Fabricated laminated slab supporting structure suitable for non-modulus scene

Abstract

The utility model discloses a supporting structure of an assembly type laminated slab suitable for a non-modulus scene, which comprises a plurality of horizontal rods which are horizontally arranged and a plurality of vertical rods which are vertically arranged, each horizontal rod is provided with an X axis and a Y axis which are perpendicular to each other, and the horizontal rods and Z axes of the vertical rods form a three-axis system which is perpendicular to each other; each vertical rod is provided with a top support, and the top supports are adjustably connected to the tops of the vertical rods; each jacking support is connected with the adjacent jacking support through an X-axis beam or a Y-axis beam; the horizontal rod comprises a main beam arranged along the X axis and a secondary beam arranged along the Y axis, and the main beam is higher than the secondary beam; and at least one section of main beam on each column of the X axis is a telescopic main beam. The telescopic main beam is adopted, so that the length of the main beam is adjustable, and the length of the main beam can be set according to requirements under the non-modulus condition; and each row of X shafts can be adjusted similarly, so that the whole supporting structure is still neat and uniform.

Description

Technical Field

[0001] The utility model belongs to the technical field of building construction, and particularly relates to a support structure for prefabricated composite slabs applicable to non-module scenarios. Background Art

[0002] At present, precast concrete structure buildings are the main form of prefabricated buildings in China, with advantages such as relatively low cost and wide application range, and will continue to occupy the dominant position in the selection structure of prefabricated buildings in the future. While achieving the goal of the proportion of prefabricated building area in the newly built building area and gradually increasing the assembly rate will surely be a relatively long development process, at the same time, it is necessary to continuously promote the research, development and application of advanced, applicable technologies, processes and equipment, scientifically and reasonably organize construction, develop construction specialization, improve the mechanization level, and reduce heavy and complex manual labor and wet operations. The support systems currently adopted on-site for precast concrete structures mainly include traditional fastener-type steel pipe scaffolds, bowl-coupled steel pipe scaffolds, socketed steel pipe scaffolds, etc. There are still problems such as large workload for support installation and removal, many horizontal and vertical cross members, narrow space between the frames, large losses, and cumbersome elevation control, which can no longer meet the needs of the development of building industrialization and even hinder the rapid development of prefabricated buildings.

[0003] The applicant has applied for a patent for a support structure of a prefabricated composite slab, with the application number 202310427203.8, which includes a number of horizontally arranged horizontal bars and vertically arranged vertical bars. Among them, the horizontal bars are set as the X-axis and Y-axis perpendicular to each other, and together with the Z-axis of the vertical bars, they form a three-axis system perpendicular to each other; at each intersecting node, components are used to fixedly connect the vertical bars and the horizontal bars; each vertical bar is provided with a jack, and the jack is adjustably connected to the top of the vertical bar; each jack is connected to an adjacent jack through a beam along the X-axis or Y-axis; the horizontal bar includes a main beam arranged along the X-axis and a secondary beam arranged along the Y-axis, and the height of the main beam is greater than that of the secondary beam; the beam and the jack are connected through bolts or pins or snap joints.

[0004] After connecting the beams in the X and Y directions through the jacks in the above-mentioned prior art, the horizontal constraint at the top of the traditional formwork system is increased to remove the cantilever end, so that the overall slenderness ratio of the vertical bars is increased, and the step distance range of the vertical bars can be increased when designing the formwork scheme, thereby reducing the layout of the horizontal bars. However, there is still room for improvement. Specifically, the length of the main beam is limited by the module, so the size of the entire formwork system and the main beam is an integer multiple of the module of 300 mm. Or rather, it is only applicable to the module scenario. When applied to a non-module scenario, that is, when the size of the formwork system is not an integer multiple of 300 mm, the main beam that has been standardized by the module cannot change its size, and there must be a part of the remaining space that cannot be formworked. In addition, when encountering the shear wall part, in order to make room for the formwork of the shear wall, non-module member arrangements are also required. Summary of the Invention

[0005] The object of the present utility model is to overcome the above-mentioned defects and provide a support structure for an assembled composite slab applicable to non-modular scenarios.

[0006] To this end, the present utility model adopts the following technical solution: A support structure for an assembled composite slab applicable to non-modular occasions, including a number of horizontally arranged horizontal bars and vertically arranged vertical bars, wherein the horizontal bars are set as the X-axis and Y-axis perpendicular to each other, and together with the Z-axis of the vertical bars form a three-axis system perpendicular to each other; at each intersecting node, the vertical bars and horizontal bars are fixedly connected by components; each vertical bar is provided with a jack, and the jack is adjustably connected to the top of the vertical bar; each jack is connected to an adjacent jack through a beam on the X-axis or Y-axis; the horizontal bars include main beams arranged along the X-axis and secondary beams arranged along the Y-axis, and the height of the main beam is greater than that of the secondary beam; the feature is that: on each column of the X-axis, at least one section of the main beam is a telescopic main beam; the telescopic main beam is composed of a left section, a right section and a middle section, and the middle section is sleeved with the left section and / or the right section and is fixedly connected through pin holes and pins.

[0007] Further, one of the middle section and the left section or the right section is integral and is sleeved with the other. Or:

[0008] The middle section is sleeved with both the left section and the right section.

[0009] Furthermore, the jack includes a top and a longitudinal connecting portion; the longitudinal connecting portion is used to connect the vertical bar in the support structure; a number of pin holes are evenly arranged along the circumference of the top.

[0010] Both the main beam and the secondary beam are connected to the jack by bolts. Or:

[0011] Both ends of the main beam and the secondary beam are provided with pins, and at least four pin holes are arranged in a centrally symmetric distribution at the top; both the main beam and the secondary beam are connected to the jack through pins and pin holes. Or:

[0012] Both ends of the main beam and the secondary beam are provided with fastening joints, and the fastening joints include double-layer positioning hoops distributed up and down, a transverse clamping groove is arranged between the double-layer positioning hoops, and the transverse clamping groove is clamped and connected to the jack or components; both the double-layer positioning hoops include slots, and the double-layer positioning hoops and the pin holes can be inserted and connected through pins.

[0013] A transition connecting portion is arranged between the main beam and the fastening joint; the double-layer positioning hoop of the fastening joint is a wedge-shaped structure, the width of one side of the fastening joint close to the transition connecting portion is the same as the width of the horizontal bar, and the fastening joint gradually narrows in the direction away from the transition connecting portion. The fastening joint effectively improves the connection strength of the connection nodes between the horizontal bars, and the double-layer positioning hoop gradually narrows from the inside to the outside, so that the inserted pin is stably installed. The transition connecting portion is an arc strengthening portion for smoothly connecting the main beam and the fastening joint.

[0014] The adjustable support located at the edge of the support structure has spare pin holes that are not connected to the beam, and independent pins are inserted into these holes, so that the adjustable support can bear the upper load evenly.

[0015] When using an adjustable support with a limit groove, place the horizontal beam into the limit grooves of adjacent adjustable supports, and fix the horizontal beam and the limit piece with a pin and a washer, so as to connect the tops of all vertical poles horizontally, eliminate the cantilever end and form a whole. When the upper concrete reaches a certain strength, use a small hammer to knock off the washer and remove the pin, then the horizontal beam can be disassembled in advance.

[0016] After connecting the beams in the X and Y directions through adjustable supports with pin holes, add horizontal constraints to the top of the traditional formwork support system to remove the cantilever end, so that the slenderness ratio of the overall vertical poles increases. When designing the formwork support plan, the step distance of the vertical poles can be increased, thereby reducing the arrangement of horizontal bars. For example, when designing the formwork support system for the standard floor bay, the formwork support height is 2.9 m, the vertical poles are made of Ф48×3.0 steel pipes, a bottom-sweeping bar is set at a height of 350 mm, and the top structure uses the adjustable support with pin holes of the present invention and the supporting square steel pipes for the beams in the X and Y directions. According to the specification for slenderness ratio checking and the vertical pole stability checking formula, the maximum step distance of the Ф48×3.0 steel pipe is 2085 mm, and only three horizontal bars need to be set in total. When the vertical pole model is Ф60×3.2 steel pipe, the maximum step distance is 2715 mm, and only two horizontal bars need to be set in total. Compared with the existing traditional support system, when the vertical poles are made of Ф48×3.0 steel pipes, the maximum step distance is only 1605 mm, and four horizontal bars need to be set in total.

[0017] The present invention adopts a telescopic main beam, so that the length of the main beam is adjustable. In the case of non-modular numbers, the length of the main beam can be set according to requirements; and each column in the X-axis can be adjusted in the same way, so that the overall support structure is still neat and unified. Description of the Drawings

[0018] Figure 1 is a schematic diagram of the support structure of Embodiment 1.

[0019] Figure 2 is a schematic diagram of the adjustable support and the beam.

[0020] Figure 3 is an enlarged view of the adjustable support.

[0021] Figure 4 is a schematic diagram of the structure of the support structure in Embodiment 2.

[0022] Figure 5 is Figure 4 a partial enlarged view of A in

[0023] Figure 6 is a schematic diagram of the main beam of the present invention.

[0024] Marked in the figure are: secondary beam 1, main beam 2, left section of main beam 21, middle section of main beam 22, right section of main beam 23, main beam pin hole 24, pin 25, independent latch 3, top support 4, vertical pole 5, horizontal pole 6, component 7, latch 8, pin hole 9, top 10, longitudinal connecting part 11, adjustable positioning ring buckle 12, buckle joint 13, transverse snap-fit groove 14, transition connecting part 15, base 16, connecting hole 17. DETAILED DESCRIPTION

[0025] Example 1

[0026] See also Figures 1 to 3 . The support structure of this embodiment includes two layers of horizontal rods 6 arranged horizontally and a number of vertical rods 5 arranged vertically, wherein the horizontal rods can be divided into mutually perpendicular X-axis rods and Y-axis rods, forming a mutually perpendicular three-axis system with the Z-axis of the vertical rods; at each intersecting node, the vertical rods and the horizontal rods are fixedly connected by a component 7; each vertical rod has a top support 4, which is connected to the top of the vertical rod through a longitudinal connecting portion 11 and an adjustable positioning ring buckle 12, and the head of the top support 4 is a top 10, and the top is a perforated round tray with four pin holes 9 thereon, and the four pin holes are divided into two groups and symmetrically distributed, and two opposite pin holes form a group and have the same shape. The component is a perforated round tray with the same top structure as the top support, which is fixedly connected to the vertical rod and is used to connect the horizontal rods of the same layer to ensure the stability between the vertical rods.

[0027] The top of the supporting structure is the main beam 2 of the X axis and the secondary beam 1 of the Y axis. The height of the main beam is greater than that of the secondary beam. The main beam 2 not only bears the upper load but also serves as a connecting member. The secondary beam 1 does not directly contact the upper load and only serves as a connecting rod. The main beam and the secondary beam have pins 8 at both ends, and their shapes and sizes match the pin holes 9 on the top support respectively; the beam and the top support are connected as a whole through the pins 8 and the pin holes 9. In this way, each top support is connected to the adjacent top support through the beam of the X axis or Y axis. The top support located at the edge or corner has only two or three adjacent top supports, so there are empty pin holes that are not connected to the beam. Independent pins 3 are inserted in these empty pin holes, so that the top support is subjected to uniform force when bearing the upper load.

[0028] In this embodiment, the support structure of the prefabricated composite slab includes a number of horizontally arranged horizontal bars and vertically arranged vertical bars. The horizontal bars include X-axis bars and Y-axis bars that are perpendicular to each other, and together with the vertical bars along the Z-axis, they form a three-axis system that is mutually perpendicular. At each intersecting node, the vertical bars and the horizontal bars are connected by a jack. Each vertical bar is equipped with a jack, and the jack is adjustably connected to the top of the vertical bar. Each jack is connected to an adjacent jack through a horizontal bar. The horizontal bars and the vertical bars are erected through the jacks to form a three-dimensional support structure for supporting the prefabricated composite slab. The jack can adjust the height on the vertical bar to ensure that the horizontal bars on the same layer are kept in the same horizontal plane, so as to ensure that the levelness and thickness consistency of the prefabricated composite slab manufactured under the entire support structure meet the standards.

[0029] Both the X-axis bar and the Y-axis bar are connected to the jack by bolts; or: both ends of the X-axis bar and the Y-axis bar have pins, and at least four pin holes are arranged symmetrically about the center at the top; both the X-axis bar and the Y-axis bar are connected to the jack through pins and pin holes. The top end of the vertical bar and the lower part of the jack are inserted and connected, and the lower part of the jack is threadedly connected to an adjustable snap ring sleeved on the top end of the vertical bar, and the fixation and height adjustment of the two are realized by rotation. For the jacks located at the edge of the support structure, independent pins are inserted into the unused pin holes that are not connected to the beam, so that the jacks are evenly stressed when bearing the upper load.

[0030] The jack includes a top and a longitudinal connecting part; the longitudinal connecting part is used to connect the vertical bars in the support structure; a number of pin holes are evenly arranged along the circumference of the top. The top end of the vertical bar and the top are inserted and connected, and the longitudinal connecting part is threadedly connected to the top. The top of the jack includes a top plate arranged in the pin hole and a connecting column arranged at the bottom of the top plate. The connecting column is inserted into the cavity at the top end of the vertical bar. The longitudinal connecting part includes an adjusting cylinder and lugs arranged on both sides of the adjusting cylinder. The adjusting cylinder and the connecting column are threadedly connected. By using the lugs to turn the adjusting cylinder, the connecting column can move up and down at the top end of the vertical bar, so as to ensure the height consistency of the nodes on the same layer.

[0031] The horizontal bar includes a main beam arranged along the X-axis and a secondary beam arranged along the Y-axis, and the height of the main beam is greater than that of the secondary beam. At the top of each vertical bar, a jack and a beam are provided. The beam in the X direction directly bears the upper load, and the load is transmitted to the entire support structure through connection with components such as the beam in the Y direction and the jack. In the present invention, by inserting and connecting the main and secondary beams with the jack, the cantilever end at the top of the vertical bar is eliminated, the slenderness ratio of the overall vertical bar is reduced, and thus the horizontal bar layer below the original main and secondary beams is merged with the main and secondary beams. Under the same load, the number of horizontal components used can be reduced, the construction space for workers can be increased, and the construction efficiency can be improved. Except for the main beam and the side beam, the remaining horizontal bars mainly play the role of connecting each node, assisting in bearing the force, and ensuring the stability of the entire support structure.

[0032] Embodiment 2

[0033] See Figure 4 , Figure 5 . Different from Embodiment 1, in this embodiment, buckle joints 13 are provided at both ends of the X-axis rod and the Y-axis rod. The buckle joint includes a double-layer positioning hoop distributed vertically. A transverse clamping groove 14 is provided between the double-layer positioning hoops. The transverse clamping groove is clamped and connected to a jack or a member. Both the double-layer positioning hoops include slots. The double-layer positioning hoops and the pin holes can be inserted and connected through independent pins. The buckle joint stably fixes the pin inserted into the pin hole from above and below through the double-layer positioning hoops provided in the transverse clamping groove, effectively improving the connection strength at the node of the three-axis system.

[0034] A transition connecting portion 15 is provided between the main beam and the buckle joint. The double-layer positioning hoop of the buckle joint is of a wedge-shaped structure. The width of one side of the buckle joint close to the transition connecting portion is the same as the width of the horizontal rod, and the buckle joint gradually narrows in the direction away from the transition connecting portion. The buckle joint effectively improves the connection strength of the connection node between the horizontal rods. The double-layer positioning hoop gradually narrows from the inside to the outside, making the independent pin inserted therein stably installed. The transition connecting portion is an arc strengthening portion, which is used to smoothly connect the main beam and the buckle joint, so that the main beam higher than the secondary beam is stably connected to the jack while bearing the main load, thereby obtaining the stability of the entire support structure.

[0035] In this embodiment, the buckle joint provided with a double-layer positioning hoop can fix the member and the jack in multiple layers. Since the insertion hole of the double-layer positioning hoop is of a wedge-shaped structure, and the independent pin matches the shape of the insertion hole, when the pin is inserted into the insertion hole, the pin is effectively fixed in the horizontal plane by the double-layer positioning hoops tightened on both sides, and the upper and lower layers of the positioning hoops vertically position the pin in a two-point-one-line manner to ensure that the pin passing through the pin hole does not loosen, further improving the installation stability of the support structure. In addition, in this application, a plurality of connection holes 17 are further provided between the pin holes at the top of the jack. When constructing a prefabricated composite slab with a relatively high height, since the length of the vertical rod is relatively large, in order to avoid the situation that the base may be bent at the root due to a large offset moment of the vertical rod, setting diagonal rods between the jacks / members distributed diagonally in the same layer can further increase the overall strength of the support structure. At this time, the connection holes can be used to install independent pins to fix the diagonal rods. Therefore, the connection holes provided at the top can improve the strength upper limit and versatility of the entire support structure. Except for the above records, other technical features in this embodiment are the same as those in Embodiment 1.

[0036] See Figure 6 . The main beam 2 in the above two embodiments is formed by sleeving a left section 21, a middle section 22, and a right section 23. The cross-section of the middle section is smaller than that of the left section and the right section, and its two ends can extend into the left section and the right section. A plurality of pin holes 24 are provided on the side walls of the left section 21, the middle section 22, and the right section 23. After the pin holes at the mutually sleeved parts are aligned, they are fixed by passing pins 25 through the pin holes 24.

[0037] The following is the design process of Example 1.

[0038] 1.1.1 Pole

[0039] The support frame of this scheme adopts the disk-type support system for optimization design. The maximum spacing of the basic disk-type formwork frame (Ф48×3.0 steel pipe) is 1200mm, and the maximum spacing of the heavy-duty disk-type formwork frame (Ф60×3.2) is 1500mm. The sweeping rod is set at a height of 250mm at the bottom, and the main beam, secondary beam and the top support of the vertical pole are semi-rigidly connected. The maximum cantilever end calculation length is 250mm. According to the standard slenderness ratio verification and the vertical pole stability verification formula, the maximum step distance of the Ф48×3.0 steel pipe is calculated to be 2085mm, and three horizontal poles need to be set as a whole. The maximum step distance of the Ф60×3.2 steel pipe is 2715mm, and only two horizontal poles are required. The vertical pole spacing is based on the main beam bending, shear and deflection verification formulas to obtain the maximum vertical pole spacing that can be satisfied by main beams of different sections and materials.

[0040] 1. Ø48×3.0 steel pipe slenderness ratio

[0041] l 01 =β H h+2ka=1×1500+2×0.6×250=1800mm

[0042] l0=β H ηh=1×1.05×1500=1575mm

[0043] λ=max[l 01 ,l0] / i=1800 / 15.9=113.208≤[λ]=150

[0044] 2. Stability of Ф48×3.0 steel pipe pole

[0045] According to the formula 5.3.1-2 of the Safety Technical Standard for Socket-type Disc-type Steel Pipe Scaffolding in Construction JGJ / T 231-2021, when considering wind loads, the variable load needs to consider the 0.9 combination coefficient:

[0046] Main beam verification

[0047] q1=γ0×[1.3×(G 1k +(G 2k +G 3k )×h1)+1.5×0.9×Q 1k ]×b=1×[1.3×(1.5+(24+1.1)×0.07)+1.5×0.9×2.5]×1.2=9.131kN / m

[0048] Design value of main beam deadweight g=γ0×γG ×g k = 1 × 1.3 × 0.028 = 0.037 kN / m

[0049] The design value of the load borne by the main beam q = q1 / 2 + g = 9.131 / 2 + 0.037 = 4.603 kN / m

[0050] Re - substituting into the calculation, we get:

[0051] R1 = 11.044 kN, R2 = 11.044 kN

[0052] The cantilever vertical rod section:

[0053] λ1 = l 01 / i = 1650.000 / 15.9 = 103.774

[0054] Looking up the table, φ = 0.566

[0055] Without considering the wind load:

[0056] N1 = Max[R1, R2] = Max[11.044, 11.044] = 11.044 kN

[0057] f = N1 / (ΦA) = 5501 / (0.566 × 424) = 45.840 N / mm 2 ≤[f] / γ R = 205 / 1 = 205 N / mm 2

[0058] Conclusion: Meets the requirements!

[0059] Considering the wind load:

[0060] M w = γ0 × γ Q φ c ω k ×l a ×h2 / 10 = 1 × 1.5 × 0.9 × 0.199 × 1.2 × 1.52 / 10 = 0.073 kN·m

[0061] N 1w = Max[R1,R2] + M w / l b = Max[11.044, 11.044] + 0.073 / 1.2 = 11.105 kN

[0062] f = N 1w / (φA) + M w / W = 11105 / (0.566 × 424) + 0.073 × 106 / 4490 = 62.420 N / mm2 ≤ [f] / γ R = 205 / 1 = 205 N / mm 2

[0063] Conclusion: Requirements are met!

[0064] Non - cantilever vertical rod section:

[0065] λ = l0 / i = 1575.000 / 15.9 = 99.057

[0066] From the table, φ1 = 0.595

[0067] Without considering wind load:

[0068] N = Max[R1, R2] + 1 × γ G × q × H = Max[5.501, 5.501] + 1 × 1.3 × 0.15 × 3 = 11.629 kN

[0069] f = N / (φ1A) = 6.086×10³ / (0.595×424) = 46.097 N / mm 2 ≤ [f] / γ R = 205 / 1 = 205 N / mm 2

[0070] Conclusion: Requirements are met!

[0071] Considering wind load:

[0072] M w = γ0 × γ Q φ c ω k × l a × h² / 10 = 1 × 1.5 × 0.9 × 0.199 × 1.2 × 1.5² / 10 = 0.073 kN·m

[0073] N w = Max[R1, R2] + 1 × γ G × q × H + M w / l b = Max[11.044, 11.044] + 1 × 1.3 × 0.15 × 3 + 0.073 / 1.2 = 11.690 kN

[0074] f = N w / (φ1A) + M w / W = 11.690×10³ / (0.595×424) + 0.073×10⁶ / 4490 = 62.484 N / mm 2 ≤ [f] / γ R = 205 / 1 = 205 N / mm2

[0075] Conclusion: Satisfied the requirements!

[0076] 3. Ф60×3.2 vertical pole slenderness ratio

[0077] l 01 =β H γhˊ+2ka=1×0.9×2565+2×0.6×250=2608.5mm

[0078] l0=β H ηh=1×1.05×2565=2693.25mm

[0079] λ=max[l 01 , l0] / i=2693.25 / 20.1=133.993≤[λ]=150

[0080] 4. Ф60×3.2 Pole Stability

[0081] According to the formula 5.3.1-2 of the Safety Technical Standard for Socket-type Disc-type Steel Pipe Scaffolding in Construction JGJ / T 231-2021, when considering wind loads, the variable load needs to consider the 0.9 combination coefficient:

[0082] Main beam verification

[0083] q 1＝ γ0×[1.3×(G 1k +(G 2k +G 3k )×h1)+1.5×0.9×Q 1k ]×b=1×[1.3×(1.5+(24+1.1)×0.07)+1.5×0.9×2.5]×1.2=9.131kN / m

[0084] Design value of main beam deadweight g=γ0×γ G ×g k =1×1.3×0.028=0.037kN / m

[0085] The design value of the load borne by the main beam is q = q 1 / 2 +g=9.131 / 2+0.037=4.603kN / m

[0086] Substituting it back into the calculation, we get:

[0087] R1=11.044kN,R2=11.044kN

[0088] Cantilever pole section:

[0089] λ1=l 01 / i = 1650.000 / 15.9 = 103.774

[0090] Looking up the table, φ = 0.566

[0091] Without considering wind load:

[0092] N1 = Max[R1, R2] = Max[11.044, 11.044] = 11.044 kN

[0093] f = N1 / (ΦA) = 5501 / (0.566 × 424) = 45.840 N / mm 2 ≤ [f] / γ R = 205 / 1 = 205 N / mm 2

[0094] Conclusion: Requirements are met!

[0095] Considering wind load:

[0096] M w = γ0 × γ Q φ c ω k × l a × h2 / 10 = 1 × 1.5 × 0.9 × 0.199 × 1.2 × 1.52 / 10 = 0.073 kN·m

[0097] N 1w = Max[R1, R2] + M w / l b = Max[11.044, 11.044] + 0.073 / 1.2 = 11.105 kN

[0098] f = N 1w / (φA) + M w / W = 11105 / (0.566 × 424) + 0.073 × 106 / 4490 = 62.420 N / mm 2 ≤ [f] / γ R = 205 / 1 = 205 N / mm 2

[0099] Conclusion: Requirements are met!

[0100] Non - cantilever vertical rod section:

[0101] λ = l0 / i = 1575.000 / 15.9 = 99.057

[0102] Looking up the table, φ1 = 0.595

[0103] Without considering wind load:

[0104] N = Max[R1, R2] + 1×γ G ×q×H = Max[5.501, 5.501] + 1×1.3×0.15×3 = 11.629 kN

[0105] f = N / (φ1A) = 6.086×10³ / (0.595×424) = 46.097 N / mm 2 ≤ [f] / γ R = 205 / 1 = 205 N / mm 2

[0106] Conclusion: Meets the requirements!

[0107] Considering wind load:

[0108] M w = γ0×γ Q φ c ω k ×l a ×h² / l0 = 1×1.5×0.9×0.199×1.2×1.5² / 10 = 0.073 kN·m

[0109] Nw = Max[R1, R2] + 1×γ G ×q×H + M w / l b = Max[11.044, 11.044] + 1×1.3×0.15×3 + 0.073 / 1.2 = 11.690 kN

[0110] f = N w / (φ1A) + M w / W = 11.690×10³ / (0.595×424) + 0.07×10⁶ / 4490 = 62.484 N / m

[0111] m 2 ≤ [f] / γ R = 205 / 1 = 205 N / mm 2

[0112] Conclusion: Meets the requirements!

[0113] Table 1.1 Design Parameter Table of Vertical Rod Step Distance

[0114]

[0115] According to the specification slenderness ratio verification and vertical pole stability verification formula as well as the modulus limit, it is deduced that the maximum step distance of Ф48×3.0 steel pipe is 2000mm, and a sweeping rod + two cross bars are required. The maximum step distance of Ф60×3.2 steel pipe is 2500mm, and only a sweeping rod + one cross bar is required. Compared with the traditional formwork system, the overall system is obviously simplified, the space is spacious, and materials are saved.

[0116] 1.1.2 Main beam

[0117] The specific design parameters of the main beam of the formwork frame are shown in Table 1.2. The vertical pole spacing is based on the main beam bending, shear and deflection verification formulas to obtain the maximum vertical pole spacing L1, L2, and L3 that can be satisfied by main beams of different cross-sections and materials. The minimum value of the three is taken as the maximum vertical pole spacing L for this support frame solution.

[0118] 1 Bending Calculation

[0119] σ=M max / W≤[f] / γ R =205N / mm 2

[0120] 2 Shear Calculation

[0121] Steel pipe: τ max =2V max / A=≤[τ] / γ R =125 / 1=125N / mm 2

[0122] Channel steel: τ max =V max / (8I z δ)[bh0 2 -(b-δ)h 2 ]≤[τ] / γ R =125 / 1=125N / mm 2

[0123] 3 Deflection Calculation

[0124] Span ν max ≤[ν]=L / 400

[0125] Table 1.2 Main beam force calculation parameters

[0126]

[0127]

Claims

1. A support structure for prefabricated composite slabs applicable to non-modular scenarios, comprising a number of horizontally arranged horizontal bars and vertically arranged vertical bars. Among them, the horizontal bars are set as the X-axis and Y-axis perpendicular to each other, forming a three-axis system perpendicular to each other with the Z-axis of the vertical bars; at each intersecting node, the vertical bars and horizontal bars are fixedly connected with components; each vertical bar is provided with a jack, and the jack is adjustably connected to the top of the vertical bar; each jack is connected to an adjacent jack through a beam on the X-axis or Y-axis; the horizontal bars include main beams arranged along the X-axis and secondary beams arranged along the Y-axis, and the height of the main beams is greater than that of the secondary beams; it is characterized in that: On each column of the X-axis, there is at least one telescopic main beam; the telescopic main beam is composed of a left section, a right section and a middle section, and the middle section is sleeved with the left section and / or the right section and is fixedly connected through pin holes and pins.

2. The support structure of the prefabricated composite slab applicable to the non-modular scenario according to claim 1, characterized in that: One of the middle section and the left section or the right section is integrated and sleeved with the other.

3. The supporting structure of the prefabricated composite slab applicable to the non-modular scenario according to claim 1, characterized in that: The middle section is sleeved with both the left section and the right section.

4. The support structure of the prefabricated composite slab applicable to non-modular scenarios according to claim 1, wherein: The top support includes a top and a longitudinal connecting part; the longitudinal connecting part is used to connect the vertical pole in the support structure; a number of pin holes are evenly arranged along the circumference of the top.

5. The support structure of the prefabricated composite slab applicable to non-modular scenarios according to any one of claims 1 to 4, characterized in that: Both the main beam and the secondary beam are connected to the top support by bolts.

6. The supporting structure of the prefabricated composite slab applicable to the non-modular scenario according to any one of claims 1 to 4, characterized in that: Both ends of the main beam and the secondary beam have pins, and at least four pin holes are arranged in a centrosymmetric distribution at the top; both the main beam and the secondary beam are connected to the top support through the pins and the pin holes.

7. The supporting structure of the prefabricated composite slab applicable to non-modular scenarios according to any one of claims 1 to 4, characterized in that: Both ends of the main beam and the secondary beam are provided with buckle joints, the buckle joints include double-layer positioning hoops distributed up and down, a transverse clamping groove is arranged between the double-layer positioning hoops, and the transverse clamping groove is clamped and connected to the top support or components; both the double-layer positioning hoops include slots, and the double-layer positioning hoops and the pin holes can be inserted and connected through pins.

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