CN116861702A - Horizontal force control analysis method for large-scale steel roof multi-support system - Google Patents
Horizontal force control analysis method for large-scale steel roof multi-support system Download PDFInfo
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Abstract
The invention discloses a horizontal force control analysis method for a large steel roof multi-support system, which simulates the real structural rigidity of different support systems such as a large steel roof support concrete column, a steel column, a temporary support frame and the like in the construction process and optimizes and adjusts the constraint conditions of the support frame and a roof structure by adopting a sliding release point spring optimization combination method, effectively solves the problem of horizontal force distribution optimization control of the large steel roof under the action of wind load and temperature load and the problem of horizontal deformation precision control of the roof structure and the temporary support frame, finally achieves the purposes of optimizing the design load of the support frame, saving the cost of the support frame, avoiding or reducing the reinforcement amount of roof structure bars in the construction process, improving and strengthening the structure of the roof deformation position, and ensuring the structural strength and the use safety of the roof.
Description
Technical Field
The invention relates to the technical field of steel structure construction simulation analysis, in particular to a horizontal force control analysis method for a multi-support system of a large steel roof.
Background
The construction process of the large-scale steel roof is a process of gradually splicing and forming in stages and parts, and the main body structure of the construction process is not formed into a stable structure, so that a temporary tower is required to be arranged for supporting, and the temporary support frame, a concrete column and a steel column of the main body structure form an anti-side force supporting system.
The existing horizontal force action aiming at the large-scale steel roof multi-support system only usually considers the wind load action, but ignores the temperature load action, and the restraint form of the support frame and the roof is mostly realized by only adopting a fixed hinge support or setting the horizontal point spring hinge restraint simulating the side stiffness of the support frame.
When the fixed hinge support is adopted to simulate the action of the support frame, the lateral stiffness of the support frame is overestimated, so that the horizontal force borne by the support frame is larger, the support frame needs to be conservatively designed, and the design cost of the support frame is overhigh; the horizontal force born by the concrete column and the steel column of the main structure obtained by calculation is smaller than the actual situation, potential safety hazards exist during construction checking calculation, and meanwhile, the horizontal force caused by neglecting the action of temperature load during calculation is unsafe, so that the distribution of the horizontal force cannot be optimally controlled in the mode.
When the point spring hinge support is adopted to simulate the action of the support frame, the lateral stiffness of the support frame can be accurately simulated, and the horizontal force distribution of the support frame and the main structure concrete column and the steel column is reasonable. However, it is not safe to ignore the horizontal force caused by the temperature load in calculation. If the temperature load is considered, the horizontal force of the support frame is increased more due to more support points and larger support rigidity of the temporary support frame, and the roof component has larger temperature internal force, so that the design cost of the support frame is higher, and the roof structure may need to be reinforced. The invention provides a horizontal force control analysis method for a multi-support system of a large steel roof, which solves the problems.
Disclosure of Invention
The invention provides a horizontal force control analysis method for a large steel roof multi-support system, which effectively solves the problem of distribution control of horizontal force generated by wind load and temperature load under the large steel roof multi-support system in the construction process and precision control of horizontal deformation of a roof structure and a support frame under the action of the horizontal load.
The technical scheme adopted by the invention for solving the technical problems is as follows:
a horizontal force control analysis method for a large steel roof multi-support system comprises the following steps:
s1, establishing a model: establishing a model of a roof and a supporting system in simulation software, wherein point spring constraint is adopted between the supporting system and the roof;
s2, adding construction steps: setting a construction step to simulate the installation and unloading process of a roof, adding or deleting a supporting system according to different construction steps, and changing the constraint attribute of a point spring;
s3, applying a load: after the roof is installed, adding dead weight load to the roof as an initial working condition, then applying wind load and temperature load, calculating an operation model, and checking horizontal counter force of a supporting system and horizontal deformation of the roof in a calculation result;
s4, adjusting constraint: according to the calculation result, adjusting the point spring constraint of the support frame with the horizontal counterforce exceeding the design requirement or the point spring constraint of the roof with the horizontal deformation exceeding the design requirement;
s5, secondary calculation: calculating the adjusted model, and checking the horizontal counter force of the support frame and the horizontal deformation of the roof in a calculation result;
s6, secondary adjustment: adjusting the point spring constraint according to the operation of S4;
s7, iterative simulation: repeating iterative operation according to the operations of S5-S6 until the horizontal counter force and deformation in the calculated result meet the requirements, and completing iterative simulation;
s8, designing a supporting frame: extracting counterforces at the connection constraint positions of the support frames and the roof of each construction step according to the simulation result in the S7, and designing the support frames according to the counterforce results;
s9, checking the deformation of the steel roof: according to the simulation result in S7, extracting a roof deformation result, and checking and comparing with a design specification;
s10, designing a connection release node: and (7) extracting the relative sliding value of the joint of the support frame and the roof according to the simulation result in S7, and designing a corresponding connection release node.
Further, the point spring constraint includes a fixed constraint point spring, a unidirectional sliding release point spring, and a bidirectional sliding release point spring;
the fixed constraint point spring applies vertical constraint in the Z direction, and point spring constraint is set in the horizontal X direction and the Y direction, and the stiffness of the point spring is the anti-side stiffness in the corresponding direction;
the unidirectional sliding release point spring comprises an X-direction sliding release point spring and a Y-direction sliding release point spring, vertical constraint is applied to the Z direction, the X-direction or Y-direction release point spring is constrained, and the other direction is free to slide;
the bidirectional sliding release point spring applies vertical constraint in the Z direction and freely slides in the X direction and the Y direction.
Further, the supporting system comprises a supporting frame, a concrete column and a steel column, wherein the supporting frame is of a temporary supporting structure, and the concrete column and the steel column are of a permanent supporting structure.
Further, in step S2, the specific operation steps of the installation and unloading process of the roof are as follows:
s21, supporting frames are adopted for supporting all main trusses of the roof, and fixed constraint point springs are adopted between the supporting frames and the main trusses;
s22, one end of a roof main truss is connected with a concrete column, horizontal constraint of a support frame along the direction of the main truss is released, and a fixed constraint point spring between the support frame and the roof at the moment is adjusted to be a unidirectional sliding release point spring;
s23, the other end of the roof main truss is connected with a steel column, the horizontal constraint of the support frame perpendicular to the direction of the main truss is released, and the unidirectional sliding release point spring between the support frame and the roof at the moment is adjusted to be a bidirectional sliding release point spring;
s24, through the operation of S21-S23, the roof main truss is gradually adjusted to a bidirectional sliding release point spring by a fixed constraint point spring;
and S25, after load application and iterative simulation are finished, gradually removing the support frame below the roof main truss to unload the support frame, and converting the temporary support of the support frame into the permanent support of the concrete column and the steel column.
Further, in step S4, the operation of the point spring constraint adjustment is as follows:
under the wind load working condition, the horizontal counterforce exceeds the design requirement or the roof horizontally deforms to exceed the support frame at the position of the design requirement, the point spring constraint on the support frame at the adjacent position of the roof is further constrained, and the point spring is adjusted to be a unidirectional sliding release point spring or a fixed constraint point spring;
under the temperature load working condition, when the horizontal force of the support frame in a single direction is large, the point spring constraint in the direction is removed for releasing.
Further, in step S10, the connection release node includes a support column and a limiting seat, the support column is disposed on the roof, the limiting seat is disposed on the support frame, the support column is disposed in the limiting seat, a gap is reserved between the support column and a side plate of the limiting seat, and a plug plate is disposed in the gap.
The invention has the following beneficial effects:
the real structural rigidity of different supporting systems such as a large steel roof supporting concrete column, a steel column and a temporary supporting frame in the construction process and the constraint conditions of the supporting frame and the roof structure are optimally adjusted by adopting a sliding release point spring optimization combination method, so that the problem of horizontal force distribution optimal control of the large steel roof under the action of wind load and temperature load and the problem of horizontal deformation precision control of the roof structure and the temporary supporting frame are effectively solved, the design load of the supporting frame is finally optimized, the manufacturing cost of the supporting frame is saved, the reinforcement amount of roof structural bars in the construction process is avoided or reduced, the structural improvement and reinforcement can be carried out on the deformed part of the roof, and the structural strength and the use safety of the roof are ensured.
Drawings
FIG. 1 is a schematic view of the support system of the present invention in an installed state;
FIG. 2 is a schematic top view of the support system of the present invention in an installed position;
FIG. 3 is a schematic view of the construction process of the installation and removal process of the roof of the present invention;
FIG. 4 is a graph showing the deformation results of the roof according to the present invention;
FIG. 5 is a schematic diagram of a connection release node structure according to the present invention;
FIG. 6 is a schematic view of a connection release node implementing point spring fixed constraint state of the present invention;
FIG. 7 is a schematic view of a connection release node of the present invention implementing a point spring bi-directional sliding release state;
FIG. 8 is a schematic view of the connection release node of the present invention in a point spring X-direction sliding release state;
fig. 9 is a schematic diagram of a connection release node realizing point spring Y-direction sliding release state of the present invention.
Detailed Description
The following description of the embodiments of the present invention will be made clearly and fully with reference to the accompanying drawings, in which it is evident that the embodiments described are only some, but not all embodiments of the invention. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
In the description of this patent, it should be understood that the terms "center," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," and the like indicate orientations or positional relationships based on the orientation or positional relationships shown in the drawings, merely to facilitate describing the patent and simplify the description, and do not indicate or imply that the devices or elements being referred to must have a particular orientation, be configured and operated in a particular orientation, and are therefore not to be construed as limiting the patent.
A horizontal force control analysis method for a large-scale steel roof multi-supporting system is characterized in that an integral analysis model is built, the real structural rigidity of each supporting system of the large-scale steel roof is truly simulated, different release conditions are set in the horizontal direction through connection between a supporting frame and the roof, internal force and node deformation values of each supporting member are simulated according to a deformation coordination equation and a stress-strain relation equation of a calculation model, and then the design of the supporting frame is aided.
The horizontal forces have different distribution patterns between the different support members due to wind load and temperature load. Under the action of wind load, the more the number of the supporting points is, the more the horizontal force is dispersed, and the supporting counter force of a single point is reduced; the more the number of the supporting points is, the greater the supporting rigidity is, which is more beneficial to reducing the lateral deformation of the structure under the action of wind load; under the action of temperature load, the more the number of the supporting points is, the more the rigidity of the supporting points is, and the larger the counter force of the supporting points is possibly. The support frame is connected with the roof to be horizontally released, so that the effective number of supporting points in the corresponding direction can be reduced, the operation of the sliding release point spring is performed, under the condition of considering the combined action of wind load and temperature load, the horizontal force distribution is better, the precision control of the structural deformation of the roof can be realized, the accurate data more in line with actual construction can be obtained, and the construction efficiency and the structural safety are improved.
As shown in fig. 1, 2 and 3, the horizontal force control analysis method for the multi-support system of the large steel roof comprises the following steps:
s1, establishing a model: in SAP2000 simulation software, a three-dimensional rod model of a roof and a supporting system is built according to an actual building structure, and point spring constraint is adopted between the supporting system and the roof.
The point spring constraint comprises a fixed constraint point spring, a unidirectional sliding release point spring and a bidirectional sliding release point spring;
the fixed constraint point spring simulates vertical constraint by applying a vertical support in the Z direction, and is constrained by setting point springs in the horizontal X direction and the Y direction, wherein the stiffness of the point springs is anti-side stiffness in the corresponding direction, and at the moment, the support frame bears vertical force transmitted by the roof and horizontal force in the X direction and the Y direction;
the unidirectional sliding release point spring comprises an X-direction sliding release point spring and a Y-direction sliding release point spring, vertical constraint is applied to the Z direction, the X-direction or Y-direction release point spring is constrained, the unidirectional sliding release point spring slides freely in the other direction, and at the moment, the support frame bears the vertical force transmitted by the roof and the horizontal force in the constraint direction;
the bidirectional sliding release point spring applies vertical constraint in the Z direction and freely slides in the X direction and the Y direction, and at the moment, the support frame only bears the vertical force transmitted by the roof.
Further, the supporting system comprises a supporting frame, a concrete column and a steel column, wherein the supporting frame is of a temporary supporting structure, and the concrete column and the steel column are of a permanent supporting structure.
As shown in fig. 3, S2, the step of adding: the construction steps are set to simulate the installation and unloading processes of the roof, and the addition or deletion of the supporting system is carried out according to the different construction steps, so that the roof is gradually replaced by a permanent supporting structure from a temporary supporting structure, the installation of the roof is realized, the replacement of the supporting system is carried out, and meanwhile, the change of the constraint attribute of the point spring is realized, and the installation of the roof and the unloading of the supporting frame are realized.
As shown in fig. 3, the specific operation steps of the installation and removal process of the roof are as follows:
s21, supporting frames are adopted for supporting all main trusses of the roof, and fixed constraint point springs are adopted between the supporting frames and the main trusses;
the multiple support frames bear the horizontal wind load in the construction step together, so that the horizontal force of the single support frame and the deformation of the support frames are reduced, the design redundancy of the support frames is avoided, and the economical efficiency of the support frames is ensured;
s22, one end of a roof main truss is connected with a concrete column, horizontal constraint of a support frame along the direction of the main truss is released, and a fixed constraint point spring between the support frame and the roof at the moment is adjusted to be a unidirectional sliding release point spring; the horizontal force along the direction of the main truss is transmitted to the concrete column for bearing under the construction step, the support frame does not bear the horizontal force along the direction of the main truss, and the horizontal force vertical to the direction of the main truss is jointly borne by the support frame and the concrete column;
when the point spring attribute adjustment is not carried out, the internal force of the truss rod piece is larger and the support frame bears larger horizontal thrust under the temperature working condition due to the overlarge rigidity of an anti-side system consisting of the support frame and the concrete column along the main truss direction, so that the design of the support frame is required according to the overrun calculation result, the defect of overrun of the stress of the support frame is avoided through the adjustment of the point spring attribute, the defect of overrun of the stress of the main structural rod piece is also avoided, and the design economy of the support frame is further ensured;
s23, the other end of the roof main truss is connected with a steel column, the horizontal constraint of the support frame perpendicular to the direction of the main truss is released, and the unidirectional sliding release point spring between the support frame and the roof at the moment is adjusted to be a bidirectional sliding release point spring; the horizontal force along the direction of the main truss and the horizontal force perpendicular to the direction of the main truss are borne by the concrete columns and the steel columns which are positioned at two sides, and the supporting frame only bears the vertical force;
s24, through the operation of S21-S23, the roof main truss is gradually adjusted to a bidirectional sliding release point spring by a fixed constraint point spring;
s25, after load application and iterative simulation are finished, gradually removing the support frame below the roof main truss along with the installation of the roof structure to unload the support frame, and converting the temporary support of the support frame into the permanent support of the concrete column and the steel column to realize the conversion from the temporary stressed support to the permanent stressed support state.
S3, applying a load: after the roof is installed on the supporting system, adding dead weight load to the roof as an initial working condition, then applying wind load and temperature load, calculating an operation model, and checking horizontal counter force of the supporting system and horizontal deformation of the roof in a calculation result.
S4, adjusting constraint: and according to the calculation result, adjusting the point spring constraint of the support frame with the horizontal counterforce exceeding the design requirement or the point spring constraint of the roof with the horizontal deformation exceeding the design requirement.
The operation of the point spring restraint adjustment is as follows:
under the wind load working condition, the horizontal counterforce exceeds the design requirement or the roof horizontally deforms to exceed the support frame at the position of the design requirement, the point springs on the support frames at the adjacent positions are restrained further, the bidirectional sliding release point springs are adjusted to unidirectional sliding release point springs or fixed restraint point springs, and the restraint in the direction is increased to jointly resist the wind load;
under the temperature load working condition, when the horizontal force of the support frame in a single direction is larger due to the temperature internal force, the point spring constraint in the direction is removed, the structural anti-side rigidity in the direction is reduced, and the temperature internal force is released.
S5, secondary calculation: and calculating the adjusted model, and checking the horizontal counter force of the support frame and the horizontal deformation of the roof in a calculation result.
S6, secondary adjustment: the point spring constraint is adjusted according to the operation of S4.
S7, iterative simulation: and repeating iterative operation according to the operations of S5-S6 until the horizontal counter force and deformation in the calculated result meet the requirements, and completing iterative simulation.
After single constraint adjustment, because the roof structure and the supporting system are mutually influenced, the overrun problem can occur in other areas, repeated iterative simulation is needed until all simulation results meet the requirements, and the calculation data at the moment can be used for designing the supporting frame.
S8, designing a supporting frame: and (3) extracting the counterforce of the connection constraint position of the support frame and the roof of each construction step according to the simulation result in the step S7, and designing the support frame according to the counterforce result, wherein the horizontal force borne by the support frame is proper, so that the design economy of the support frame can be met.
As shown in fig. 4, S9, checking the steel roof deformation: and (7) extracting a roof deformation result according to the simulation result in S7, checking and comparing the roof deformation result with a design specification, constructing the roof structure when the checking result meets the specification requirement, and structurally reinforcing the deformation overrun position in the roof structure when the checking result meets the specification requirement, so as to ensure the safety of the roof structure.
As shown in fig. 5, 6, 7, 8, 9, S10, the connection release node is designed: and (7) extracting the relative sliding value of the joint of the support frame and the roof according to the simulation result in S7, designing corresponding connection release nodes, and enabling the structure characteristics of the connection release nodes to have the same action as the action of point spring constraint in the simulation operation so as to realize the same constraint conversion.
As shown in fig. 5, 6, 7, 8 and 9, in step S10, the connection release node is used for releasing the reaction force between the roof and the support frame during actual construction, the connection release node includes a support column and a limiting seat, the support column is arranged on the roof, the limiting seat is arranged on the support frame, the support column is arranged in the limiting seat, a gap is reserved between the support column and a side plate of the limiting seat, and a plug plate is arranged in the gap. When clearance is reserved between the support column and the limiting seat, namely when no plug board is arranged around the support column, the counter force release mode of bidirectional sliding release is adopted at the moment, when clearance is reserved between the support column and the limiting seat in the X direction or the Y direction, the counter force release mode of unidirectional sliding release is adopted at the moment, the counter force release mode is divided into X-direction sliding release and Y-direction sliding release according to the setting position of the plug board, and when no clearance is reserved between the support column and the limiting seat, namely when the plug board is arranged around the support column, the counter force release mode of fixed constraint is adopted at the moment.
It will be evident to those skilled in the art that the invention is not limited to the details of the foregoing illustrative embodiments, and that the present invention may be embodied in other specific forms without departing from the spirit or essential characteristics thereof. The present embodiments are therefore to be considered in all respects as illustrative and not restrictive, the scope of the invention being indicated by the appended claims rather than by the foregoing description, and all changes which come within the meaning and range of equivalency of the claims are therefore intended to be embraced therein.
Claims (6)
1. The horizontal force control analysis method for the multi-support system of the large steel roof is characterized by comprising the following steps of:
s1, establishing a model: establishing a model of a roof and a supporting system in simulation software, wherein point spring constraint is adopted between the supporting system and the roof;
s2, adding construction steps: setting a construction step to simulate the installation and unloading process of a roof, adding or deleting a supporting system according to different construction steps, and changing the constraint attribute of a point spring;
s3, applying a load: after the roof is installed, adding dead weight load to the roof as an initial working condition, then applying wind load and temperature load, calculating an operation model, and checking horizontal counter force of a supporting system and horizontal deformation of the roof in a calculation result;
s4, adjusting constraint: according to the calculation result, adjusting the point spring constraint of the support frame with the horizontal counterforce exceeding the design requirement or the point spring constraint of the roof with the horizontal deformation exceeding the design requirement;
s5, secondary calculation: calculating the adjusted model, and checking the horizontal counter force of the support frame and the horizontal deformation of the roof in a calculation result;
s6, secondary adjustment: adjusting the point spring constraint according to the operation of S4;
s7, iterative simulation: repeating iterative operation according to the operations of S5-S6 until the horizontal counter force and deformation in the calculated result meet the requirements, and completing iterative simulation;
s8, designing a supporting frame: extracting counterforces at the connection constraint positions of the support frames and the roof of each construction step according to the simulation result in the S7, and designing the support frames according to the counterforce results;
s9, checking the deformation of the steel roof: according to the simulation result in S7, extracting a roof deformation result, and checking and comparing with a design specification;
s10, designing a connection release node: and (7) extracting the relative sliding value of the joint of the support frame and the roof according to the simulation result in S7, and designing a corresponding connection release node.
2. The method for controlling and analyzing the horizontal force of the multi-support system of the large steel roof according to claim 1, which is characterized in that: the point spring constraint comprises a fixed constraint point spring, a unidirectional sliding release point spring and a bidirectional sliding release point spring;
the fixed constraint point spring applies vertical constraint in the Z direction, and point spring constraint is set in the horizontal X direction and the Y direction, and the stiffness of the point spring is the anti-side stiffness in the corresponding direction;
the unidirectional sliding release point spring comprises an X-direction sliding release point spring and a Y-direction sliding release point spring, vertical constraint is applied to the Z direction, the X-direction or Y-direction release point spring is constrained, and the other direction is free to slide;
the bidirectional sliding release point spring applies vertical constraint in the Z direction and freely slides in the X direction and the Y direction.
3. The method for controlling and analyzing the horizontal force of the multi-support system of the large steel roof according to claim 2, which is characterized in that: the supporting system comprises a supporting frame, a concrete column and a steel column, wherein the supporting frame is of a temporary supporting structure, and the concrete column and the steel column are of a permanent supporting structure.
4. The method for analyzing horizontal force control of a multi-supporting system of a large steel roof according to claim 3, wherein in step S2, the specific operation steps of the installation and the removal process of the roof are as follows:
s21, supporting frames are adopted for supporting all main trusses of the roof, and fixed constraint point springs are adopted between the supporting frames and the main trusses;
s22, one end of a roof main truss is connected with a concrete column, horizontal constraint of a support frame along the direction of the main truss is released, and a fixed constraint point spring between the support frame and the roof at the moment is adjusted to be a unidirectional sliding release point spring;
s23, the other end of the roof main truss is connected with a steel column, the horizontal constraint of the support frame perpendicular to the direction of the main truss is released, and the unidirectional sliding release point spring between the support frame and the roof at the moment is adjusted to be a bidirectional sliding release point spring;
s24, through the operation of S21-S23, the roof main truss is gradually adjusted to a bidirectional sliding release point spring by a fixed constraint point spring;
and S25, after load application and iterative simulation are finished, gradually removing the support frame below the roof main truss to unload the support frame, and converting the temporary support of the support frame into the permanent support of the concrete column and the steel column.
5. The method for analyzing horizontal force control of a multi-support system of a large steel roof according to claim 1, wherein in step S4, the operation of the point spring constraint adjustment is as follows:
under the wind load working condition, the horizontal counterforce exceeds the design requirement or the roof horizontally deforms to exceed the support frame at the position of the design requirement, the point spring constraint on the support frame at the adjacent position of the roof is further constrained, and the point spring is adjusted to be a unidirectional sliding release point spring or a fixed constraint point spring;
under the temperature load working condition, when the horizontal force of the support frame in a single direction is large, the point spring constraint in the direction is removed for releasing.
6. The method for controlling and analyzing the horizontal force of the multi-support system of the large steel roof according to claim 1, which is characterized in that: in step S10, the connection release node includes a support column and a limiting seat, the support column is arranged on the roof, the limiting seat is arranged on the support frame, the support column is arranged in the limiting seat, a gap is reserved between the support column and a side plate of the limiting seat, and a plug plate is arranged in the gap.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202311118203.6A CN116861702B (en) | 2023-09-01 | 2023-09-01 | Horizontal force control analysis method for large-scale steel roof multi-support system |
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| CN202311118203.6A CN116861702B (en) | 2023-09-01 | 2023-09-01 | Horizontal force control analysis method for large-scale steel roof multi-support system |
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| CN116861702B CN116861702B (en) | 2023-11-10 |
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Citations (4)
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| CN106991248A (en) * | 2017-04-18 | 2017-07-28 | 清华大学建筑设计研究院有限公司 | A kind of wide span house cap coordinates the design method of stress with supporting structure |
| CN109505404A (en) * | 2018-11-30 | 2019-03-22 | 上海宝冶集团有限公司 | The intelligent recognition and restraint system of roof system deformation |
| WO2021103576A1 (en) * | 2019-11-29 | 2021-06-03 | 青岛理工大学 | Method for determining connecting mode and connecting joint of frame beam and integrated house framework beam |
| US20210287138A1 (en) * | 2020-03-12 | 2021-09-16 | Autodesk, Inc. | Learning to simulate and design for structural engineering |
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| CN106991248A (en) * | 2017-04-18 | 2017-07-28 | 清华大学建筑设计研究院有限公司 | A kind of wide span house cap coordinates the design method of stress with supporting structure |
| CN109505404A (en) * | 2018-11-30 | 2019-03-22 | 上海宝冶集团有限公司 | The intelligent recognition and restraint system of roof system deformation |
| WO2021103576A1 (en) * | 2019-11-29 | 2021-06-03 | 青岛理工大学 | Method for determining connecting mode and connecting joint of frame beam and integrated house framework beam |
| US20210287138A1 (en) * | 2020-03-12 | 2021-09-16 | Autodesk, Inc. | Learning to simulate and design for structural engineering |
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