

[0004] Furthermore, the utility model discloses a temporary road structure on the post-pouring belt of the basement roof in the Chinese utility model patent literature with the authorization announcement No. CN216108645U, which includes a post-pouring belt closing assembly, a cushion layer assembly, a steel mesh assembly, a bearing beam and a concrete layer; the post-pouring belt closing assembly penetrates the post-pouring belt area along the width direction of the post-pouring belt area of the basement roof, and multiple post-pouring belt closing assemblies are arranged at intervals along the length direction of the post-pouring belt area, and the two ends of the post-pouring belt closing assembly are poured into the basement roof; the cushion layer assembly is arranged on the top of the basement roof and covers the post-pouring belt area, and the cushion layer assembly is located above the post-pouring belt closing assembly; the bearing beam is placed on the cushion layer assembly through the steel mesh assembly and is poured with concrete to form the concrete layer, the length direction of the bearing beam is parallel to the width direction of the post-pouring belt area, and a plurality of bearing beams are arranged at intervals along the length direction of the post-pouring belt area, so that the concrete layer completely covers the post-pouring belt area. The utility model temporarily closes the post-pouring belt area of the basement roof to meet the traffic requirements. However, it does not consider the influence of the passing vehicle load on the concrete structure of the basement roof, and the surface except the slopes on both sides of the post-pouring belt will be directly contacted when the vehicle passes, and the impact load brought by the passing vehicle will still cause permanent damage to the concrete structure, resulting in concrete cracks and leakage; moreover, the bearing beam is arranged in the post-pouring belt, and the channel steel cannot be taken out when the temporary road is removed, resulting in waste of material cost. SUMMARY

[0005] Therefore, a temporary road construction structure and its supporting system arranged at a post-pouring belt position are needed to solve the problems.

[0006] The utility model discloses a following technical scheme: temporary road construction structure and its supporting system arranged at post-pouring belt position, including ribbed steel sheet (1), I-steel (2), temporary road area (3), brick membrane (4), haunched beam (5), force counterbeam (6), concrete column jacking (7). The ribbed steel sheet (1) is covered in the temporary road area (3) along the post-pouring belt position in the middle, and the I-steel (2) is close to the ribbed steel sheet (1) below, is arranged in the haunched beam (5) with interval along the post-pouring belt length direction with both ends embedded, and is used for supporting the ribbed steel sheet (1), and the temporary road area (3) is sequentially provided with upper layer (31), lower layer (32), protection layer (33), waterproof layer (34) and leveling layer (35) from top to bottom, and the brick membrane (4) is built in the inner side of the haunched beam (5), and the haunched beam (5) is arranged below both sides of the ribbed steel sheet (1), and the force counterbeam (6) is arranged on both sides of the post-pouring belt along the post-pouring belt length direction, and the concrete column jacking (7) is arranged below the force counterbeam (6) along the four corner end positions of the ribbed steel sheet (1).

[0007] The ribbed steel sheet (1) adopts two 35*2400*2800 Q235 steel plates, and is arranged in the middle on the temporary road area (3) along the post-pouring belt length direction.

[0008] The I-steel (2) is 16# in model, and the length is 1700mm, and is close to the ribbed steel sheet (1) below, and both ends are embedded in the haunched beam (5) with interval and are arranged along the post-pouring belt length direction at the center interval of 500mm.

[0009] The temporary road area (3) is sequentially provided with upper layer (31), lower layer (32), protection layer (33), waterproof layer (34) and leveling layer (35) from top to bottom, and the upper layer (31) is poured with 200mm thick C20 concrete, and is internally provided with φ10@200 bidirectional crack-resistant steel bars, and the lower layer (32) is provided with 300mm thick or more gravel or broken brick cushion.

[0010] The brick membrane (4) is built along the inner side of the haunched beam (5), and the building height is greater than 300mm.

[0011] The haunched beam (5) is arranged below both sides of the ribbed steel sheet (1), and the internal reinforcement is calculated by PKPM.

[0012] The force bearing counter beam (6) is arranged at 200mm from the end of the post-pouring belt to the outer side of the beam, the beam width is 250mm, the beam bottom is flat with the bottom of the top plate, and the beam height is 100mm higher than the top plate structure surface; the beam internal reinforcement is calculated by PKPM.

[0013] The concrete column support (7) is arranged below the force bearing counter beam (6) along the four corner end positions of the ribbed steel plate (1) with the size of 250mm*250mm, arranged with the horizontal center distance of 1450mm and the vertical center distance of 2675mm.

[0014] Compared with the prior art, the utility model has the advantages of:

[0015] 1) The ribbed steel plate is safe and reliable in use by safety calculation, and meets the demand of vehicle passing; 2) The upper layer in the temporary road area avoids direct contact of the vehicle with the basement top plate concrete, and the lower layer material can unload the load of the vehicle transmitted to the upper layer, reduces the damage of the passing vehicle to the basement top plate concrete structure, thereby avoiding the problems of concrete cracks, leakage and the like; 3) The ribbed steel plate and the I-shaped steel of the utility model can be removed and repeatedly used, and the concrete column support can replace the reinforced steel pipe support, thereby saving the material cost. BRIEF DESCRIPTION OF DRAWINGS

[0016] Figure 1 The utility model sets up the temporary road construction structure and its support system plane schematic view in the post-pouring belt part.

[0017] Figure 2 For Figure 1 The middle A-A sectional view.

[0018] Figure 3 The stress diagram of the ribbed steel plate.

[0019] In the drawing: 1, ribbed steel plate; 2, I-shaped steel; 3, temporary road area; 4, brick membrane; 5, haunch beam; 6, force bearing counter beam; 7, concrete column support; 31, upper layer; 32, lower layer; 33, protective layer; 34, waterproof layer; 35, leveling layer. DETAILED DESCRIPTION

[0020] The utility model will be described in detail in combination with the drawings.

[0021] In the description of the embodiments of this utility model, it should be noted that the terms "inner", "outer", "upper", etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the drawings, or the orientation or positional relationship in which the utility model product is usually placed when in use. They are only for the convenience of describing this utility model and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this utility model.

[0022] like Figure 1 , Figure 2 The diagram illustrates a temporary road construction structure and its support system installed at the post-cast strip location, comprising a ribbed steel plate 1, an I-beam 2, a temporary road area 3, a brick formwork 4, a haunch beam 5, a load-bearing anti-reverse beam 6, and a concrete column top support 7. The ribbed steel plate 1 is centrally positioned over the temporary road area 3 along the post-cast strip. The I-beam 2 is closely attached to the underside of the ribbed steel plate 1, with both ends pre-embedded in the haunch beam 5 and spaced apart along the length of the post-cast strip to support the ribbed steel plate 1. The temporary road area 3 consists of an upper layer 31, a lower layer 32, a protective layer 33, a waterproof layer 34, and a leveling layer 35, arranged sequentially from top to bottom. The brick formwork 4 is constructed inside the haunch beam 5. The haunch beam 5 is located on both sides below the ribbed steel plate 1. The load-bearing anti-reverse beam 6 is located on both sides of the post-cast strip along its length. The concrete column top support 7 is arranged below the load-bearing anti-reverse beam 6 at the four corners of the ribbed steel plate 1.

[0023] Before construction, the internal reinforcement of the haunch beam 5, the load-bearing reverse beam 6, and the concrete column top brace 7 was calculated using PKPM software.

[0024] During the construction of the basement structure roof slab formwork, according to the design positions of the four corner ends of the ribbed steel plate 1, the formwork openings of the concrete column top support 7 are reserved in advance below the load-bearing anti-beam 6 with a transverse center spacing of 1450mm and a longitudinal center spacing of 2675mm. The size of the formwork opening of the concrete column top support 7 is 250mm×250mm. The formwork of the concrete column top support 7 is erected simultaneously with the formwork of the basement concrete column.

[0025] During the construction of the basement roof slab reinforcement, the load-bearing inverted beam 6 is set with the outer edge of the beam 200mm from the end of the post-cast strip, the beam width is 250mm, the bottom of the beam is level with the bottom of the roof slab, and the beam is 100mm higher than the structural surface of the roof slab, requiring formwork hoisting; the reinforcement of the load-bearing inverted beam 6 is laid synchronously with the reinforcement of the basement roof slab.

[0026] After the basement roof concrete is poured and the concrete column top support 7, the force counter beam 6 and the roof are poured as a whole to reach the design strength, then the temporary road area 3 is started to be constructed. First, the basement roof concrete surface is cleaned, then a layer of leveling layer 35 is constructed on the basement roof by using cement mortar; after the construction is completed and solidified, a layer of waterproof layer 34 is laid on the leveling layer 35 by using waterproof coiled material, and the waterproof coiled material on both sides needs to be extended to cover the post-poured belt section; then the concrete is poured on the waterproof layer 34 to form a protection layer 33 to prevent the waterproof layer 34 from being damaged to affect the waterproof effect.

[0027] After the protection layer 33 is constructed and solidified, the design position of the haunched beam 5 is located above the protection layer 33, the haunched beam 5 formwork is erected, the I-steel 2 is laid together with the steel bars arranged in the haunched beam 5, the I-steel 2 is closely attached to the bottom of the ribbed steel plate 1, the two end portions are extended into the haunched beam 5 and are arranged at intervals, and 12 I-steel 2 are arranged along the length direction of the post-poured belt at a center distance of 500 mm. After the concrete of the haunched beam 5 is poured and reaches the design strength, the brick formwork 4 is built along the inner side of the haunched beam 5, and the built height is greater than 300 mm; then the lower layer 32 with a height of 300 mm is laid on the inner side of the brick formwork 4 by using broken stones or broken bricks, after the lower layer 32 is wetted by pouring water, the upper layer 32 is poured by using C20 concrete, the φ10@200 bidirectional anti-cracking steel bars are arranged inside, the pouring thickness is 200 mm, and the concrete is covered by a film for maintenance after being formed.

[0028] Finally, two Q235 ribbed steel plates 1 with the size of 35*2400*2800 are covered on the temporary road area 3 along the length direction of the post-poured belt, and the construction is completed.

[0029] The whole construction is carried out according to the design size, and the safety checking calculation of the bending resistance, deflection and fatigue resistance of the ribbed steel plate 1 is carried out as follows:

[0030] The maximum allowable axle load of each axle of the operation vehicle such as a fire engine, a wrecker, a concrete pump truck and a truck crane is not more than 13000 kg. The wheel load of only one axle with the maximum axle load is considered to act on the steel plate. Therefore, the single-side wheel load is:

[0031] F=T / 2=13 / 2=13*9.8 / 2=63.7kN, wherein F is the single-side wheel load, and T is the maximum load of each axle of the operation vehicle.

[0032] The steel plate is subjected to the tire pressure and can be regarded as a simply supported beam subjected to the concentrated load F, and the calculation diagram is as follows: Figure 3 .

[0033] ① Haunched beam bending strength checking calculation (the middle part is the weakest part):

[0034] The bending strength design value [f] of the Q235 ribbed steel plate is obtained by checking the table and is 195 N / mm 2 ,

[0035] Most unfavorable bending moment design value M max =FL / 4=63700×2400 / 4=38.22kN / m, where L is the support length, i.e., the transverse width of the ribbed steel plate.

[0036] Section modulus W=bh 2 / 6=2400×35×35 / 6=490000mm 3 Where b is the width of the ribbed steel plate and h is the thickness of the ribbed steel plate.

[0037] From the above, the bending strength σ of the steel plate can be obtained. k =M max / W=63.7×1000×2400 / 4 / 2400×35×35 / 6=78N / mm 2 ≤[f]=195N / mm 2 It meets the requirements.

[0038] ② Steel plate deflection calculation:

[0039] The width L1 of the post-cast strip is 800mm. From the table, the elastic modulus E of the ribbed steel plate is found to be 2.06 × 10⁻⁶. 5 N / mm 2 The moment of inertia of the ribbed steel plate section is I = 2.858 × 10⁻⁶. 6 mm 4 The allowable deflection of the steel plate is calculated as [ν] = 800 / 250 = 3.2mm.

[0040] From the above, we can obtain the maximum deflection of the steel plate, ν. max =FL1 3 / 48EI=63700×800 3 / 48×2.06×10 5 ×2.858×10 6 =1.2mm≤[ν]=3.2mm, sign requirement.

[0041] ③ Consider fatigue in bending members:

[0042] The appropriate coefficient of plastic development γ for the cross section should be determined by referring to the relevant specifications. x =γ y =1.0.

[0043] From the above, we can conclude M x M y W represents the design bending moment values ​​about the x-axis and y-axis at the same cross-section. nx W ny These are the net section moduli along the x and y axes.

[0044] Mx =FL x / 4=63700×2400 / 4=38.22kN / m, where L x The support length is the transverse width of the ribbed steel plate.

[0045] Section modulus W nx =b x h 2 / 6=2400×35×35 / 6=490000mm 3 , where b x h is the transverse width of the ribbed steel plate, and h is the thickness of the ribbed steel plate.

[0046] M ny =FL y / 4=63700×2800 / 4=44.59kN / m, where L y The support length is the longitudinal width of the ribbed steel plate.

[0047] Section modulus W ny =b y h² / 6=2800×35×35 / 6=571666.7mm 3 , where b y h is the longitudinal width of the ribbed steel plate, and h is the thickness of the ribbed steel plate.

[0048] In summary It meets the requirements.

[0049] Based on the above calculations, the bending resistance, deflection, and fatigue tests of the ribbed steel plate of this utility model all meet the requirements. Therefore, the temporary road construction structure and its support system installed at the post-pouring strip of this utility model are safe and reliable.

Claims

1. A temporary road construction structure and its support system installed at the post-cast strip, comprising a ribbed steel plate (1), an I-beam (2), a temporary road area (3), a brick formwork (4), a haunch beam (5), a load-bearing inverted beam (6), and a concrete column top brace (7); characterized in that: The ribbed steel plate (1) is centered on the post-cast strip and covers the temporary road area (3); the I-beam (2) is close to the bottom of the ribbed steel plate (1), and its two ends are pre-embedded in the haunch beam (5) along the length of the post-cast strip and arranged at intervals; the temporary road area (3) is arranged from top to bottom as follows: upper layer (31), lower layer (32), protective layer (33), waterproof layer (34), and leveling layer (35); the brick formwork (4) is built on the inner side of the haunch beam (5); the haunch beam (5) is set on both sides below the ribbed steel plate (1); the load-bearing anti-reverse beam (6) is set on both sides of the post-cast strip along the length of the post-cast strip; the concrete column top support (7) is arranged below the load-bearing anti-reverse beam (6) along the four corner ends of the ribbed steel plate (1).

2. The temporary road construction structure and its support system set in the post-pouring strip as described in claim 1, characterized in that: The ribbed steel plate (1) is made of two 35×2400×2800 Q235 steel plates, which are arranged in the center along the length of the post-pouring strip on the temporary road area (3).

3. A temporary road construction structure and its support system installed at the post-pouring strip as described in claim 1, characterized in that: The I-beam (2) is model 16#, with a length of 1700mm. It is attached to the bottom of the ribbed steel plate (1), and the two ends are pre-embedded in the haunch beam (5) and arranged at intervals. Twelve I-beams are arranged along the length of the post-cast strip at a center-to-center spacing of 500mm.

4. A temporary road construction structure and its support system installed at the post-pouring strip as described in claim 1, characterized in that: The temporary road area (3) is provided with an upper layer (31), a lower layer (32), a protective layer (33), a waterproof layer (34), and a leveling layer (35) from top to bottom. The upper layer (31) is made of 200mm thick C20 concrete and reinforced with φ10@200 bidirectional anti-crack steel bars. The lower layer (32) is made of more than 300mm thick crushed stone or crushed bricks as a cushion layer.

5. A temporary road construction structure and its support system installed at the post-pouring strip as described in claim 1, characterized in that: The brick formwork (4) is built along the inner side of the haunch beam (5) with a building height of more than 300mm.

6. A temporary road construction structure and its support system installed at the post-pouring strip as described in claim 1, characterized in that: The haunch beam (5) is set on both sides below the ribbed steel plate (1); the reinforcement in the beam is calculated by PKPM.

7. A temporary road construction structure and its support system installed at the post-pouring strip as described in claim 1, characterized in that: The load-bearing inverted beam (6) is set with the outer edge of the beam 200mm from the end edge of the post-cast strip, the beam width is 250mm, the bottom of the beam is the same as the bottom of the top slab, and the beam is 100mm higher than the structural surface of the top slab; the reinforcement in the beam is calculated by PKPM.

8. A temporary road construction structure and its support system installed at the post-pouring strip as described in claim 1, characterized in that: The concrete column top support (7) is 250mm×250mm in size. It is arranged below the load-bearing anti-beam (6) along the four corner ends of the ribbed steel plate (1) with a transverse center spacing of 1450mm and a longitudinal center spacing of 2675mm.

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