CN114636500B - Construction monitoring method and device for cantilever truss of super high-rise structure - Google Patents
Construction monitoring method and device for cantilever truss of super high-rise structure Download PDFInfo
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- G01L5/00—Apparatus for, or methods of, measuring force, work, mechanical power, or torque, specially adapted for specific purposes
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Abstract
The application relates to a construction monitoring method and device for an cantilever truss of a super high-rise structure; the method comprises the following steps: acquiring stress response and displacement response of the cantilever truss; determining the stress monitoring position of the cantilever truss of the temporary hinging scheme according to the stress response, and acquiring the stress actual measurement data of the cantilever truss of the temporary hinging scheme; estimating stress actual data of the cantilever truss of the delay connection scheme according to the stress response and the displacement response; adjusting earliest closing time based on the stress actual data or the stress actual data of the cantilever truss; and (5) evaluating the rigidity of the temporary structure in real time based on the horizontal displacement monitoring, and adjusting the latest folding moment. According to the scheme, the stress response, the displacement response and the structural horizontal displacement response of the cantilever truss are obtained through overall process simulation analysis, and the response monitoring threshold determination method taking the healthy service of the cantilever truss as a target is established, so that the structural rigidity and stability of the cantilever truss in the construction stage and the safety redundancy of the cantilever truss in the service stage can be ensured.
Description
Technical Field
The application relates to the technical field of civil engineering, in particular to a construction monitoring method and device for an ultra-high-rise structure cantilever truss.
Background
At present, a plurality of super high-rise building structure systems adopt a framework-core tube structure with a cantilever truss, wherein the core tube is a main lateral force resisting member of the structure and bears most of horizontal load; the cantilever truss is connected with the outer frame and the core tube, so that the outer frame column plays a role similar to a compression rod in the system, the axial rigidity of the frame column is fully utilized, a large axial force generated by the overturning moment of the frame column forms a resistance couple, the lateral displacement of the whole structure system is reduced, and the rigidity and the integrity of the structure are improved. However, due to the fact that the construction of the inner cylinder and the outer cylinder of the super high-rise building structure is asynchronous, the structure is asymmetrically arranged, shrinkage and creep of concrete materials are caused, and the deformation of the inner cylinder and the outer cylinder of the structure is different to some extent, larger additional stress can be generated when the cantilever trusses are connected in a premature mode, and a temporary hinging or delayed connection folding scheme is generally adopted. However, uncertainty exists in temporary structural rigidity and stability when the cantilever truss is not installed or is in a temporary hinged state, and ensuring that the cantilever truss has safety redundancy in the service stage and the structural rigidity in the construction process meets the design requirement is a key problem of the construction quality of the cantilever truss with the super high-rise structure, so that monitoring parameters in the construction process and the management and control of threshold values thereof, on-site real-time monitoring feedback and the folding scheme adjustment of the cantilever truss are necessary to be explored.
In the prior related art, in order to obtain the construction monitoring method of the cantilever truss of the super high-rise structure, one technology is to monitor the stress development level of the truss rod of the cantilever truss in the construction stage and control the stress development level within an allowable range, the method only considers the stress level of the truss of the cantilever in the construction stage, does not consider the healthy service of the truss of the cantilever, and ignores the rigidity and the stability of the temporary structure in the construction stage; the other technique is to determine the folding moment of the cantilever truss by calculating or monitoring the deformation difference development of the inner and outer cylinders of the structure, and the method also ignores the rigidity and stability of the structure in the construction process, can not accurately estimate the stress level of the cantilever truss in the service period, and lacks consideration of the rigidity of the structural system conversion in the construction period and the stress of the cantilever truss in the service period.
Disclosure of Invention
In order to overcome the problems existing in the related art to at least a certain extent, the application provides a method and a device for monitoring construction of an ultra-high-rise cantilever truss.
According to a first aspect of embodiments of the present application, there is provided a method for monitoring construction of a cantilever truss of a super high-rise structure, including:
acquiring stress response and displacement response of the cantilever truss;
determining the stress monitoring position of the cantilever truss of the temporary hinging scheme according to the stress response, and acquiring the stress actual measurement data of the cantilever truss of the temporary hinging scheme;
estimating stress actual data of the cantilever truss of the delayed connection scheme according to the stress response and the displacement response;
adjusting earliest closing time based on stress actual data or stress actual data of the cantilever truss;
and (5) evaluating the rigidity of the temporary structure in real time based on the horizontal displacement monitoring, and adjusting the latest folding moment.
Further, the step of obtaining the stress response and the displacement response of the cantilever truss includes:
determining the maximum combined stress of each rod piece of the cantilever truss as stress response;
and determining displacement difference response according to the displacement of the two ends of each rod piece of the cantilever truss in the vertical direction.
Further, the determining the maximum combined stress of each rod of the boom truss includes:
acquiring a first combined stress on any section of each rod piece;
acquiring second combined stress of a plurality of sections on each rod piece;
and determining the maximum combined stress of each rod according to the second combined stress of the rod.
Further, the determining the stress monitoring position of the cantilever truss of the temporary hinging scheme according to the stress response comprises the following steps:
calculating the maximum combined stress value of all the rods of the cantilever truss according to the stress response;
the rod piece with the maximum stress value is used as a key rod piece of the cantilever truss;
and determining the stress monitoring position of the cantilever truss of the temporary hinging scheme based on the key rod pieces.
Further, the determining the stress monitoring position of the cantilever truss of the temporary hinging scheme based on the key rod pieces comprises the following steps:
determining a corresponding stress limit value according to the current stage;
comparing the stress response of each key rod piece with a stress limit value;
if the stress response of the key rod is below the stress limit, the key rod is not taken as a stress monitoring location.
Further, the determining the corresponding stress limit according to the current stage includes:
determining corresponding basic working conditions according to the current stage;
if the current stage is a construction stage, dead weight, shrinkage and creep are taken as basic working conditions;
if the current stage is a service stage, taking constant load, live load, shrinkage and creep as basic working conditions;
and taking the stress response of the rod piece under the basic working condition as a stress limit value.
Further, the stress actual data of the cantilever truss of the delay connection scheme according to the stress response and the displacement response estimation comprises:
determining a mapping relation between stress response and displacement difference response based on a change rule of stress response and displacement response of the cantilever truss;
obtaining displacement actual measurement data of the cantilever truss in the vertical direction;
and estimating the stress actual data of the cantilever truss of the delay connection scheme according to the displacement actual measurement data and the mapping relation.
Further, the adjusting the earliest closing time based on the stress actual measurement data or the actual data of the boom truss includes:
determining a stress threshold, wherein the stress threshold is a maximum value in the maximum combined stress values of all cantilever truss stress monitoring rods under the load combined working condition at the construction stage;
and adjusting the earliest closing time according to the stress threshold and the stress actual measurement data or the actual data.
Further, the real-time evaluation of the temporary structural rigidity based on the horizontal displacement monitoring comprises:
calculating the maximum interlayer displacement angle of the temporary structure and the occurrence position of the maximum interlayer displacement angle of the temporary structure in a plurality of construction stages through construction simulation analysis, and setting the maximum interlayer displacement angle as a horizontal displacement monitoring point;
and measuring structural displacement by using a total station to obtain structural horizontal displacement under real-time wind load, and calculating an actual interlayer displacement angle for evaluating the temporary structural rigidity.
According to a second aspect of embodiments of the present application, there is provided a construction monitoring device for a cantilever truss of a super high-rise structure, including:
the first acquisition module is used for acquiring stress response and displacement response of the cantilever truss;
the determining module is used for determining the stress monitoring position of the cantilever truss of the temporary hinging scheme according to the stress response;
the second acquisition module is used for acquiring stress actual measurement data of the cantilever truss of the temporary hinging scheme;
the estimating module is used for estimating the actual stress data of the cantilever truss of the delayed connection scheme according to the stress response and the displacement response;
the first adjusting module is used for adjusting the earliest closing time based on the stress actual data or the stress actual data of the cantilever truss;
and the second adjusting module is used for evaluating the rigidity of the temporary structure in real time based on the horizontal displacement monitoring and adjusting the latest folding moment.
The technical scheme provided by the embodiment of the application has the following beneficial effects:
according to the scheme, the stress response and the displacement response of the cantilever truss are obtained through overall process simulation analysis, a measuring point arrangement strategy for evaluating the stress and the rigidity of the whole structure of the cantilever truss of the temporary hinging scheme is realized, and a cantilever truss stress response estimation method of a delayed connection scheme is provided, so that a response monitoring threshold determination method taking the healthy service of the cantilever truss as a target is established; according to the scheme, the stress real-time monitoring and folding scheme adjustment optimization of the cantilever truss are realized, and the structural rigidity and stability in the construction stage and the safety redundancy of the cantilever truss in the service stage can be ensured.
It is to be understood that both the foregoing general description and the following detailed description are exemplary and explanatory only and are not restrictive of the application.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this specification, illustrate embodiments consistent with the application and together with the description, serve to explain the principles of the application.
Fig. 1 is a flow chart illustrating a method of monitoring construction of a cantilever truss of a super high-rise structure according to an exemplary embodiment.
Fig. 2 is a flow chart illustrating a method of monitoring construction of a cantilever truss of a super high-rise structure according to an exemplary embodiment.
Detailed Description
Reference will now be made in detail to exemplary embodiments, examples of which are illustrated in the accompanying drawings. When the following description refers to the accompanying drawings, the same numbers in different drawings refer to the same or similar elements, unless otherwise indicated. The implementations described in the following exemplary examples are not representative of all implementations consistent with the present application. Rather, they are merely examples of methods and apparatus consistent with aspects of the present application as detailed in the accompanying claims.
Fig. 1 is a flow chart illustrating a method of monitoring construction of a cantilever truss of a super high-rise structure according to an exemplary embodiment. The method may comprise the steps of:
102, determining the stress monitoring position of the cantilever truss of the temporary hinging scheme according to the stress response, and acquiring stress actual measurement data of the cantilever truss of the temporary hinging scheme;
According to the scheme, the stress response and the displacement response of the cantilever truss are obtained through overall process simulation analysis according to the folding scheme of the cantilever truss and the load combination working condition. For the temporary hinging scheme, a method for screening key rod pieces of the cantilever truss is provided based on stress response of the construction stage and the service stage of the cantilever truss, a method for determining the monitoring position of the response of the cantilever truss based on the screening of the key rod pieces is provided, and a measuring point arrangement strategy for evaluating the stress and the rigidity of the whole structure of the cantilever truss is realized. For the delayed connection scheme, the method for estimating the stress response of the cantilever truss is provided based on the whole process simulation analysis data (stress response and displacement response).
According to the scheme, a response monitoring threshold determination method taking the healthy service of the cantilever truss as a target is established, the real-time monitoring of the stress of the cantilever truss and the adjustment and optimization of the folding scheme are realized, and the structural rigidity and stability of the cantilever truss in the construction stage and the safety redundancy of the cantilever truss in the service stage can be ensured. When determining the folding scheme of the boom truss, the service period surplus stress of the boom truss and the rigidity of the temporary structure in the construction process need to be ensured at the same time, the former determines the earliest folding moment and comprises three steps 102, 103 and 104, the latter determines the latest folding moment, mainly comprises step 105, and the two steps are based on response data obtained by the whole process simulation analysis.
It should be understood that, although the steps in the flowchart of fig. 1 are shown in order as indicated by the arrows, the steps are not necessarily performed in order as indicated by the arrows. The steps are not strictly limited to the order of execution unless explicitly recited herein, and the steps may be executed in other orders. Moreover, at least some of the steps in fig. 1 may include multiple sub-steps or stages that are not necessarily performed at the same time, but may be performed at different times, nor do the order in which the sub-steps or stages are performed necessarily performed in sequence, but may be performed alternately or alternately with at least a portion of other steps or sub-steps of other steps.
In order to make the objects, technical solutions and advantages of the present invention more apparent, embodiments of the present invention will be described in further detail with reference to the accompanying drawings. Referring to fig. 2, the method for monitoring the construction of the cantilever truss with the super high-rise structure can be realized according to the following steps.
Step S1 is executed first, and the stress response and the displacement response of the cantilever truss are obtained based on different folding schemes.
The different folding schemes comprise folding modes and folding moments, wherein the folding modes comprise direct connection (rigid) connection, delayed connection (rigid) connection and temporary hinging and then rigid connection, and the folding moments refer to the construction stage of final rigid connection of the cantilever truss. The stress response and the displacement response are data obtained through the whole-process construction simulation.
In some embodiments, the step 101 of obtaining the stress response and the displacement response of the cantilever truss specifically includes:
determining the maximum combined stress of each rod piece of the cantilever truss as stress response;
and determining displacement difference response according to the displacement of the two ends of each rod piece of the cantilever truss in the vertical direction.
Each component of the cantilever truss can generate complex stress during construction and service, mainly comprises shear stress, bending stress, axial stress and the like, and different types of stress are required to be combined to obtain the maximum combined stress value when the stress level of the component is evaluated.
In some embodiments, the determining the maximum combined stress for each rod of the outrigger truss comprises:
acquiring a first combined stress on any section of each rod piece;
acquiring second combined stress of a plurality of sections on each rod piece;
and determining the maximum combined stress of each rod according to the second combined stress of the rod.
Specifically, the combined stress value C at 4 positions of any section of each rod unit b1 、C b2 、C b3 、C b4 Maximum value is obtained to determine the maximum combined stress C of the section bm ：
Wherein sigma is the axial stress in the x-axis direction of the unit local coordinate system; gamma ray y Is a bending stress which varies along the y-axis direction of the local coordinate system of the unit; gamma ray z Is a bending stress that varies along the z-axis of the local coordinate system of the cell.
The combined stress of each cantilever truss member unit at the two ends i and j and the sections 1/4, 1/2 and 3/4 is calculated, and the maximum combined stress of the members at the 5 positions can be obtained respectively, so that the maximum combined stress C of a single cantilever truss member is obtained.
C＝max{C bm(i) C bm(1/4) C bm(1/2) C bm(3/4) C bm(j) }
The displacement response of the cantilever trusses mainly reflects the displacement of the two ends of the cantilever members, and the displacement of the cantilever trusses can reflect the deformation condition of the structure at the same time in view of the fact that the cantilever trusses are usually connected with the core tube and the outer frame of the structure. Displacement d of two nodes i, j of each boom truss member unit in the z-axis direction:
d＝[r iz r jz ]
vertical displacement difference delta D of two ends of single rod piece of cantilever truss:
ΔD＝r iz -r jz
in some embodiments, the step 102 of determining the boom truss stress monitoring location of the temporary articulation scheme based on the stress response comprises:
calculating the maximum combined stress value of all the rods of the cantilever truss according to the stress response;
the rod piece with the maximum stress value is used as a key rod piece of the cantilever truss;
and determining the stress monitoring position of the cantilever truss of the temporary hinging scheme based on the key rod pieces.
In some embodiments, the determining the boom truss stress monitoring location of the temporary articulation scheme based on the key rod comprises:
determining a corresponding stress limit value according to the current stage;
comparing the stress response of each key rod piece with a stress limit value;
if the stress response of the key rod is below the stress limit, the key rod is not taken as a stress monitoring location.
In some embodiments, the determining the corresponding stress limit according to the current stage includes:
determining corresponding basic working conditions according to the current stage;
if the current stage is a construction stage, dead weight, shrinkage and creep are taken as basic working conditions;
if the current stage is a service stage, taking constant load, live load, shrinkage and creep as basic working conditions;
and taking the stress response of the rod piece under the basic working condition as a stress limit value.
And step S2, screening the key rod pieces of the cantilever truss based on stress response in the construction and service stages.
The key rod pieces of the cantilever truss comprise rod pieces with maximum combined stress under the combined action of different loads in a construction stage and a service stage. The construction stage load working conditions comprise structural dead weight, concrete shrinkage creep, wind load and temperature effects; the load working conditions in the service stage comprise constant load, live load, concrete shrinkage creep, wind load, temperature effect and earthquake effect.
The mechanical and displacement response rules of the truss members of the lower cantilever truss in different folding schemes are different to a certain extent, and the truss members are related to the positions of the members and the types and directions of load working conditions; in actual engineering, the structural stress is more complex, and the number of the cantilever truss members is more, so that the key rod pieces of the cantilever truss need to be screened, the key rod pieces respond and envelope all the rod pieces, and alternative rod pieces are provided for the cantilever truss construction monitoring point arrangement. And calculating the maximum combined stress value of the boom truss rod pieces of different folding schemes under the multi-load working conditions of the construction stage and the service stage, and taking the rod piece with the maximum stress value as the key rod piece of the boom truss. The load condition determines a key rod piece, so that the number of key rod pieces determined by a folding scheme is consistent with the number of load combination conditions.
(1) Construction stage
Determining the maximum combined stress C of all rods (q total rods) of the cantilever truss under the load combined working condition of the U (U is more than or equal to 1) construction stage u And returns its bar number y u ：
C u ＝max{C 1 C 2 … C i … C q }→y u
C in the formula i The maximum combined stress of the ith rod piece of the cantilever truss in the load combined working condition of the ith construction stage is (i=1, 2, …, q).
Key rod number set GJ of the cantilever truss under load combination working conditions of all U construction stages:
GJ＝[y 1 y 2 … y u … y U ]
in which y u The key bars under the U-th load condition are numbered (u=1, 2, …, U).
Key rod number collection of cantilever truss of P folding schemes under load combination working conditions of U construction stages
In which y vu When adopting the v folding scheme, numbering key rod pieces under the u load working condition for the cantilever truss (v=1, 2, …, P);
n-channel cantilever truss construction stage key rod number set GJ s ：
In the middle of
The set of key bars (n=1, 2, …, N) is stress controlled for the nth boom truss.
(2) Service stage
Determining the maximum combined stress C of all rods (q total rods) of the cantilever truss under the load combined working condition of W (W is more than or equal to 1 and less than or equal to W) in the service stage w And returns its bar number y w ：
C w ＝max{C 1 C 2 …C i …C q }→y w
The key rod number set GJ of the cantilever truss under the load combination working condition of W service stages:
GJ＝[y 1 y 2 …y w …y W ]
in which y w The key bars under the W-th load condition are numbered (w=1, 2, …, W).
The key rod number sets of the cantilever truss of the P folding schemes under the load combination working conditions of W service stages:
in which y vw The v-th folding scheme of the cantilever truss is the key rod number (v=1, 2, …, P) under the w-th load working condition;
n-channel cantilever truss service stage key rod number set GJ f ：
In the middle of
The set of key bars (n=1, 2, …, N) is stress controlled for the nth boom truss.
Step S31 is next performed to determine the cantilever truss stress monitoring location of the temporary articulation scheme based on the critical rod screening.
The stress monitoring position of the cantilever truss is determined based on further screening of the key rod pieces of the cantilever truss through a limit value method.
In the actual construction process, when a temporary hinging and rigid connection construction scheme is adopted, a method based on key rod piece screening is adopted to determine the position of the stress monitoring point. In order to simplify the monitoring system and save construction cost, the limit value method is adopted to further reduce the number of positions of the monitoring points. Considering that shrinkage creep of concrete always exists in the construction process of the super high-rise structure, dead weight, shrinkage and creep are taken as basic working conditions in the construction stage, and if the stress response of the screened key rod is lower than that of the rod under the basic working conditions in the construction stage, the stress response of the screened key rod is not taken as a stress monitoring rod. And similarly, taking constant load, live load, shrinkage and creep as basic working conditions in the service stage, and if the stress response of the screened key rod is lower than that of the rod in the basic working conditions in the service stage, not taking the screened key rod as a stress monitoring rod. Stress monitoring rods and specific monitoring positions are further screened based on the key rods of the cantilever truss, and stress development conditions of the cantilever truss are monitored in real time.
Determining cantilever truss stress monitoring rod screening stress minimum value C based on basic working condition of construction stage smax ]：
[C smax ]＝min{C 1s C 2s … C ls … C Ls }
C ls The stress value of the first key rod piece under the basic working condition of the construction stage is the stress value of the first key rod piece;
determining minimum screening stress limit value C of cantilever truss stress monitoring rod piece based on basic working condition in service stage fmax ]：
[C fmax ]＝min{C 1f C 2f … C lf … C Lf }
C lf The stress value of the first key rod piece under the basic working condition in the service stage is the stress value of the first key rod piece under the basic working condition in the service stage;
in some embodiments, the step 103 estimating the stress actual data of the outrigger truss of the delayed connection scheme according to the stress response and the displacement response includes:
determining a mapping relation between stress response and displacement difference response based on a change rule of stress response and displacement response of the cantilever truss;
obtaining displacement actual measurement data of the cantilever truss in the vertical direction;
and estimating the stress actual data of the cantilever truss of the delay connection scheme according to the displacement actual measurement data and the mapping relation.
Step S32 is next performed to estimate the boom truss stress of the delayed connection scheme based on the construction stage vertical displacement monitoring data. The construction stage vertical displacement monitoring data comprise vertical displacement data of two ends of a lower cantilever truss displacement monitoring rod piece in each construction stage. The displacement responses of the two ends of the cantilever truss are obtained, the displacement difference response is calculated, and the mapping relation between the stress response and the vertical displacement difference response is determined.
When the boom truss adopts a delayed connection folding scheme, the real-time stress of the rod piece cannot be directly obtained through the stress monitoring sensor before the boom truss is installed, so that the mapping relation between the stress and the displacement difference is searched based on the stress and displacement response change rules of the boom truss under different folding schemes. The stress development trend after the current folding of the boom truss is predicted by monitoring and acquiring the relative displacement difference of the inner cylinder and the outer cylinder connected with the boom truss, vertical displacement monitoring points are arranged at two ends of a member of the boom truss for monitoring the stress, and the core cylinder and the frame column connected with the core cylinder and the frame column acquire vertical displacement data in real time, so that the additional stress generated by the current folding of the boom truss is estimated.
If there are M construction stages, the stress response matrix of the key rod pieces of the cantilever truss along with the construction stages is that:
C＝[C(t 1 ) C(t 2 ) … C(t m ) … C(t M )]
in C (t) m ) The stress value of the key rod piece of the cantilever truss in the mth construction stage.
Displacement response matrix of key rod pieces of cantilever truss along with construction stage change:
ΔD＝[ΔD(t 1 ) ΔD(t 2 ) … ΔD(t m ) … ΔD(t M )]
in DeltaD (t) m ) The vertical displacement difference of the two ends of the key rod piece of the cantilever truss in the mth construction stage.
Response mapping relation between vertical displacement difference and stress of cantilever truss:
C＝bΔD+a
wherein:
in the middle of
The stress average value of the cantilever truss in M construction stages is C i The stress value of the cantilever truss in the ith construction stage,
is the average value of the vertical displacement differences delta D of the two ends of the cantilever truss in M construction stages i And the vertical deformation difference of the two ends of the cantilever truss is the ith construction stage.
Cantilever truss stress response estimation based on vertical displacement monitoring data:
C estimation ＝bΔD Actual measurement +a
In some embodiments, the step 104 of adjusting the earliest closing time based on the stress actual data or the stress actual data of the boom truss includes:
determining a stress threshold, wherein the stress threshold is a maximum value in the maximum combined stress values of all cantilever truss stress monitoring rods under the load combined working condition at the construction stage;
and adjusting the earliest closing time according to the stress threshold and the stress actual data or the stress actual data.
And step S4 is executed, wherein the stress of the cantilever truss is monitored in real time based on the stress threshold value, and the earliest folding moment is adjusted.
The stress threshold is the maximum value of the maximum combined stress values of all cantilever truss stress monitoring rods under the load combined working condition of each construction stage.
Obtaining the maximum combined stress C of the key rod piece at the moment t under the load working condition of U construction stages through construction simulation analysis S Taking the stress maximum value of L key rods in the same construction stage as a stress threshold value
Further obtaining a cantilever truss stress threshold matrix which changes along with the construction stage>
：
In the middle of
The maximum combined stress of the cantilever truss rod piece under the construction stage and the load working condition of the u-th load is obtained; c (C) Sl And (t) is the maximum combined stress of the first key rod piece in the construction stage under the load working conditions of U construction stages at the moment t. In->
And m=1, 2, … and M, which are stress thresholds of the cantilever truss members at the mth construction stage.
If the temporary hinging and rigid connection scheme is adopted, real-time stress data along with the construction progress can be compared with a threshold curve, if the real-time stress monitoring data exceeds the threshold, the construction scheme of delayed folding of the cantilever truss is considered, and if the real-time stress monitoring data of the cantilever truss is far lower than the threshold, the early closing of the cantilever truss is considered. If a delay connection scheme is adopted, stress response estimation is firstly carried out on the cantilever truss based on the vertical displacement monitoring data, if the threshold value is exceeded, the continuous delay connection is considered, and if the threshold value is far lower than the threshold value, the advanced connection is considered.
In some embodiments, the step 105 of evaluating the temporary structural stiffness in real time based on the horizontal displacement monitoring includes:
calculating the maximum interlayer displacement angle of the temporary structure and the occurrence position of the maximum interlayer displacement angle of the temporary structure in a plurality of construction stages through construction simulation analysis, and setting the maximum interlayer displacement angle as a horizontal displacement monitoring point;
and measuring structural displacement by using a total station to obtain structural horizontal displacement under real-time wind load, and calculating an actual interlayer displacement angle for evaluating the temporary structural rigidity.
Step S5 is executed, wherein the rigidity of the temporary structure is estimated in real time based on the horizontal displacement monitoring, and the latest folding moment is adjusted.
The horizontal displacement monitoring point position is determined through the floor where the maximum interlayer displacement angle of the temporary structures under the action of wind load occurs in the construction stage.
And calculating the maximum interlayer displacement angle of the temporary structure and the occurrence positions of the maximum interlayer displacement angle of the temporary structure in a plurality of construction stages through construction simulation analysis, setting the maximum interlayer displacement angle as a horizontal displacement monitoring point, measuring the structural displacement by using a total station to obtain the structural horizontal displacement under the real-time wind load, and calculating the interlayer displacement angle, thereby evaluating the structural rigidity. If the interlayer displacement angle is close to or exceeds the standard limit value, the early closing of the cantilever truss is considered, so that the rigidity and the stability of the structure in the construction process are ensured.
Maximum interlayer displacement angle of temporary structure in construction stage:
θ＝Δu/
selecting a floor arrangement horizontal displacement monitoring position with the maximum interlayer displacement angle of the temporary structure, wherein the floor height is h, acquiring the real-time horizontal displacement delta u of the structure through monitoring, calculating the real-time interlayer displacement angle to be delta u/h, and comparing the real-time interlayer displacement angle with a standard limit value theta e Comparing, evaluating whether the rigidity of the structure meets the requirement, if the interlayer displacement angle is close to or exceeds the specification limit value theta e It should be considered to close the boom truss in advance.
It should be noted that the structural model applied to the above embodiment of the present invention is exemplary and should not be construed as limiting the present invention, and those skilled in the art may make changes, modifications, substitutions and alterations to the above embodiment without departing from the scope of the present invention.
According to the construction monitoring method for the cantilever truss with the super high-rise structure, provided by the embodiment of the invention, the stress and the temporary structural performance of the cantilever truss in the construction stage are considered, so that the cantilever truss in the service stage is ensured to have safety redundancy, and the structural rigidity in the construction process meets the requirements.
The embodiment of the application also provides a super high-rise structure cantilever truss construction monitoring device, include:
the first acquisition module is used for acquiring stress response and displacement response of the cantilever truss;
the determining module is used for determining the stress monitoring position of the cantilever truss of the temporary hinging scheme according to the stress response;
the second acquisition module is used for acquiring stress actual measurement data of the cantilever truss of the temporary hinging scheme;
the estimating module is used for estimating the actual stress data of the cantilever truss of the delayed connection scheme according to the stress response and the displacement response;
the first adjusting module is used for adjusting the earliest closing time based on the stress actual data or the stress actual data of the cantilever truss;
and the second adjusting module is used for evaluating the rigidity of the temporary structure in real time based on the horizontal displacement monitoring and adjusting the latest folding moment.
The specific steps in which the respective modules perform the operations in the apparatus of the above embodiments have been described in detail in the embodiments related to the method, and will not be explained in detail here. The various modules in the monitoring device described above may be implemented in whole or in part by software, hardware, and combinations thereof. The above modules may be embedded in hardware or may be independent of a processor in the computer device, or may be stored in software in a memory in the computer device, so that the processor may call and execute operations corresponding to the above modules.
It is to be understood that the same or similar parts in the above embodiments may be referred to each other, and that in some embodiments, the same or similar parts in other embodiments may be referred to.
It should be noted that in the description of the present application, the terms "first," "second," and the like are used for descriptive purposes only and are not to be construed as indicating or implying relative importance. Furthermore, in the description of the present application, unless otherwise indicated, the meaning of "plurality" means at least two.
Any process or method descriptions in flow charts or otherwise described herein may be understood as representing modules, segments, or portions of code which include one or more executable instructions for implementing specific logical functions or steps of the process, and further implementations are included within the scope of the preferred embodiment of the present application in which functions may be executed out of order from that shown or discussed, including substantially concurrently or in reverse order, depending on the functionality involved, as would be understood by those reasonably skilled in the art of the embodiments of the present application.
It is to be understood that portions of the present application may be implemented in hardware, software, firmware, or a combination thereof. In the above-described embodiments, the various steps or methods may be implemented in software or firmware stored in a memory and executed by a suitable instruction execution system. For example, if implemented in hardware, as in another embodiment, may be implemented using any one or combination of the following techniques, as is well known in the art: discrete logic circuits having logic gates for implementing logic functions on data signals, application specific integrated circuits having suitable combinational logic gates, programmable Gate Arrays (PGAs), field Programmable Gate Arrays (FPGAs), and the like.
Those of ordinary skill in the art will appreciate that all or a portion of the steps carried out in the method of the above-described embodiments may be implemented by a program to instruct related hardware, where the program may be stored in a computer readable storage medium, and where the program, when executed, includes one or a combination of the steps of the method embodiments.
In addition, each functional unit in each embodiment of the present application may be integrated in one processing module, or each unit may exist alone physically, or two or more units may be integrated in one module. The integrated modules may be implemented in hardware or in software functional modules. The integrated modules may also be stored in a computer readable storage medium if implemented in the form of software functional modules and sold or used as a stand-alone product.
The above-mentioned storage medium may be a read-only memory, a magnetic disk or an optical disk, or the like.
In the description of the present specification, a description referring to terms "one embodiment," "some embodiments," "examples," "specific examples," or "some examples," etc., means that a particular feature, structure, material, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of the present application. In this specification, schematic representations of the above terms do not necessarily refer to the same embodiments or examples. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples.
Although embodiments of the present application have been shown and described above, it will be understood that the above embodiments are illustrative and not to be construed as limiting the application, and that variations, modifications, alternatives, and variations may be made to the above embodiments by one of ordinary skill in the art within the scope of the application.
Claims (8)
1. The construction monitoring method for the cantilever truss of the super high-rise structure is characterized by comprising the following steps of:
acquiring stress response and displacement response of the cantilever truss;
determining the stress monitoring position of the cantilever truss of the temporary hinging scheme according to the stress response, and acquiring the stress actual measurement data of the cantilever truss of the temporary hinging scheme;
estimating stress actual data of the cantilever truss of the delayed connection scheme according to the stress response and the displacement response;
the earliest folding moment is adjusted based on stress actual measurement data or stress actual data of the cantilever truss, and the method comprises the following steps:
determining a stress threshold, wherein the stress threshold is a maximum value in the maximum combined stress values of all cantilever truss stress monitoring rods under the load combined working condition at the construction stage;
adjusting the earliest closing time according to the stress threshold and the stress actual data or the stress actual data;
monitoring the stress of the cantilever truss and adjusting the earliest closing moment in real time based on a stress threshold;
obtaining the maximum combined stress C of the key rod piece at the moment t under the load working condition of U construction stages through construction simulation analysis S Taking the stress maximum value of L key rods in the same construction stage as a stress threshold value
Further obtaining a cantilever truss stress threshold matrix which changes along with the construction stage>
In the middle of
The maximum combined stress of the cantilever truss rod piece under the construction stage and the load working condition of the u-th load is obtained; c (C) Sl (t) the maximum combined stress of the first key rod piece in the construction stage under the load working conditions of U construction stages at the moment t; in->
The stress threshold value of the cantilever truss rod piece in the mth construction stage is m=1, 2, … and M;
if the temporary hinging and rigid connection scheme is adopted, real-time stress monitoring data along with the construction progress is compared with a threshold curve, if the real-time stress monitoring data exceeds a stress threshold, a construction scheme of delayed folding of the cantilever truss is adopted, and if the real-time stress monitoring data of the cantilever truss is lower than the stress threshold, early closing of the cantilever truss is adopted; if a delay connection scheme is adopted, firstly carrying out stress response estimation on the cantilever truss based on the vertical displacement monitoring data, if the stress response estimation value exceeds a stress threshold value, continuing to delay connection, and if the stress response estimation value is lower than the stress threshold value, connecting in advance;
the calculation process of the maximum combined stress of each rod piece of the cantilever truss specifically comprises the following steps:
calculating combined stress values C at 4 positions of any section of each rod unit b1 、C b2 、C b3 、C b4 Determining the maximum combined stress C of the cross section by taking the maximum value bm ：
Wherein the axial stress in the axial direction of the unit local coordinate system is shown in the formula; gamma ray y Is a bending stress which varies along the y-axis direction of the local coordinate system of the unit; gamma ray z Is a bending stress which varies along the z-axis direction of the local coordinate system of the unit;
calculating the combined stress of the rod units of each cantilever truss at the two ends i and j and the sections 1/4, 1/2 and 3/4 to obtain the maximum combined stress of the rod at the 5 positions respectively, and further obtaining the maximum combined stress C of the rod of the single cantilever truss:
C＝max{C bm(i) C bm(1/4) C bm(1/2) C bm(3/4) C bm(j) }
wherein C is bm(i) The maximum combined stress of the rod element unit at the i end; c (C) bm(j) Maximum combined stress of the rod element unit at the j end; c (C) bm(1/4) Maximum combined stress at 1/4 section of the rod unit; c (C) bm(1/2) Maximum combined stress at 1/2 section of the rod unit; c (C) bm(3/4) Maximum combined stress at 3/4 section of the rod unit;
and (5) evaluating the rigidity of the temporary structure in real time based on the horizontal displacement monitoring, and adjusting the latest folding moment.
2. The method of claim 1, wherein the obtaining the stress response and the displacement response of the outrigger truss comprises:
determining the maximum combined stress of each rod piece of the cantilever truss as stress response;
and determining displacement difference response according to the displacement of the two ends of each rod piece of the cantilever truss in the vertical direction.
3. The method of any of claims 1-2, wherein determining the boom truss stress monitoring location of a temporary articulation scheme from the stress response comprises:
calculating the maximum combined stress value of all the rods of the cantilever truss according to the stress response;
the rod piece with the maximum stress value is used as a key rod piece of the cantilever truss;
and determining the stress monitoring position of the cantilever truss of the temporary hinging scheme based on the key rod pieces.
4. The method of claim 3, wherein determining the outrigger truss stress monitoring location for the temporary articulation scheme based on the key rod comprises:
determining a corresponding stress limit value according to the current stage;
comparing the stress response of each key rod piece with a stress limit value;
if the stress response of the key rod is below the stress limit, the key rod is not taken as a stress monitoring location.
5. The method of claim 4, wherein determining the corresponding stress limit based on the current stage comprises:
determining corresponding basic working conditions according to the current stage;
if the current stage is a construction stage, dead weight, shrinkage and creep are taken as basic working conditions;
if the current stage is a service stage, taking constant load, live load, shrinkage and creep as basic working conditions;
and taking the stress response of the rod piece under the basic working condition as a stress limit value.
6. The method of any of claims 1-2, wherein estimating stress actual data of the outrigger truss of a delayed connection scheme from the stress response and the displacement response comprises:
determining a mapping relation between stress response and displacement difference response based on a change rule of stress response and displacement response of the cantilever truss;
obtaining displacement actual measurement data of the cantilever truss in the vertical direction;
and estimating the stress actual data of the cantilever truss of the delay connection scheme according to the displacement actual measurement data and the mapping relation.
7. The method according to any one of claims 1-2, wherein the real-time assessment of temporary structural stiffness based on horizontal displacement monitoring comprises:
calculating the maximum interlayer displacement angle of the temporary structure and the occurrence position of the maximum interlayer displacement angle of the temporary structure in a plurality of construction stages through construction simulation analysis, and setting the maximum interlayer displacement angle as a horizontal displacement monitoring point;
and measuring structural displacement by using a total station to obtain structural horizontal displacement under real-time wind load, and calculating an actual interlayer displacement angle for evaluating the temporary structural rigidity.
8. An ultra-high-rise cantilever truss construction monitoring device adopting the ultra-high-rise cantilever truss construction monitoring method according to any one of claims 1 to 7, characterized by comprising:
the first acquisition module is used for acquiring stress response and displacement response of the cantilever truss;
the determining module is used for determining the stress monitoring position of the cantilever truss of the temporary hinging scheme according to the stress response;
the second acquisition module is used for acquiring stress actual measurement data of the cantilever truss of the temporary hinging scheme;
the estimating module is used for estimating the actual stress data of the cantilever truss of the delayed connection scheme according to the stress response and the displacement response;
the first adjusting module is used for adjusting the earliest closing time based on the stress actual data or the stress actual data of the cantilever truss;
and the second adjusting module is used for evaluating the rigidity of the temporary structure in real time based on the horizontal displacement monitoring and adjusting the latest folding moment.
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