CN113338533B - Deformation control method for plate type bidirectional bearing keel frame - Google Patents

Deformation control method for plate type bidirectional bearing keel frame Download PDF

Info

Publication number
CN113338533B
CN113338533B CN202110732015.7A CN202110732015A CN113338533B CN 113338533 B CN113338533 B CN 113338533B CN 202110732015 A CN202110732015 A CN 202110732015A CN 113338533 B CN113338533 B CN 113338533B
Authority
CN
China
Prior art keywords
truss
keel frame
plate
bearing keel
main
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Active
Application number
CN202110732015.7A
Other languages
Chinese (zh)
Other versions
CN113338533A (en
Inventor
徐永斌
付波
孙浩
潘涛
俞柏良
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Hangzhou Jingge Construction Technology Co ltd
Original Assignee
Hangzhou Jingge Construction Technology Co ltd
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Hangzhou Jingge Construction Technology Co ltd filed Critical Hangzhou Jingge Construction Technology Co ltd
Priority to CN202110732015.7A priority Critical patent/CN113338533B/en
Publication of CN113338533A publication Critical patent/CN113338533A/en
Application granted granted Critical
Publication of CN113338533B publication Critical patent/CN113338533B/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Images

Classifications

    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
    • E04C3/04—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of metal
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B5/00—Floors; Floor construction with regard to insulation; Connections specially adapted therefor
    • E04B5/16—Load-carrying floor structures wholly or partly cast or similarly formed in situ
    • E04B5/32—Floor structures wholly cast in situ with or without form units or reinforcements
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F17/00—Digital computing or data processing equipment or methods, specially adapted for specific functions
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/10—Geometric CAD
    • G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads

Landscapes

  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Physics & Mathematics (AREA)
  • Theoretical Computer Science (AREA)
  • Structural Engineering (AREA)
  • Civil Engineering (AREA)
  • Databases & Information Systems (AREA)
  • General Physics & Mathematics (AREA)
  • General Engineering & Computer Science (AREA)
  • Software Systems (AREA)
  • Mathematical Physics (AREA)
  • Data Mining & Analysis (AREA)
  • Electromagnetism (AREA)
  • Rod-Shaped Construction Members (AREA)

Abstract

The invention discloses a deformation control method of a plate type bidirectional bearing keel frame. The two-way bearing keel frame comprises a plate type two-way bearing keel frame, a main truss and a secondary truss, wherein the main truss and the secondary truss are arranged in the vertical direction, and both comprise truss upper and lower chord sectional materials and truss diagonal web members; the upper chord section and the lower chord section of the truss are connected through a W-shaped truss diagonal web member; the primary plane truss and the secondary plane truss are arranged in a bidirectional vertical crossing manner to form truss grids; adopting steel materials, firstly obtaining three rigidity of the plate type bidirectional bearing keel frame; then the plate type bidirectional bearing keel frame is regarded as an orthogonal anisotropic plate, and the maximum plate deflection of the plate type bidirectional bearing keel frame is obtained through processing; and comparing the maximum deflection of the plate with the first preset deflection threshold and the second preset deflection threshold to further regulate and control the deformation of the plate type bidirectional bearing keel frame. The invention has the advantages of high industrialization degree, standardized materials, wide product application range, reduced cost, solving the deflection control problem of the bidirectional bearing truss, solving the engineering efficiency problem and realizing the deflection calculation and control of bidirectional anisotropy.

Description

Deformation control method for plate type bidirectional bearing keel frame
Technical Field
The invention belongs to a bidirectional bearing truss in the technical field of constructional engineering, and particularly relates to a deformation control method for a plate type bidirectional bearing keel frame.
Background
In the technical field of existing building engineering, in order to have a certain out-of-plane bending-resistant bearing capacity, various plate-type members are mostly formed by combining metal wires and bonding materials (such as reinforced concrete floors and the like) or by arranging various keel forms (such as walls formed by combining light steel keels and cladding panels and the like), and the processing and forming of the plate-type members are complex.
In a reinforced concrete floor, reinforcing steel bars and concrete need to be connected into a combined member by the bond strength of the concrete, so that a plate member with bending resistance is formed and is used for bearing external load. In the reinforced concrete floor, the steel bars have no good bending resistance, the bearing capacity cannot be provided before the concrete does not reach the strength, a template system is required to be arranged in the construction stage for pouring and smashing the floor concrete, and the construction process is complex.
In other plate type components with keels, the keels are mostly C-shaped, I-shaped, □ -shaped or Z-shaped thin-wall rod pieces, and the keels are mostly stressed in one direction, so that bidirectional bearing is not easy to realize, the stress performance is poor, and the manufacturing cost is high.
In addition, in the processes of main structure construction and floor slab concrete pouring, the formwork system can generate certain vertical deflection under the action of construction load, and the excessive deflection can affect the safety of the construction stage and the smoothness of the floor slab concrete, so that the deformation of the formwork system under the action of the construction load needs to be controlled.
Disclosure of Invention
In order to solve the existing problems, the invention provides a deformation control method of a light plate type bidirectional bearing keel frame, which solves the technical problem that an analysis result needs to be obtained by modeling in the prior art, and the calculation result and the numerical analysis result of the method are basically close to each other, so that the practicability is high.
The technical scheme of the invention is as follows:
to the board-like two-way keel frame that bears, the board-like two-way keel frame that bears all adopts steel material:
1) firstly, the following formula is adopted to process and obtain three-term rigidity D of the plate type bidirectional bearing keel frame1、D2And D3：
Figure BDA0003140161630000011
Figure BDA0003140161630000012
Figure BDA0003140161630000021
In the formula:
e, the elastic modulus of steel adopted by the plate type bidirectional bearing keel frame;
A1-the cross-sectional area of the truss upper chord section and the truss lower chord section of the main truss;
h1-the main truss height;
a1-the spacing between two adjacent ones of the primary planar trusses;
D1、D2and D3-a first, second, third stiffness of the truss;
A2-the cross-sectional area of the truss upper chord section and the truss lower chord section of the sub-truss;
h2-a sub-truss height;
a2-the spacing between two adjacent ones of the sub-planar trusses;
2) then the plate-type bidirectional bearing keel frame is regarded as an orthotropic plate, and the maximum plate deflection w of the plate-type bidirectional bearing keel frame is obtained by respectively processing the following two conditionsmax：
2.1) when the length a of the plate type bidirectional bearing keel frame along the length direction of the main truss is not equal to the length b of the plate type bidirectional bearing keel frame along the length direction of the secondary truss, namely a is not equal to b, the deflection of the center of the plate type bidirectional bearing keel frame is obtained according to the following formula and is used as the maximum deflection w of the platemax：
Figure BDA0003140161630000022
Figure BDA0003140161630000023
In the formula: q is the uniform load born by the whole plate type bidirectional bearing keel frame;
a. b, the lengths of the plate type bidirectional bearing keel frame along the length direction of the main truss and the length direction of the secondary truss respectively;
m and n respectively represent a first calibration parameter and a second calibration parameter;
Bmn-an intermediate item parameter;
2.2) when the length a of the plate type bidirectional bearing keel frame along the length direction of the main truss is equal to the length b of the plate type bidirectional bearing keel frame along the length direction of the secondary truss, namely a is equal to b, processing according to the following formula to obtain the additional deflection w caused by shearing deformations：
Figure BDA0003140161630000024
Figure BDA0003140161630000025
Figure BDA0003140161630000031
Figure BDA0003140161630000032
Figure BDA0003140161630000033
Figure BDA0003140161630000034
Figure BDA0003140161630000035
Then the deflection of the right center of the plate type bidirectional bearing keel frame and the additional deflection w caused by shearing deformation are carried outsThe maximum deflection w of the plate is obtained by superpositionmax：
Figure BDA0003140161630000036
In the formula (I), the compound is shown in the specification,
S1and S2-bending stiffness of the truss diagonal web members of the primary and secondary trusses;
θ1、θ2-the acute angle between the single diagonal web members of the primary and secondary trusses and the truss lower chord profile;
Aw1and Aw2-the cross-sectional area of the truss soffit rods of the primary and secondary trusses;
b1and b2The lengths of the single diagonal web members of the main truss and the secondary truss projected onto the truss lower chord section respectively;
3) maximum deflection w of the platemaxAnd comparing the first preset deformation threshold value with the second preset deformation threshold value to further regulate and control the deformation of the plate type bidirectional bearing keel frame, wherein the first preset deformation threshold value is greater than the second preset deformation threshold value, and the comparison is as follows:
maximum deflection w of the platemaxWhen the deformation is larger than or equal to a first preset deformation threshold value, increasing the distance a between two adjacent main trusses1Height h of main truss1And cross-sectional area A of truss diagonal web member of main trussw1One or more of them;
maximum deflection w of the platemaxWhen the deformation is larger than or equal to the second preset deformation threshold and smaller than the first preset deformation threshold, the deformation of the plate type bidirectional bearing keel frame is in an acceptable range, and the construction size is not adjusted;
maximum deflection w of the platemaxWhen the deformation is smaller than a second preset deformation threshold value, the distance a between two adjacent main trusses is reduced1Height h of main truss1And cross-sectional area A of truss diagonal web member of main trussw1One or more of them.
The plate-type bidirectional bearing keel frame mainly comprises a main truss arranged in an extending mode along a first direction and a secondary truss arranged in an extending mode along a second direction, wherein the first direction and the second direction are on the same plane and are perpendicular to each other, the main truss and the secondary truss are identical in structure and respectively comprise a truss upper chord section, a truss lower chord section and a truss diagonal web member; the truss upper chord section and the truss lower chord section are respectively arranged in parallel at intervals from top to bottom, the truss upper chord section and the truss lower chord section are connected through a plurality of diagonal web members, and the plurality of diagonal web members are sequentially arranged end to end along the directions of the truss upper chord section and the truss lower chord section to form a W shape, so that the truss diagonal web members are formed;
the main plane trusses and the secondary plane trusses are arranged in parallel at equal intervals along the second direction to form a main plane truss, the secondary plane trusses are arranged in parallel at equal intervals along the first direction to form a secondary plane truss, the main plane truss and the secondary plane trusses are arranged in a bidirectional vertical crossing mode to form a truss grid, each secondary truss of the secondary plane truss is arranged between the truss upper chord section and the truss lower chord section of each main truss of the main plane truss in a penetrating mode, and the main plane truss and the secondary plane truss are stressed in a coordinated mode to form a plate type bidirectional bearing keel frame to bear external loads together.
The main plane truss and the secondary plane truss are arranged in a bidirectional vertical crossing manner, the height sizes of the two plane trusses are different, each secondary truss of the secondary plane truss with the smaller height penetrates through the truss upper chord section and the truss lower chord section which are positioned at the W-shaped wave crest and the wave trough of the truss diagonal web member of each main truss of the main plane truss with the larger height, so that the truss upper chord sections of the two plane trusses are welded and fixed, and the truss lower chord sections of the two plane trusses are welded and fixed, so that the stable light plate type bidirectional bearing keel frame is formed.
Preferably, the truss upper chord section and the truss lower chord section which form the light plate type bidirectional bearing keel frame are small-section sections (steel bars, round tubes, rectangular tubes and the like) made of steel or other metal materials.
Preferably, the truss diagonal web members constituting the lightweight plate type bidirectional load-bearing keel frame are continuously bent into a plane W shape by using steel bars (or other continuous linear metal materials).
Preferably, the trusses of both directions intersect at 90 degrees, the point of intersection being chosen where the truss diagonal web members connect to the upper or lower chord.
Preferably, at the intersection of the trusses in two directions, the truss upper chord section in one direction is welded (other reliable connections can be adopted) with the truss upper chord section in the other direction, and the truss lower chord section is welded (other reliable connections can be adopted) with the truss lower chord section.
In the main truss, the wave crest of the truss diagonal web member W-shaped is connected to the side surface of the truss upper chord section bar; in the secondary truss, the wave crest of the truss diagonal web member W shape is connected to the bottom surface of the truss upper chord section bar; the secondary trusses of the secondary plane truss are respectively connected between truss upper chord sectional materials and truss lower chord sectional materials at the wave crests of the truss diagonal web members W-shaped in the main truss.
The truss upper chord section, the truss lower chord section and the truss diagonal web members in the truss are all made of steel.
The main truss and the secondary truss are formed by bending and welding three continuous steel bars, the truss upper chord section and the truss lower chord section are made of straight steel bars, and the truss diagonal web members are formed by bending the straight steel bars in a W shape.
The technical principle and the beneficial effects of the invention are embodied in that:
1. the industrialization degree is high: the upper and lower chord section bars, the diagonal web member steel bars, the truss and the bidirectional truss of the truss all belong to automatic production component members, and can be industrially manufactured in batches.
2. Material standardization: the materials of the upper and lower chord section bars of the truss, the diagonal web member reinforcing steel bars and the like can be selected from the existing standard materials in the market for combination, and standardized products are formed by the standardized materials.
3. The product has wide application range: the light plate type bidirectional bearing keel frame can be used for basic trusses of various plate type components which need to provide rigidity in and out of surfaces, such as floor slabs, wall plates, platform plates, stairs and the like.
4. The cost is reduced: the light truss has excellent stress performance, can be stressed cooperatively after being formed into the bidirectional truss, has higher bearing capacity and better economy, and can integrally reduce the keel cost of the plate-type component.
5. The problem that the deflection of the bidirectional bearing truss is difficult to obtain and the shape of the bidirectional bearing truss is adjusted is solved, the problem that designers need to use software to perform modeling calculation on the engineering efficiency is solved, the calculation and deformation adjustment can be performed when the lengths and the sizes of the bidirectional chord member and the web member of the bidirectional bearing truss are different, and bidirectional anisotropic deflection processing and corresponding deformation regulation and control are achieved.
Drawings
Fig. 1 is a schematic view of a main truss (with a larger height) constituting a lightweight plate type bidirectional load-bearing keel frame;
fig. 2 is a schematic view of a sub-truss (smaller in height) constituting a lightweight plate type bidirectional load-bearing keel frame;
FIG. 3 is an elevation view of a lightweight slab-type bi-directional load-bearing keel frame;
fig. 4 is a sectional view taken along line a-a of fig. 3.
Fig. 5 is a schematic view of the truss height and the length of the diagonal web members projected to the horizontal.
In the figure: 1. truss upper chord sections; 2. truss lower chord section bars; 3. truss diagonal web members; 4. truss upper chord section bar (truss in the other direction); 5. truss lower chord section bar (truss in the other direction); 6. truss diagonal web members (truss in the other direction).
Detailed Description
The invention is further described with reference to the following figures and embodiments.
The embodiment of the invention and the specific steps are as follows:
as shown in fig. 3 and 4, the plate-type bidirectional load-bearing keel frame mainly comprises a main truss arranged to extend along a first direction and a secondary truss arranged to extend along a second direction, wherein the first direction and the second direction are on the same plane and are perpendicular to each other, and the main truss and the secondary truss are the same in structure and comprise a truss upper chord section 1/4, a truss lower chord section 2/5 and a truss diagonal web 3/6 as shown in fig. 1 and 2; truss upper chord section 1/4 and truss lower chord section 2/5 are chord members, truss upper chord section 1/4 and truss lower chord section 2/5 are arranged in parallel up and down at intervals, truss upper chord section 1/4 and truss lower chord section 2/5 are connected through a plurality of diagonal web members, and the plurality of diagonal web members are sequentially arranged end to end along the directions of truss upper chord section 1/4 and truss lower chord section 2/5 to form a W shape, so that truss diagonal web members 3/6 are formed; the truss is formed by welding a continuous linear metal section as an upper truss chord, a continuous bent W-shaped web member reinforcing steel bar and a continuous linear metal section as a lower truss chord.
In a specific implementation, the truss diagonal web members 3/6 are formed by bending the diagonal web members into a whole.
The main plane trusses and the secondary plane trusses are arranged in parallel at equal intervals along the second direction to form a secondary plane truss, the main plane truss and the secondary plane truss are formed by the trusses arranged in parallel at equal intervals along the first direction, the main plane truss and the secondary plane truss are arranged in a bidirectional vertical crossing mode to form a truss grid, each secondary truss of the secondary plane truss is installed between the truss upper chord section bar 1 and the truss lower chord section bar 2 of each main truss of the main plane truss in the same second direction in an inserting mode, and the main plane truss and the secondary plane truss are stressed in a coordinated mode to form a plate type bidirectional bearing keel frame to bear external loads jointly.
The main plane truss and the secondary plane truss are arranged in a bidirectional vertical crossing manner, and are formed by different truss heights in two directions, wherein the main truss in one direction is larger in section height, the secondary truss in the other direction is smaller in section height, and the secondary truss with the smaller section height penetrates through the space between the upper chord and the lower chord of the main truss with the larger section height. The two plane trusses are different in height and size, namely the main truss and the secondary truss are different in height and size, each secondary truss of the secondary plane truss with the smaller height penetrates through the truss upper chord section and the truss lower chord section which are positioned at the W-shaped wave crest and wave trough of the truss diagonal web member 3/6 of each main truss of the main plane truss with the larger height, so that the truss upper chord sections of the two plane trusses are welded and fixed, and the truss lower chord sections of the two plane trusses are welded and fixed, so that the stable light plate type bidirectional bearing keel frame is formed.
On the assembly platform, the light trusses with large height are arranged in parallel according to a fixed distance, in the other direction, the secondary trusses with small height penetrate through the fixed upper chord and the lower chord of the main truss with large height, and the upper chord and the lower chord of the trusses in the two directions are respectively welded and fixed (or reliably connected in other modes) to form the stable light plate type bidirectional bearing keel frame.
The invention adopts metal materials such as small-section sectional materials, reinforcing steel bars, laths and the like as the chords of the truss, a single reinforcing steel bar is bent into a W shape to form the oblique web member of the truss, and the two chords and the oblique web member of the W-shaped truss between the two chords are connected to form the light truss with the small section.
As shown in fig. 1, in the main truss, wave crests of truss diagonal web members 3W are welded and connected to the side surface of a truss upper chord section 1, and wave troughs of truss diagonal web members 3W are welded and connected to the top surface of a truss lower chord section 2; as shown in fig. 2, in the sub-truss, the wave crests of the truss diagonal web members 3W are welded to the bottom surface of the truss upper chord section 4, and the wave troughs of the truss diagonal web members 3W are welded to the top surface of the truss lower chord section 5.
As shown in fig. 3, the sub-trusses of the sub-planar truss are respectively connected between the truss upper chord section 1 and the truss lower chord section 2 at the wave crest of the truss diagonal web member 3W type in the main truss, the number of the sub-trusses of the sub-planar truss is consistent with the number of the wave crests of the truss diagonal web member 3W type in the main truss and corresponds to one another one by one, the truss upper chord section 4 of the sub-truss is welded to the bottom surface of the truss upper chord section 1 at the wave crest of the truss diagonal web member 3W type in the main truss, and the truss lower chord section 5 of the sub-truss is welded to the top surface of the truss lower chord section 2 at the wave crest of the truss diagonal web member 3W type in the main truss.
The height of the truss, the section specifications of the upper chord, the lower chord and the web member, and the arrangement distance between the trusses are all variable and adjustable, so that the trusses with different bearing capacities can be conveniently combined.
In specific implementation, the main truss and the secondary truss are respectively formed by bending and welding three continuous steel bars, the truss upper chord section 1/4 and the truss lower chord section 2/5 are respectively made of straight steel bars, and the truss diagonal web members 3/6 are formed by bending the straight steel bars in a W shape. The automatic production of being convenient for can be according to the board-like component adjustment of difference. The upper chord steel bars and the lower chord steel bars of the truss in the two directions are respectively welded and connected at contact points to form a well-shaped arranged steel bar net rack.
The reinforcing steel bars on the primary and secondary trusses can bear the vertical load in the construction stage before concrete or other filling materials are poured and tamped, and can be used as reinforcing steel bars in the use stage of the plate-type member after the concrete reaches the strength, so that the reinforcing steel bars and the concrete can bear the load in the use stage together, and the reinforcing steel bar net rack can also bear the load.
The main truss and the secondary truss are at the intersection, and the chord member reinforcing steel bars of the trusses are respectively and reliably connected, so that a reinforcing steel bar net rack capable of bearing load is formed. The primary and secondary trusses share the vertical load, the secondary trusses can effectively avoid the lateral instability of the chord members of the primary trusses, and the uneven stress between the primary trusses which are arranged in parallel can be coordinated.
In the concrete implementation, the bottom and the periphery of the reinforcing steel bar net rack are provided with connecting pieces for fixing templates at the bottom and the periphery. The templates are reliably connected with the primary and secondary trusses, and a scaffold is not required to be arranged to bear the load during concrete pouring and tamping. The rebar grid can be used in combination with a variety of forms, including removable reusable forms and fixed non-removable forms. For removable and reusable templates, the connection between the templates and the truss can be released after the concrete reaches the strength, and the templates and the connecting pieces can be removed for recycling.
The plate-type bidirectional bearing keel frame can solve the self stability problem through mutual restraint of self rods, provides reliable bearing capacity and rigidity, can replace measures such as a template and a support frame in a cast-in-place concrete plate, and can provide a construction scheme of a more convenient and reliable complex folded plate type plate member.
To the board-like two-way keel frame that bears, the board-like two-way keel frame that bears all adopts steel material:
1) firstly, the following formula is adopted to process and obtain three-term rigidity D of the plate type bidirectional bearing keel frame1、D2And D3：
Figure BDA0003140161630000071
Figure BDA0003140161630000072
Figure BDA0003140161630000073
In the formula:
e, the elastic modulus of steel adopted by the plate type bidirectional bearing keel frame;
A1the cross-sectional areas of the truss upper chord section 1 and the truss lower chord section 2 of the main truss;
h1-the main truss height;
a1-the spacing between two adjacent ones of the primary planar trusses;
D1、D2and D3-a first, second, third stiffness of the truss;
A2the cross-sectional areas of the truss upper chord section 4 and the truss lower chord section 5 of the sub-truss;
h2-a sub-truss height;
a2-the spacing between two adjacent ones of the sub-planar trusses;
2) then the plate type bidirectional bearing keel frame is regarded as an orthotropic plate, and the maximum deflection w of the plate type bidirectional bearing keel frame is obtained by respectively processing the following two conditionsmax：
2.1) when the length a of the plate-type bidirectional bearing keel frame along the length direction of the main truss is not equal to the length b of the plate-type bidirectional bearing keel frame along the length direction of the sub-truss, namely a is not equal to b, the deflection of the center of the plate-type bidirectional bearing keel frame is obtained according to the following formula and is used as the maximum deflection w of the platemax：
Figure BDA0003140161630000081
Figure BDA0003140161630000082
In the formula: q is the uniform load born by the whole plate type bidirectional bearing keel frame;
a. b, the lengths of the plate type bidirectional bearing keel frame along the length direction of the main truss and the length direction of the secondary truss respectively;
m and n respectively represent a first calibration parameter and a second calibration parameter, and positive odd numbers are respectively taken;
Bmn-an intermediate item parameter;
2.2) when the length a of the plate type bidirectional bearing keel frame along the length direction of the main truss is equal to the length b of the plate type bidirectional bearing keel frame along the length direction of the secondary truss, namely a is equal to b, processing according to the following formula to obtain the additional deflection w caused by shearing deformations：
Figure BDA0003140161630000083
Figure BDA0003140161630000084
Figure BDA0003140161630000085
Figure BDA0003140161630000086
Figure BDA0003140161630000087
Figure BDA0003140161630000091
Figure BDA0003140161630000092
Then the deflection of the right center of the plate type bidirectional bearing keel frame and the additional deflection w caused by shearing deformation are carried outsThe maximum deflection w of the plate is obtained by superpositionmax：
Figure BDA0003140161630000093
In the formula (I), the compound is shown in the specification,
S1and S2-bending stiffness of the truss diagonal web members of the primary and secondary trusses;
θ1、θ2-the acute angle between the single diagonal web members of the primary and secondary trusses and the truss lower chord profile;
Aw1and Aw2-the cross-sectional area of the truss soffit rods of the primary and secondary trusses;
b1and b2The lengths of the individual diagonal web members of the main truss and the secondary truss, respectively, projected onto truss bottom chord section 2/5, are shown in fig. 5;
3) maximum deflection w of the platemaxAnd comparing the first preset deformation threshold value with the second preset deformation threshold value to further regulate and control the deformation of the plate type bidirectional bearing keel frame, wherein the first preset deformation threshold value is greater than the second preset deformation threshold value, and the comparison is as follows:
maximum deflection w of the platemaxWhen the deformation is larger than or equal to a first preset deformation threshold value, increasing the distance a between two adjacent main trusses1Height h of main truss1And cross-sectional area A of truss diagonal web member of main trussw1One or more of them;
maximum deflection w of the platemaxWhen the deformation is larger than or equal to the second preset deformation threshold and smaller than the first preset deformation threshold, the deformation of the plate type bidirectional bearing keel frame is in an acceptable range, and the structural size can not be adjusted;
maximum deflection w of the platemaxWhen the deformation is smaller than a second preset deformation threshold value, the distance a between two adjacent main trusses is reduced1Height h of main truss1And cross-sectional area A of truss diagonal web member of main trussw1One or more of them.
Maximum deflection w of the platemaxWhen the deformation deflection is larger than the deformation threshold, the designed plate type bidirectional bearing keel frame needs to be reinforced, and particularlyThe adjustment may be by increasing the area of the chords or web members, or by increasing the truss height. Calculating according to the adjusted result until the maximum deflection w of the plate is calculatedmaxThe deformation flexibility of the steel plate is lower than a deformation threshold value, and the requirement is met.
The plate type bidirectional bearing truss of the specific embodiment is subjected to uniform load of 2.88kN/m2, the elastic modulus of the used steel is 206000MPa, the lengths a and b in the x direction and the y direction of the plate correspond to the plate lengths in the following table respectively, the truss intervals are 200mm, the chord members are round tubes with the diameter of 8mm, the web members are round tubes with the diameter of 4mm, and the truss height is 82mm, wherein the comparison results are shown in the following table.
TABLE 1 comparison of formula-calculated deflection and model calculation results under different plate length combinations
Figure BDA0003140161630000101
According to the calculation results, the relative error is basically kept within 10%, and the relative error of individual results can be kept within 5%.

Claims (5)

1. A deformation control method of a plate-type bidirectional bearing keel frame is characterized by comprising the following steps:
to the board-like two-way keel frame that bears, the board-like two-way keel frame that bears all adopts steel material:
1) firstly, the following formula is adopted to process and obtain three-term rigidity D of the plate type bidirectional bearing keel frame1、D2And D3：
Figure FDA0003574784520000011
Figure FDA0003574784520000012
Figure FDA0003574784520000013
In the formula:
e, the elastic modulus of steel adopted by the plate type bidirectional bearing keel frame;
A1-the cross-sectional area of the truss upper chord profile (1) and the truss lower chord profile (2) of the main truss;
h1-the main truss height;
a1-the spacing between two adjacent ones of the primary planar trusses;
D1、D2and D3-a first, second, third stiffness of the truss;
A2-the cross-sectional area of the truss upper chord section (4) and the truss lower chord section (5) of the sub-truss;
h2-a sub-truss height;
a2-the spacing between two adjacent ones of the sub-planar trusses;
2) then the plate-type bidirectional bearing keel frame is regarded as an orthotropic plate, and the maximum plate deflection w of the plate-type bidirectional bearing keel frame is obtained by respectively processing the following two conditionsmax：
2.1) when the length a of the plate type bidirectional bearing keel frame along the length direction of the main truss is not equal to the length b of the plate type bidirectional bearing keel frame along the length direction of the secondary truss, namely a is not equal to b, the deflection of the center of the plate type bidirectional bearing keel frame is obtained according to the following formula and is used as the maximum deflection w of the platemax：
Figure FDA0003574784520000014
Figure FDA0003574784520000015
In the formula: q is the uniform load born by the whole plate type bidirectional bearing keel frame;
a. b, the lengths of the plate type bidirectional bearing keel frame along the length direction of the main truss and the length direction of the secondary truss respectively;
m and n respectively represent a first calibration parameter and a second calibration parameter;
Bmn-an intermediate item parameter;
2.2) when the length a of the plate type bidirectional bearing keel frame along the length direction of the main truss is equal to the length b of the plate type bidirectional bearing keel frame along the length direction of the secondary truss, namely a is equal to b, processing according to the following formula to obtain the additional deflection w caused by shearing deformations：
Figure FDA0003574784520000021
Figure FDA0003574784520000022
Figure FDA0003574784520000023
Figure FDA0003574784520000024
Figure FDA0003574784520000025
Figure FDA0003574784520000026
Figure FDA0003574784520000027
Then the plate-type bidirectional load-bearing keel framePositive central deflection and additional deflection w due to shear deformationsThe maximum deflection w of the plate is obtained by superpositionmax：
Figure FDA0003574784520000028
In the formula (I), the compound is shown in the specification,
S1and S2-bending stiffness of the truss diagonal web members of the primary and secondary trusses;
θ1、θ2-the acute angle between the single diagonal web members of the primary and secondary trusses and the truss lower chord profile;
Aw1and Aw2-the cross-sectional area of the truss soffit rods of the primary and secondary trusses;
b1and b2-the length of the single diagonal web members of the primary and secondary trusses, respectively, projected onto the truss lower chord profile (2/5);
3) maximum deflection w of the platemaxAnd comparing the first preset deformation threshold value with the second preset deformation threshold value to further regulate and control the deformation of the plate type bidirectional bearing keel frame, wherein the first preset deformation threshold value is greater than the second preset deformation threshold value, and the comparison is as follows:
maximum deflection w of the platemaxWhen the deformation is larger than or equal to a first preset deformation threshold value, increasing the distance a between two adjacent main trusses1Height h of main truss1And cross-sectional area A of truss diagonal web of main trussw1One or more of them;
maximum deflection w of the platemaxWhen the deformation is larger than or equal to the second preset deformation threshold and smaller than the first preset deformation threshold, the deformation of the plate type bidirectional bearing keel frame is in an acceptable range, and the construction size is not adjusted;
maximum deflection w of the platemaxWhen the deformation is smaller than a second preset deformation threshold value, the distance a between two adjacent main trusses is reduced1Height h of main truss1And cross-sectional area A of truss diagonal web member of main trussw1One or more of them;
the plate-type bidirectional bearing keel frame mainly comprises a main truss arranged in an extending mode along a first direction and a secondary truss arranged in an extending mode along a second direction, wherein the first direction and the second direction are on the same plane and are perpendicular to each other, the main truss and the secondary truss are identical in structure and respectively comprise a truss upper chord section (1/4), a truss lower chord section (2/5) and a truss diagonal web member (3/6); the truss upper chord section (1/4) and the truss lower chord section (2/5) are respectively arranged in an up-down parallel spaced manner, the truss upper chord section (1/4) and the truss lower chord section (2/5) are connected through a plurality of diagonal web members, and the plurality of diagonal web members are sequentially arranged in an end-to-end connection manner along the directions of the truss upper chord section (1/4) and the truss lower chord section (2/5) to form a W shape, so that the truss diagonal web members (3/6) are formed;
the main trusses are arranged in parallel at equal intervals along the second direction to form main plane trusses, the secondary trusses are arranged in parallel at equal intervals along the first direction to form secondary plane trusses, the main plane trusses and the secondary plane trusses are arranged in a bidirectional vertical crossing mode to form truss grids, each secondary truss of each secondary plane truss is arranged between a truss upper chord section (1) and a truss lower chord section (2) of each main truss of the main plane truss in a penetrating mode, and the main plane trusses and the secondary plane trusses are stressed cooperatively to form a plate type bidirectional bearing keel frame to bear external loads jointly.
2. The deformation control method of the plate-type bidirectional load-bearing keel frame according to claim 1, wherein: the main plane truss and the secondary plane truss are arranged in a bidirectional vertical crossing manner, the height sizes of the two plane trusses are different, each secondary truss of the secondary plane truss with the smaller height penetrates through the truss upper chord section and the truss lower chord section which are positioned at the W-shaped wave crest and wave trough of the truss diagonal web member (3/6) of each main truss of the main plane truss with the larger height, so that the truss upper chord sections of the two plane trusses are welded and fixed, and the truss lower chord sections of the two plane trusses are welded and fixed, thereby forming the stable light plate type bidirectional bearing keel frame.
3. The deformation control method of the plate-type bidirectional load-bearing keel frame according to claim 1, wherein: in the main truss, the W-shaped wave crest of the truss diagonal web member (3) is connected to the side surface of the truss upper chord section bar (1); in the secondary truss, the W-shaped wave crest of the truss diagonal web member (3) is connected to the bottom surface of the truss upper chord section bar (4); the secondary trusses of the secondary plane truss are respectively connected between the truss upper chord section (1) and the truss lower chord section (2) at the W-shaped wave crest of the truss diagonal web member (3) in the main truss.
4. The deformation control method of the plate-type bidirectional load-bearing keel frame according to claim 1, wherein: the truss upper chord section (1/4), the truss lower chord section (2/5) and the truss diagonal web members (3/6) in the truss are all made of steel.
5. The deformation control method of the plate-type bidirectional load-bearing keel frame according to claim 1, wherein: the main truss and the secondary truss are formed by bending and welding three continuous steel bars, the truss upper chord section (1/4) and the truss lower chord section (2/5) are all made of straight steel bars, and the truss diagonal web members (3/6) are made of W-shaped bent straight steel bars.
CN202110732015.7A 2021-06-30 2021-06-30 Deformation control method for plate type bidirectional bearing keel frame Active CN113338533B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN202110732015.7A CN113338533B (en) 2021-06-30 2021-06-30 Deformation control method for plate type bidirectional bearing keel frame

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN202110732015.7A CN113338533B (en) 2021-06-30 2021-06-30 Deformation control method for plate type bidirectional bearing keel frame

Publications (2)

Publication Number Publication Date
CN113338533A CN113338533A (en) 2021-09-03
CN113338533B true CN113338533B (en) 2022-05-20

Family

ID=77481831

Family Applications (1)

Application Number Title Priority Date Filing Date
CN202110732015.7A Active CN113338533B (en) 2021-06-30 2021-06-30 Deformation control method for plate type bidirectional bearing keel frame

Country Status (1)

Country Link
CN (1) CN113338533B (en)

Families Citing this family (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN113716287B (en) * 2021-09-22 2023-06-02 宁夏天地西北煤机有限公司 Truss included angle measuring and calculating method and alignment method for movable multi-section truss belt conveyor

Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN109281435A (en) * 2018-11-16 2019-01-29 中建二局安装工程有限公司 A kind of double slope roof trusses of the recessed fish-bellied type of large span and its installation method
CN208995896U (en) * 2018-09-21 2019-06-18 广西大学 Space truss suspension bridge
CN110206223A (en) * 2019-06-12 2019-09-06 杭州森武科技有限公司 A kind of enhanced lightgage steel joist truss of connection stiffness
CN110397200A (en) * 2019-08-07 2019-11-01 杭州铁木辛柯建筑结构设计事务所有限公司 Assembled two-way concrete slab truss floor

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN208995896U (en) * 2018-09-21 2019-06-18 广西大学 Space truss suspension bridge
CN109281435A (en) * 2018-11-16 2019-01-29 中建二局安装工程有限公司 A kind of double slope roof trusses of the recessed fish-bellied type of large span and its installation method
CN110206223A (en) * 2019-06-12 2019-09-06 杭州森武科技有限公司 A kind of enhanced lightgage steel joist truss of connection stiffness
CN110397200A (en) * 2019-08-07 2019-11-01 杭州铁木辛柯建筑结构设计事务所有限公司 Assembled two-way concrete slab truss floor

Non-Patent Citations (2)

* Cited by examiner, † Cited by third party
Title
《一种正交各向异性板的等效各向同性板计算法》;尚仁杰等;《力学与实践》;20090228;第57-60页 *
《四边简支正交各向异性混凝土空心板的一种计算方法》;杨小兵;《建材发展导向（上）》;20191231;第3-4页 *

Also Published As

Publication number Publication date
CN113338533A (en) 2021-09-03

Similar Documents

Publication Publication Date Title
CN101936054B (en) Steel truss web combined PC beam and construction method thereof
CN203320776U (en) Light cast-in-place steel bar truss composite floor
CN113338533B (en) Deformation control method for plate type bidirectional bearing keel frame
CN103061410A (en) Building assembled with prefabricated space frame substructures and construction method thereof
CN211037028U (en) Steel truss and raft foundation
CN110392758B (en) Inverted T-shaped section mixed prestressed concrete beam and panel construction method using same
CN108035470B (en) Floor board and manufacturing method thereof
CN111910811A (en) Rib plate skeleton concrete cast-in-place board
CN112160479A (en) Rib plate skeleton concrete cast-in-place board
CN109914665A (en) The connection structure of floor support plate and assembly concrete beam
CN110670732A (en) Connection node of steel truss with inverted V-shaped section and reinforced concrete structure and construction method
CN209817214U (en) Connecting structure of floor bearing plate and fabricated concrete beam
CN105350460B (en) Corrugated steel web temporary fixation structure independent of template
CN211666086U (en) Prefabricated superposed beam
CN212507067U (en) A shaping reinforcing bar goods for cast in situ concrete shear force wallboard
CN114232783A (en) Prefabricated beam-slab system of full-assembly type building and beam-slab module prefabricating method thereof
CN112523563A (en) Structure for solving rigidity mutation of panel factory building structure by using assembled hinged micro-vibration column
CN112554034A (en) Assembled steel-wood trestle
CN111852004A (en) A pin-connected panel regularization mould for concrete antithetical couplet square reticulated shell
CN110847505A (en) Formed reinforcement cage for double-skin wall and processing method thereof
CN212561569U (en) Slope concrete lattice template
CN110952702B (en) Soil-shaped steel beam-concrete combined beam slab system and construction method thereof
CN113293932A (en) Steel bar net frame of support-free folded plate type plate member
CN111809799B (en) A shaping reinforcing bar goods for cast in situ concrete shear force wallboard
CN220620721U (en) Orthogonal steel bar truss for assembly type multi-rib floor dismantling-free formwork

Legal Events

Date Code Title Description
PB01 Publication
PB01 Publication
SE01 Entry into force of request for substantive examination
SE01 Entry into force of request for substantive examination
GR01 Patent grant
GR01 Patent grant