An aseismatic structure system of light-weight ribbed thermal insulation wall with large opening

Abstract

The present application relates to the earthquake-resistant structure and equivalent design method of light-weight ribbed thermal insulation wall with door and window openings. A system combining special dense rib-edge frame structure around the opening with parameterized equivalent design is proposed: a closed dense rib frame composed of dense rib columns around the opening, thickened edge rib beams and local structural constraint zones at the corners of the opening is set around the opening, and shear transfer rib bands are set above and below the opening; on the basis of the original bearing capacity reduction coefficient and effective stiffness reduction coefficient of the wall without openings, the opening bearing capacity reduction coefficient and the opening effective stiffness reduction coefficient are established; and the conversion rules and engineering calculation steps for equivalent of light-weight ribbed thermal insulation wall with openings to a number of short-leg shear walls + coupling beam system are given. The present application can explicitly reflect the influence of opening position and reinforcement measures on the seismic performance of the wall, simplify the design while ensuring safety, and is suitable for rural houses and prefabricated buildings with numerous openings.

Description

Technical Field

[0001] This invention relates to the field of building structural engineering, and in particular to a seismic structural system of a lightweight ribbed insulated wall with large openings and its equivalent design method. Specifically, it is applicable to the seismic design of rural houses and prefabricated buildings where lightweight ribbed insulated walls are used as load-bearing or enclosure components and have door and window openings. Background Technology

[0002] With the development of prefabricated and green energy-saving buildings, lightweight insulated wall panels, ribbed wall panels, and various composite insulated wall systems are widely used in rural residences and small to medium-sized high-rise buildings. Their advantages include light weight, good thermal and sound insulation performance, and a high degree of industrialization in construction. For example, existing technologies have proposed solutions such as lightweight ribbed spliced ​​wall panels and two-way ribbed modular walls, which improve the load-bearing capacity and overall stiffness of the wall panels by setting two-way or one-way ribs inside the panels. Meanwhile, various standards for sandwich insulated lightweight wall panels also set general requirements for their mechanical properties and construction.

[0003] On the other hand, current concrete structure design codes and prefabricated shear wall structure design codes provide regulations on the overall analysis methods for cast-in-place or precast shear walls under seismic loading, the values ​​of stiffness reduction factors, and the construction requirements for general opening shear walls. However, these regulations mainly target solid reinforced concrete shear walls or steel-concrete composite shear walls, and do not provide specific opening design methods for thin-walled, sandwich, or rib-plate composite load-bearing systems such as lightweight ribbed insulated walls. Codes often use uniform stiffness reduction factors or periodic reduction methods to consider the influence of infill walls and non-load-bearing lightweight wall panels on structural stiffness, but these methods are insufficient to reflect the comprehensive impact of large openings, eccentric opening locations, and local reinforcement measures on the load-bearing performance of such lightweight ribbed insulated walls.

[0004] For shear walls with openings, existing research and engineering practices mainly focus on ordinary reinforced concrete or concrete composite wall panels. This is achieved by installing hidden beams, columns, or frame components around the opening to improve the bending and eccentric compression performance of the wall. These techniques are generally based on the stress theory of solid shear walls, and the equivalent stiffness and bearing capacity reduction models typically only use the opening area ratio as the main parameter. They do not fully consider the combined stress characteristics of the rib beam-panel-insulation layer within lightweight ribbed insulated walls, and lack a parameterized model that is consistent with the original reduction system of lightweight ribbed insulated walls.

[0005] In practical engineering, rural houses and prefabricated houses often have numerous door and window openings in their exterior and interior load-bearing walls, which are large in size and irregularly arranged. For new structural systems using lightweight ribbed insulated walls, engineers often adopt the following compromises: either ignoring the impact of openings on load-bearing performance and simplifying the wall with openings as if it were a wall without openings or with all openings; or directly applying the calculation models and construction requirements for ordinary reinforced concrete shear walls with openings. Both approaches have significant shortcomings: the former may overestimate the wall's load-bearing capacity and stiffness, leading to insufficient seismic safety reserves; the latter ignores the unique rib-plate stress distribution, sandwich insulation layer, and thin-wall effect of lightweight ribbed insulated walls, and the calculations and construction are overly complex, hindering their widespread application in grassroots design units and rural housing.

[0006] Therefore, existing technologies lack a complete technical solution that simultaneously addresses the specific combination of "lightweight ribbed insulated walls + door and window openings": at the structural level, it proposes a targeted seismic structural system with dense ribs around the openings and shear transfer ribs; at the computational level, it uniformly corrects the original reduction model of lightweight ribbed insulated walls through opening area ratio, opening layout coefficient, and opening edge reinforcement coefficient; and it provides an equivalent short-limb shear wall + coupling beam design method compatible with overall structural analysis software. The lack of such a systematic technology restricts the widespread application of lightweight ribbed insulated walls with large openings in rural residences and prefabricated buildings with numerous openings and high seismic resistance requirements. These are precisely the technical problems that this invention aims to solve. Summary of the Invention

[0007] This invention addresses the following problems existing in lightweight ribbed insulated walls when large openings such as doors and windows are incorporated: Existing design methods are mostly based on non-perforated or regular wall panels, failing to systematically consider the weakening effect of openings on the load-bearing capacity and stiffness of lightweight ribbed insulated walls, easily leading to overestimation of seismic performance; existing theories of perforated shear walls are mainly applicable to solid reinforced concrete shear walls, making it difficult to directly reflect the combined stress characteristics of the "panel-rib beam-insulation layer" in lightweight ribbed insulated walls, resulting in mismatched calculation models; the lack of an equivalent design method for perforated lightweight ribbed insulated walls that is compatible with overall structural analysis software and easy for grassroots designers to use hinders its promotion in rural residences and prefabricated buildings with numerous openings.

[0008] The purpose of this invention is to propose a special seismic-resistant structural system for "lightweight ribbed insulated walls + large openings", and to construct a bearing capacity and stiffness reduction model with opening area ratio, layout coefficient and reinforcement coefficient as core parameters. Furthermore, it provides an equivalent short-limb shear wall + coupling beam design method that can be directly called in structural analysis software, thereby improving the safety of this type of wall under seismic action and the engineering applicability of the design.

[0009] To achieve the above objectives, the technical solution proposed by this invention is summarized as follows (in conjunction with...). Figures 1-4 (The illustrated embodiment will be described below)

[0010] 1. Earthquake-resistant structural system with lightweight ribbed insulated walls with large openings

[0011] like Figure 1 , Figure 2 As shown, the lightweight ribbed insulated wall is referred to as the wall as a whole. From both side panels Internal vertical ribs Horizontal ribs and sandwich insulation layer Composition, with door and window openings set in the walls. .like Figure 3 As shown, at the door and window openings A closed, reinforced rib frame is set around the perimeter, including: reinforced vertical ribs arranged along the vertical edge of the opening. Thickened side ribs arranged along the horizontal edge of the opening. Local structural constraint zones were set at the four corners of the tunnel. Additional vertical reinforcing bars are provided. and horizontal shear reinforcement Additional vertical reinforcement The tunnel is high enough to anchor shear transfer ribs above and below the tunnel entrance. Inside.

[0012] Shear transfer ribs are continuously installed along the length of the wall above and / or below the opening. Shear force transfer ribs With adjacent horizontal ribs and encrypted vertical ribs The wall is cast as a whole or reliably connected through connectors, and a reliable shear force and bending moment transmission path is formed between the upper and lower wall sections of the opening through the construction of dense stirrups and necessary diagonal shear reinforcement.

[0013] When the opening area is large or the number of openings is large, a frame structural column or hidden column can be added outside the closed and reinforced rib frame. With encrypted vertical ribs Thickened side ribs Working together, they improve the overall stiffness and ductility of the opening area.

[0014] 2. Load-bearing capacity and stiffness reduction model of lightweight ribbed insulated wall with openings

[0015] This invention relates to the reduction factor of the original load-bearing capacity of a non-perforated lightweight ribbed insulated wall. and effective stiffness reduction factor Based on this, three parameters are introduced to characterize the opening and reinforcement measures: opening area ratio. The ratio of the total area of ​​the opening to the gross area of ​​the wall; the opening layout coefficient. This comprehensively characterizes the relative position, eccentricity, and whether the opening weakens the main lateral force resisting path of the wall along its length and height; the reinforcement coefficient at the opening edge. Based on the closed and reinforced rib frame, shear transfer ribs, and frame structural columns The degree of reinforcement, strength grade, and reinforcement level of the reinforcement measures are determined.

[0016] Based on the above parameters, this invention establishes: , ,in , Calibration is performed through a limited number of full-scale tests and / or numerical analyses to ensure that the reduction in wall bearing capacity and stiffness is reasonably reflected under different opening areas, locations, and reinforcement configurations, and compared with walls without openings. , The system remains consistent.

[0017] 3. Equivalent design method compatible with structural overall design software

[0018] like Figure 4 As shown, this invention equates a lightweight ribbed insulated wall with large openings to "several short-limb shear wall units". + Connecting beam The force-bearing system is based on vertical ribs. and its adjacent panels Based on the division of short-limb shear wall units When the ribs are cut at the opening, the effective height and cross-section of the corresponding short limbs are adjusted according to the weakening effect; shear transfer ribs above and below the opening. and the horizontal ribs connecting adjacent ribs Equivalent to a connecting beam For each short-limb shear wall unit ,according to , Reduce its axial compressive bearing capacity, shear bearing capacity, and flexural stiffness; for coupling beams According to the shear force transfer ribs The cross-sectional dimensions, reinforcement, and stiffness of the wall sections acting together with the upper and lower sections are used to determine its equivalent stiffness and bearing capacity.

[0019] In structural analysis software, designers directly model the structure according to the equivalent model described above, using equivalent short-limb shear wall elements. He Lianliang This invention replaces the original complex three-dimensional wall model, achieving a calculation process consistent with conventional shear wall structures. For engineering designs that do not use finite element software, this invention can provide a calculation method based on... , , Graded , Recommended value tables and simplified calculation steps enable rapid engineering design.

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

[0021] 1. Highly targeted

[0022] This invention is specifically designed for the combination of "lightweight ribbed insulated wall + large opening". It does not simply apply the theory of opening in ordinary solid shear walls, but combines the combined stress characteristics of the internal rib beam-panel-insulation layer of the wall to propose a closed and dense rib frame, shear transfer ribs, and necessary frame structural columns. The complete set of seismic-resistant structural systems significantly improves the continuity and ductility of the force path in the tunnel entrance area.

[0023] 2. The reduction model is uniform and adjustable.

[0024] By introducing the ratio of the opening area , Portal layout coefficient , tunnel edge reinforcement coefficient The impact of openings on load-bearing capacity and stiffness will be uniformly incorporated. , Within this system, consistency with the theoretical framework of hole-free walls is maintained, while also allowing for flexible calibration through experiments and numerical analysis. , This facilitates secondary development for different regions and products.

[0025] 3. Easy to integrate with existing design processes

[0026] Short-limb shear wall unit + Connecting beam The equivalent modeling method allows engineers to directly treat the wall of this invention as a special shear wall system for overall calculation within the existing structural analysis software environment, without changing the existing calculation process.

[0027] 4. It has good applicability and is easy to promote.

[0028] For grassroots design units and engineers who do not use finite element software, this invention provides a method... , , The recommended values ​​for the graded reduction factors and the simplified calculation steps allow for design completion through table lookup and simple calculations, lowering the application threshold of lightweight ribbed insulated walls in numerous rural houses and prefabricated buildings in Dongkou. Attached Figure Description

[0029] To more clearly illustrate the technical solution of the present invention, the embodiments of the present invention will be further described below with reference to the accompanying drawings. The accompanying drawings are for illustrative purposes only and do not limit the scope of protection of the present invention.

[0030] Figure 1 This is a schematic diagram of the facade structure of the lightweight ribbed insulated wall with large openings of the present invention.

[0031] Figure 2 This is a schematic diagram of the cross-sectional structure of the lightweight ribbed insulated wall with large openings of the present invention along the wall thickness direction.

[0032] Figure 3 This is a schematic diagram of the closed and reinforced rib frame and shear transfer rib strip around the door and window openings of the present invention;

[0033] Figure 4 This is a schematic diagram of the calculation model of the lightweight ribbed insulated wall with large openings of the present invention, which is equivalent to a short-limb shear wall + coupling beam system.

[0034] Figure 5 This is a schematic diagram illustrating the selection of bearing capacity and stiffness reduction coefficients and equivalent design process based on the opening parameters of this invention.

[0035] Explanation of reference numerals in the attached figures

[0036] Figure 1 Schematic diagram of the facade structure of a lightweight ribbed insulated wall with large openings: — Lightweight ribbed insulated wall panel; — Wall panel (outer or inner panel); — Vertical ribs; — Horizontal ribs; — Sandwich insulation layer; — Door and window openings; — Encrypted vertical ribs (vertical ribs at the edge of the hole); — Thickened edge ribs (horizontal ribs at the edges of openings); — Local structural constraint area at the corner of the hole (illustrated area); — Shear transfer ribs (arranged above and / or below the opening); — Border construction columns or hidden columns (optional components).

[0037] Figure 2 Schematic diagram of the cross-sectional structure along the wall thickness: — Lightweight ribbed insulated wall panel; — Wall panels; — Vertical ribs (the connection between the ribs and the panel is visible in the cross-section); — Horizontal ribs; — Sandwich insulation layer (placed between the two side panels); — Shear transfer ribs (showing their height and reinforcement zone in the section); — Frame structural columns or concealed columns (connected integrally with the panel and rib beams along the wall thickness direction).

[0038] Figure 3 Schematic diagram of the closed and reinforced rib frame and shear transfer ribs around the door and window openings: — Wall panels; — Vertical ribs; — Horizontal ribs; — Door and window openings; — Encrypted vertical ribs; —Thickened edge ribs; — Local structural constraint area at the corner of the hole; — Shear force transfer ribs; — Border construction columns or hidden columns; — Additional vertical reinforcement (set in the corner confinement zone and anchored into the shear transfer rib); — Horizontal shear reinforcement (set in the corner confinement zone and shear transfer rib).

[0039] Figure 4 Schematic diagram of the calculation model of the equivalent short-limb shear wall + coupling beam system: — The projected outline of the original lightweight ribbed insulated wall in the plane; — Projection of the location of door and window openings; — Equivalent coupling beam (corresponding to shear transfer rib) and related horizontal ribs ); — Equivalent short-limb shear wall unit (divided according to vertical rib spacing and opening weakening);

[0040] Figure 5 Schematic diagram of reduction factor selection and equivalent design process: — Input parameter module (wall geometry, material properties, opening size and location); — Entrance parameter calculation module (calculation) , , ); — Reduction factor lookup table or calculation module (to obtain) , ); — Equivalent model building module (generating short-limb shear wall elements) With Lian Liang (equivalent cross section and stiffness); — Overall structural analysis module (completes seismic action analysis in structural design software); — Component design and verification module (design or verify shear wall units and coupling beams based on analysis results).

[0041] The reference numerals in the above figures are only used to illustrate the embodiments of the present invention. In actual engineering, without departing from the spirit of the present invention, the specific dimensions, quantity and arrangement of the above components can be adjusted and optimized according to engineering needs, and all should fall within the protection scope of the present invention. Detailed Implementation

[0042] The preferred embodiments of the present invention will now be described in detail with reference to the accompanying drawings. It should be understood that the following embodiments are for illustrative purposes only and are not intended to limit the scope of protection of the present invention. Without departing from the spirit and essence of the present invention, those skilled in the art can make various equivalent modifications or substitutions to the technical solutions in the embodiments, all of which should fall within the scope of protection of the present invention.

[0043] For ease of explanation, the aforementioned reference numerals will continue to be used below: — Lightweight ribbed insulated wall panel; — Wall panels; — Vertical ribs; — Horizontal ribs; — Sandwich insulation layer; — Door and window openings; — Encrypted vertical ribs; — Thickened edge ribs; — Local structural constraint area at the corner of the hole; — Shear force transfer ribs; —Framed structural columns or hidden columns; — Equivalent coupling beam; — Equivalent short-limb shear wall element; — Add vertical reinforcement; — Horizontal shear reinforcement; ~ — Design process modules, etc.

[0044] Example 1: Basic earthquake-resistant structure of a lightweight ribbed insulated wall with large openings

[0045] This embodiment corresponds to Figures 1-3 The focus is on explaining the basic form and recommended size range of the earthquake-resistant structural system of this invention.

[0046] 1. Basic Wall Structure

[0047] like Figure 1 and Figure 2 As shown, the lightweight ribbed insulated wall is referred to as the wall as a whole. Along the wall thickness direction from the outside to the inside, it includes:

[0048] exterior wall panels Precast or cast-in-place thin-walled concrete slabs with a thickness of 40–80 mm are preferred.

[0049] Internal vertical ribs The preferred rib width is 80-150 mm, the rib thickness is the same as or slightly larger than the panel thickness, and the net distance between ribs is 300-600 mm.

[0050] Internal horizontal ribs The preferred rib height is 80–150 mm, and 1–3 ribs can be arranged along the floor height direction, in conjunction with the vertical rib beams. Intersecting to form a grid;

[0051] Sandwich insulation layer : Located on both side panels In between, polystyrene board, rock wool board or inorganic thermal insulation mortar are preferred, with a thickness of 60-150 mm;

[0052] Inner wall panel : The structure is the same as or similar to that of the outer panel.

[0053] The thickness of the entire wall is preferably 160–300 mm, and more preferably 180–240 mm. The wall height is set according to the floor height, such as 2.8–3.6 m, and the wall length can be 2.0–6.0 m according to the building plan.

[0054] Regarding materials, the preferred concrete strength grade for the panels and ribs is C25–C40, and the preferred steel reinforcement is HRB400 grade ribbed steel bars and HPB300 grade plain round steel bars; the insulation layer… Its thermal conductivity meets the local energy-saving standards.

[0055] 2. Door and window openings and closed, reinforced rib frames

[0056] like Figure 1 and Figure 3 As shown, on the wall Pre-reserved or post-opening door and window openings Taking a single-span exterior wall as an example, assuming a wall length of 3.6 m and a floor height of 3.0 m, doorways or windows are arranged in the middle or off-center position of the wall: doorway dimensions can be 0.9–1.2 m wide and 2.0–2.3 m high; windowway dimensions can be 1.2–1.8 m wide and 1.2–1.5 m high; the area ratio of the openings in a single wall section is... It is generally controlled within the range of 0.05 to 0.30.

[0057] To compensate for the weakened load-bearing capacity and stiffness of the opening, this invention provides a closed, reinforced rib frame around the opening, including reinforced vertical ribs. Thickened side ribs and the local structural constraint area of ​​the hole corner .

[0058] 1) Encrypted vertical ribs

[0059] like Figure 3 As shown, the reinforced vertical ribs are continuously arranged along the vertical edge of the opening, and their cross-sectional dimensions and reinforcement are determined according to the following principles: the cross-sectional width is preferably not less than that of the adjacent ordinary vertical rib beam. The reinforcement ratio should be 1.2 times that of ordinary vertical rib beams, and can be 120-200 mm; the longitudinal reinforcing bars should preferably be no less than 4Φ12, preferably 4Φ14-4Φ16, and the reinforcement ratio should not be less than that of ordinary vertical rib beams. The stirrups should be Φ8 or Φ10 closed stirrups, with a spacing of no more than 100 mm within 0.5 m above and below the opening, and no more than 150 mm in other areas; the vertical ribs should be reinforced. The upper end is anchored into the floor slab or ring beam above, and is connected to the shear transfer rib. The entire process is poured together to form a reliable force transmission path.

[0060] 2) Thickened side ribs

[0061] Thickened side ribs shall be installed along the top and bottom edges of the openings, and, if necessary, along the top elevation of doors and windows. The preferred cross-sectional height is that of a standard horizontal ribbed beam in the same layer. The cross-sectional width is 1.2 to 1.5 times that of the vertical ribs. For example, if the height of a standard rib is 120 mm, then the height of the side ribs can be 150 to 180 mm; the cross-sectional width is the same as that of the vertical ribs. Or densify vertical ribs Alignment is preferred, with a spacing of 120–200 mm; reinforcement is considered as for coupling beams, generally using 2–4 longitudinal steel bars of Φ12–Φ16, arranged symmetrically vertically, with Φ8 or Φ10 stirrups at a spacing not exceeding 100–150 mm; thickened edge rib beams. At the end, with encrypted vertical ribs It can be lapped or cast as a whole to form a closed frame in the plane.

[0062] 3) Local structural constraint area at the corner of the hole

[0063] like Figure 3 As shown, at the door and window openings Local structural constraint areas are set at the four corners. The area can be defined as a rectangular region centered on the corner of the opening, extending 0.3 to 0.6 meters horizontally and vertically. Within this region, the following structural measures will be taken: additional vertical reinforcement bars will be installed. Lay along the vertical side of the tunnel entrance and run through the tunnel height, with shear transfer ribs anchored at the top and bottom. and adjacent vertical ribs Or densify vertical ribs In the middle section, the preferred diameter is Φ10~Φ14, with no less than 2 bars on each side; horizontal shear reinforcement bars are arranged. Horizontal short bars and necessary diagonal reinforcements are arranged in the corner area, in conjunction with the side rib beams. The stirrups together form a local confinement, improving the shear and crack resistance of the corner; the corner concrete can be made of fine aggregate concrete or with enhanced vibration to reduce honeycomb and pitting and ensure reliable anchorage of the additional reinforcement.

[0064] By using the aforementioned closed and reinforced rib frame, a local "frame-wall" system is formed on the upper, lower, left, and right wall sections of the opening, thereby improving the shear and bending bearing capacity and ductility near the opening.

[0065] 3. Shear force transfer ribs

[0066] like Figures 1-3 As shown, at the door and window openings Shear transfer ribs are installed above and / or below the wall along its length. Its main function is to effectively transfer the shear force, bending moment and axial force of the wall sections above and below the opening to the wall members on both sides.

[0067] Shear force transfer rib The preferred structure is as follows:

[0068] Location: Opposite the doorway, shear transfer rib It should be installed at least above the opening, 0-200 mm from the top of the opening; if possible, it can be installed in conjunction with the ground beam or foundation beam below the doorway; for high window openings, shear transfer ribs can be installed at the lower edge of the window to ensure the integrity of the wall section below the window.

[0069] Cross-sectional dimensions: The width along the wall thickness direction is consistent with the wall thickness, or consistent with the horizontal rib beam. Consistent; the section height is preferably not less than that of a typical horizontal rib beam. It is 1.2 times that of the standard, and is generally taken as 150-250 mm.

[0070] Reinforcement details: Longitudinal reinforcing bars should preferably be 4-6 Φ12-Φ20, designed as coupling beams; stirrups should be Φ8-Φ10, with a spacing of no more than 100 mm within 0.5 m on both sides of the opening, and appropriately relaxed to 150 mm in areas far from the opening; in high seismic intensity areas, shear transfer ribs can be used. Add 45° diagonal shear reinforcement or use a denser stirrup zone to enhance shear bearing capacity.

[0071] Anchoring and Connection: Shear Transfer Ribs Both ends are anchored into the intact wall segments on both sides, with an anchorage length of not less than 0.4 to 0.5 m, or anchored to the second vertical rib. The location should be consistent with the thickened edge ribs. Encrypted vertical ribs and adjacent horizontal ribs It can be cast as a whole or reliably connected by steel connectors.

[0072] 4. Border structural columns or concealed columns

[0073] When the opening area is large (e.g.) When there are many openings in the same wall section, such as Figure 1 and Figure 3 As shown, a frame structural column or hidden column can be added to the outside of the closed encrypted rib frame. The principles for its placement include: it is typically positioned along the wall edge or opening edge, in conjunction with the reinforced vertical ribs. and vertical ribs Alignment; cross-sectional dimensions can be 200×200 mm or 200×250 mm, concrete strength grade not lower than that of the wall concrete; the number of longitudinal reinforcing bars is not less than 4, diameter Φ16~Φ20, and the stirrup ratio is higher than that of the internal rib beams of the wall; in areas where seismic action is significant, the frame structural columns... The stirrups can be reinforced according to the requirements for seismic structural columns.

[0074] Construct columns or hidden columns using borders. The design further enhances the overall lateral stiffness and energy dissipation capacity of the open wall section.

[0075] Example 2: Calculation method for bearing capacity and stiffness reduction factor

[0076] This embodiment corresponds to Figure 5 The focus is on explaining how to calculate the load-bearing capacity reduction factor for a lightweight ribbed insulated wall with openings based on the opening parameters. and effective stiffness reduction factor .

[0077] 1. Calculation of opening parameters (corresponding modules 16 and 17)

[0078] like Figure 5 As shown, first in the input parameter module Input the wall geometry and material parameters, including the wall height. ,length ,thickness The geometric dimensions and location of the opening, the strength grade of the material, etc.

[0079] 1) The ratio of the opening area to the total area

[0080] Let the gross area of ​​the wall be... Total area of ​​the tunnel entrance Given the sum of the areas of all door and window openings, then Preferably, The value ranges from 0 to 0.35, with 0.05 to 0.25 being common in engineering applications.

[0081] 2) Portal layout coefficient

[0082] Portal layout coefficient To comprehensively characterize the eccentricity of the opening along both the wall height and wall length directions, this embodiment preferably determines it according to the following steps: Calculate the eccentricity of the opening's center of gravity along the wall length direction. ,in Let be the horizontal distance from the center of gravity of the opening to the left end of the wall; calculate the eccentricity of the center of gravity of the opening in the direction of wall height. ,in This is the vertical distance from the center of gravity of the opening to the bottom of the wall; based on engineering experience, the preferred definition is... ,in , This is the weighting coefficient, typically ranging from 0.3 to 0.7; in this embodiment, it can be set to... , When the opening is located near the geometric center of the wall, Smaller Approximately 1; when the opening is biased towards the wall edge or the top and bottom edges, A corresponding increase indicates an increase in the degree of disadvantage.

[0083] 3) Reinforcement coefficient of the tunnel edge

[0084] reinforcement coefficient of the tunnel edge Reflecting closed, densely packed ribs and shear transfer ribs With the frame construction column The overall level of reinforcement measures can be determined using a grading method, for example:

[0085] Basic configuration level (Level I): Only thickened edge ribs that meet minimum structural requirements are provided. and encrypted vertical ribs Non-continuous shear transfer ribs Or the reinforcement is weak, corresponding ;

[0086] Standard configuration level (Level II): Closed reinforced rib frame and shear transfer rib strip All structural columns are constructed according to the dimensions and reinforcement specifications recommended in this invention, without frame. ,correspond ;

[0087] Enhanced Configuration Level (Level III): Adds border structural columns or hidden columns to the Level II configuration. and shear force transfer ribs Reinforcement enhancement, corresponding .

[0088] The above parameters are in the tunnel entrance parameter calculation module. The calculation can be done automatically or manually.

[0089] 2. Functional form of the reduction coefficient (corresponding to module 18)

[0090] In obtaining , , Then, look up the reduction factor in the table or calculate the reduction factor module. It is determined in the middle: , ,in , The basic reduction factor is obtained through experiments or theoretical analysis for the same type of non-perforated lightweight ribbed insulated wall. , This is the function to be calibrated.

[0091] Preferably, one of the following engineering function forms can be adopted:

[0092] 1) Linear-piecewise functions

[0093]

[0094]

[0095] in The area and arrangement of the openings should be controlled to minimize their weakening effect on bearing capacity and stiffness, preferably within the range of 0.5 to 1.5. Control the compensation effect of reinforcement measures; when the calculation results exceed a reasonable range, segmented restrictions can be implemented, such as... , .

[0096] 2) The lookup-and-interpolation method establishes a table in advance through a limited number of experiments or numerical analyses. , , The reduction factor table in the three-dimensional parameter space is determined in engineering practice by looking up the nearest table or interpolating the parameters. , This makes it suitable for lightweight ribbed insulation wall products with different structural forms.

[0097] This invention is not limited , Any specific function form that can reasonably reflect the influence of the opening area, location, and reinforcement measures on the bearing capacity and stiffness through experiments or numerical analysis can be considered to fall within the scope of this invention.

[0098] 3. Numerical Examples

[0099] Taking an exterior wall as an example: wall length m, wall height m, wall thickness mm. A rectangular window opening is located in the middle of the wall. The opening is 1.5 m wide and 1.5 m high, with its center located near the geometric center of the wall along both its length and height. It is equipped with a closed, reinforced rib frame and shear transfer ribs arranged according to standard configuration level (Class II). .

[0100] 1) Calculate the area ratio of the opening:

[0101]

[0102] 2) Entrance layout coefficient:

[0103] The opening is located at the geometric center. ,but .

[0104] 3) Reinforcement coefficient of the tunnel edge:

[0105] The invention provides a closed, reinforced rib frame and a single-track shear transfer rib according to the standard configuration. Construction columns without extra borders ,therefore .

[0106] 4) Reduction factor:

[0107] Assuming it is obtained through hole-free wall tests or code analysis , Using illustrative parameters , , , Then we have: , , , In subsequent equivalent design, i.e., according to , The load-bearing capacity and stiffness of the wall are reduced.

[0108] Example 3: Overall Design Method of Equivalent Short-Limb Shear Wall + Coupling Beam

[0109] This embodiment corresponds to Figure 4 , Figure 5 This explains how to equate a lightweight ribbed insulated wall with large openings to a "short-limb shear wall + coupling beam" system in structural design software or simplified calculations.

[0110] 1. Establishment of the equivalent model (corresponding to module 19) Figure 4 )

[0111] like Figure 4 As shown, the actual wall Project it onto the plane, and align it with the vertical ribs. Horizontal ribs Shear force transfer ribs Perform equivalent simplification.

[0112] 1) Equivalent short-limb shear wall unit

[0113] With two adjacent vertical ribs The net distance between centerlines is considered as a short-limb shear wall unit. The equivalent width; the equivalent height is the floor height minus the floor slab or beam height, if the opening cuts off the vertical rib beam. The effective height of the short limb is the height of the portion not cut off by the opening; the equivalent thickness is considered based on the wall thickness, or based on the panel thickness. With ribs The combined section conversion; the axial compression bearing capacity, flexural bearing capacity and shear bearing capacity of this short limb are all multiplied by the section resistance capacity of the basically non-perforated wall. Reduction, stiffness according to Reduction.

[0114] 2) Equivalent Coupling Beam

[0115] Corresponding shear force transfer rib and the thickened side ribs near the opening In the structural analysis model, coupling beams are set. Components; Coupling beam stiffness according to shear force transfer ribs The cross-sectional dimensions, reinforcement, and upper and lower short limb shear wall units The stiffness is determined by both factors, and an equivalent rectangular section can be used for conversion; if shear transfer ribs are provided above and below the opening. Two connecting beams, one above the other, can be set in the model at the same time. .

[0116] 3) Border structural columns Equivalent treatment

[0117] When setting border structural columns or hidden columns In this case, it can be considered as an edge member or frame column in the model, in conjunction with short-limb shear wall elements. They share the seismic load; for situations where software makes it inconvenient to model them individually, the edge short-limb shear wall elements can be enlarged. The equivalent stiffness and bearing capacity are used to reflect the structural columns of the frame. . contributions.

[0118] 2. Design Steps (corresponding to modules 16-21)

[0119] The entire design process can be followed Figure 5 The process shown is as follows:

[0120] 1) S1: Parameter Input (Module 16) Input the wall geometry, material strength, opening size and location, and select or calculate the wall without openings. , .

[0121] 2) S2: Calculation of opening parameters and reduction coefficients (Modules 17 and 18) Calculated according to the method in Example 2. , , And obtain it through functions or table lookups. , And thus obtain , .

[0122] 3) S3: Equivalent Model Establishment (Module 19) In the structural analysis software, the wall with holes is... Equivalent to several short-limb shear wall units With Lian Liang According to vertical ribs The spacing is used to divide the wall segments and determine each short-limb shear wall unit. Equivalent cross-sectional dimensions; connecting beams are installed according to the opening layout. Location and section parameters; reduce the stiffness and bearing capacity of the short-limb shear wall to and Corresponding value.

[0123] 4) S4: Overall Analysis (Module 20) adopts the overall structural analysis module. Seismic and vertical load analyses were performed on the entire structure, including the wall of this invention, to obtain the values ​​of each short-limb shear wall unit. With Lian Liang The internal forces and deformations.

[0124] 5) S5: Component Design and Verification (Module 21) Based on the analysis results, design and verify the short-limb shear wall units according to the current seismic design code. With Lian Liang The cross-sectional bearing capacity, crack width, and deformation should be checked or reinforcement design should be performed.

[0125] If the load-bearing capacity is insufficient, it can be addressed by increasing the concrete strength grade, increasing the wall thickness, increasing the reinforcement of vertical ribs, or increasing the reinforcement level. Adjustments will be made in the following ways;

[0126] If the stiffness is insufficient or the inter-story displacement exceeds the limit, shear transfer ribs can be added. Add border structural columns Alternatively, optimizing the floor plan layout can improve overall rigidity.

[0127] Example 4: Simplified Engineering Design Without Using Finite Element Software

[0128] For grassroots design units that lack the resources for complex software analysis, this invention provides an engineering simplification method based on a reduction coefficient lookup table.

[0129] 1. According to the ratio of the opening area Classification

[0130] Grade A: Grade B: Grade C: Grade D: It shall only be used after being specifically reviewed.

[0131] 2. According to the opening layout coefficient partition

[0132] P1 area: The entrance is basically in the center; P2 area: Moderate eccentricity; P3 area: Severely eccentric or the opening is close to the wall end or corner.

[0133] 3. According to the reinforcement coefficient of the tunnel edge Classification

[0134] R1 gear: Basic configuration; R2 level: Standard configuration; R3 trim: Enhance configuration.

[0135] Through three-dimensional hierarchical classification, each step can be specified in advance in the design manual. Combination corresponding , Recommended values ​​table. During engineering design, follow these steps: determine the values ​​based on the building's floor plan and elevation layout. Location level and zone, and the proposed reinforcement level. Look up the corresponding level in the table. , Value; calculate the internal forces of the lightweight ribbed insulated wall as a simplified uniformly distributed shear wall or multi-short-limb shear wall model, and directly use the reduced bearing capacity and stiffness for seismic verification; when the verification does not meet the requirements, the reinforcement level can be increased or the size and location of the opening can be adjusted.

[0136] This simplified method avoids complex software modeling and parameter calibration processes, making it suitable for the rapid design of small and medium-sized projects such as rural housing.

[0137] Example 5: Tectonic Strengthening Measures in High Seismic Intensity Zones

[0138] In areas with seismic intensity of 8 degrees or above, in addition to the basic structures described in Examples 1 to 3, the following reinforcement measures are preferred:

[0139] 1. Local structural constraint area at the corner of the hole strengthen

[0140] Additional vertical reinforcement The diameter should be no less than Φ12, and the number should be no less than 3 on each side; closed stirrups or "cross-shaped" intersecting steel bars should be set in the corner area to improve restraint; the stirrup spacing should be no more than 75 mm, forming a "strong restraint core" in local areas to improve shear and seismic resistance.

[0141] 2. Shear force transfer ribs strengthen

[0142] Increase shear transfer ribs The height and reinforcement are designed to meet the requirements of seismic-resistant strong coupling beams; the stirrups and diagonal shear reinforcement are densified within 0.5 m at both ends of the opening to form a local reinforcement zone.

[0143] 3. Border structural columns Standards raised

[0144] Structural column The longitudinal reinforcement strength grade shall not be lower than HRB400, and the stirrup strength shall not be lower than HPB300; the stirrup reinforcement zone shall extend 0.5 m upwards and downwards from the floor level, with a spacing not exceeding 75 mm; if necessary, the structural columns can be... Designed as a seismic-resistant edge member, it shares the seismic bending moment with the shear wall.

[0145] Through the above-mentioned strengthening measures, the ductility and energy dissipation capacity of the lightweight ribbed insulated wall with large openings of the present invention can be significantly improved in high-intensity areas, ensuring that the structure does not suffer serious damage under the design earthquake and avoids overall failure under rare earthquakes.

[0146] It should be noted that the specific dimensions, coefficients, and numerical ranges given in the above embodiments are merely exemplary recommended values ​​used to illustrate the specific implementation of the present invention. Those skilled in the art can make appropriate adjustments or optimizations to the above parameters based on actual engineering conditions, material properties, and specification requirements, and these adjustments should not be considered beyond the scope of the present invention. Any technical concept that employs the setup of dense rib frames and shear transfer ribs around the opening, and utilizes an equivalent design based on a bearing capacity and stiffness reduction model that includes the opening area ratio, opening layout coefficient, and opening edge reinforcement coefficient, should fall within the protection scope of the present invention.

Claims

1. A seismic-resistant structural system for a lightweight ribbed insulated wall with large openings, characterized in that: The wall consists of two side panels, internal vertical and horizontal concrete or mortar ribs, and a sandwich insulation layer. The panels and ribs together form a lightweight ribbed insulated wall panel. A closed and reinforced rib frame is set around the door and window openings. The closed and reinforced rib frame includes reinforced vertical ribs and thickened side ribs arranged along the edge of the opening. A local structural constraint zone is set in the corner area of ​​the opening. Additional vertical steel bars and horizontal shear steel bars are arranged in the local structural constraint zone. Shear transfer ribs are set along the wall thickness at the top and / or bottom of the opening. The shear transfer ribs are integrally cast with the ribs of the adjacent wall segments or reliably connected by connectors. They are used to transfer the shear force and bending moment of the wall segments above and below the opening to the wall segments on both sides, thereby forming a continuous seismic force path.

2. The earthquake-resistant structural system according to claim 1, characterized in that: The densified vertical ribs and thickened side ribs form a closed frame in the plane, which is continuously arranged along the edge of the opening. The concrete strength grade and reinforcement ratio are not lower than those of the adjacent ordinary ribs. At the corner of the opening, additional vertical steel bars extend through the opening height and are anchored in the upper and lower shear transfer ribs.

3. The earthquake-resistant structural system according to claim 1 or 2, characterized in that: The height of the shear transfer rib is not less than the height of the ordinary horizontal rib beam. It is equipped with dense stirrups and diagonal shear reinforcement. The length of the shear transfer rib covers at least the width of the opening and extends to the predetermined anchorage length within the complete wall segments on both sides.

4. The seismic-resistant structural system according to any one of claims 1 to 3, characterized in that: When the area ratio of the opening reaches a preset limit, a frame structural column or hidden beam is added along the wall thickness direction on the outside of the closed and reinforced rib frame. The structural column or hidden beam works together with the reinforced rib column and the side rib beam to improve the overall rigidity and ductility of the opening area.

5. A method for reducing the equivalent bearing capacity and stiffness of the wall as described in any one of claims 1 to 4, characterized in that: The load-bearing capacity reduction factor of a non-perforated lightweight ribbed insulation wall and effective stiffness reduction factor Based on this: Define the ratio of opening area The ratio of the total area of ​​the opening to the gross area of ​​the wall; defining the opening layout coefficient. Used to characterize the relative position and eccentricity of the opening along the length and height of the wall; defines the reinforcement coefficient of the opening edge. Used to characterize the configuration level of hole edge reinforcement measures such as closed reinforced ribs and shear transfer ribs; calibrated functions are determined through experiments or numerical analysis. and And calculate the reduction factor of the bearing capacity of the opening. The effective stiffness reduction factor of the opening It is used for overall structural analysis and component design.

6. An equivalent design method for a lightweight ribbed insulated wall with door and window openings, characterized in that, Includes the following steps: S1: Determine the load-bearing capacity reduction factor for walls without openings based on the wall geometry and opening layout. and effective stiffness reduction factor And calculate according to claim 5 , , and corresponding and S2: The perforated lightweight ribbed insulated wall is equivalently divided into several short-limb shear walls and coupling beam systems in the plane. Each wall limb is... and The reduced axial compression bearing capacity, shear bearing capacity and bending stiffness are assigned equivalent values, and the coupling beam is assigned equivalent values ​​according to the combined stiffness of the shear transfer rib and the wall segments above and below the opening; S3: In the overall structural analysis software, the original lightweight ribbed insulated wall with opening is replaced by an equivalent model of several short-limb shear walls + coupling beams, and the internal force and deformation analysis under seismic action is carried out; S4: Based on the analysis results and in conjunction with the current seismic design code, design or verify the cross-section and reinforcement of short-limb shear walls and coupling beams.

7. The equivalent design method according to claim 6, characterized in that: The equivalent cross-sectional width of the short-limb shear wall is determined according to the net distance between adjacent vertical ribs and the degree of weakening of the opening; when the opening cuts off part of the rib beam, the discontinuity of the vertical force path is reflected by adjusting the equivalent height and stiffness of the corresponding short-limb shear wall.

8. The equivalent design method according to claim 6 or 7, characterized in that: For engineering designs that do not employ finite element software, the ratio of opening area is given. Classification, portal layout coefficient Zone and hole edge reinforcement coefficient Classification and The recommended value table allows designers to directly select reduction factors and calculate the load-bearing capacity and stiffness of the perforated lightweight ribbed insulated wall using simplified mechanical formulas.

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