CN110318783A - A kind of thickness top plate domes closure steel bar framework and optimization method - Google Patents
A kind of thickness top plate domes closure steel bar framework and optimization method Download PDFInfo
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- CN110318783A CN110318783A CN201910480077.6A CN201910480077A CN110318783A CN 110318783 A CN110318783 A CN 110318783A CN 201910480077 A CN201910480077 A CN 201910480077A CN 110318783 A CN110318783 A CN 110318783A
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Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
- E21D11/152—Laggings made of grids or nettings
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/28—Longitudinal struts, i.e. longitudinal connections between adjoining arches
Abstract
The invention discloses a kind of thick top plate domes closure steel bar framework and optimization method, closure steel bar framework includes the roof steel bar frame for being located at domes top plate, the baseplate reinforcing bar frame for being connected to the partition wall reinforcing steel bar frame at roof steel bar frame both ends and being connected to two partition wall reinforcing bar frame bottoms；The roof steel bar frame is layering setting, and wherein interlayer reinforced mesh connects by top plate single hoop muscle and is connected with one group of Steel bar rack；Reinforcing bar mainly uses the methods of column load, the replacement of single hoop muscle when optimizing, the present invention is arranged by the layering of roof steel bar frame, conducive to top plate placement layer by layer, vibrate and stress；By the setting of crossbeam between reinforcing bar stand and reinforcing bar stand, the load performance for pouring rear top board structure is increased；According to equal strength method and equal-area method, closed stirrups are replaced using single hoop muscle, help guaranteeing top board structure stress, thus, the amount of reinforcement of whole domes closure steel bar framework is advanced optimized, and convenient for constructing and improving working efficiency.
Description
Technical field
The present invention relates to domes reinforced bar engineering field, in particular to a kind of thick top plate domes are closed steel bar framework
And optimization method.
Background technique
At this stage, it since the underground structures such as tunnel, culvert and pipeline are using more and more common, is designed in underground structure
When, the arched forms of use are one such important forms.It is answered in domes with reinforced concrete frame structure
With most commonly seen, this structure flexible arrangement, it is convenient for standardized construction, and its material is easy to get, stress performance is good, and therefore, reinforcing bar is mixed
Solidifying soil frame structure is widely implemented.
But because space enrironment, top carrying, geological conditions and difference situations such as application function, are adopted sometimes
With the domes of big thickness top plate, and when top plate thickness is larger, the density degree of steel-bar arrangement just more common roof steel bar
Density is small, is unfavorable for the binding of casting concrete and stirrup, and should also do targeted design in the load for thick top plate, because
How this, reduce the dosage of reinforcing bar in the case where guaranteeing stress, it is desirable to provide is closed reinforcing bar under a kind of thickness top plate domes
The optimization method of frame application.
Summary of the invention
The present invention provides a kind of thick top plate domes closure steel bar framework and optimization methods, to thick top plate arch knot
Structure is closed the method for binding reinforcing steel bars of steel bar framework, load-carrying member is chosen and the technical problems such as optimization design.
To achieve the above object, the present invention adopts the following technical scheme:
A kind of thickness top plate domes closure steel bar framework, comprising roof steel bar frame, is connected to roof steel bar frame both ends
Partition wall reinforcing steel bar frame and be connected to the baseplate reinforcing bar frames of two partition wall reinforcing bar frame bottoms；The roof steel bar frame is layering setting,
Every layer comprising along domes circumferential direction circumferential muscle and along domes grow to radial rib, circumferential muscle and radial rib interlaced arrangement
Form every layer of reinforced mesh, wherein interlayer reinforced mesh is connected by top plate single hoop muscle, top surface reinforcing bar on roof steel bar frame
It is elongated between mesh sheet and bottom surface reinforced mesh to be connected with one group of Steel bar rack.
Further, the Steel bar rack is rod piece, and rod piece lower end is connected with fixed plate and welds with bottom surface reinforced mesh
It connects, Steel bar rack upper end and top surface reinforced mesh overlap；Steel bar rack is set on the circumferential direction of domes with long interval upwards
It sets, is provided with lateral reinforcing beam between the upward adjacent Steel bar rack of length of domes.
Further, the partition wall reinforcing steel bar frame includes the vertical muscle of one group of partition wall being spaced apart and to be connected to partition wall vertical
Partition wall single hoop muscle between muscle, the vertical muscle upper end of partition wall extend to the top surface reinforced mesh of roof steel bar frame, the vertical muscle of partition wall
Lower end extends to the bottom surface steel bar layer of baseplate reinforcing bar frame.
Further, the baseplate reinforcing bar frame includes the three-dimensional steel grid that horizontal bar and longitudinal rib are cross-linked, with
And it is connected to the bottom plate single hoop muscle between horizontal bar and longitudinal rib；Baseplate reinforcing bar frame top surface and close side partition wall reinforcing steel bar frame
Slanting rib reinforcement of putting more energy into, rib reinforcement and the baseplate reinforcing bar frame inner bottom plating single hoop muscle of putting more energy into are connected at the inner corner trim of lateral surface
It is connected.
Further, it is connected with support stake below the baseplate reinforcing bar frame, the column muscle upper end of stake is supported to extend to bottom plate
Oblique even muscle is connected in the middle part of reinforcing steel bar frame, and on the outside of column muscle between purlin.
A kind of optimization method of thickness top plate domes closure steel bar framework, the specific steps are as follows:
Step 1: the mesh sheet number of the thickness design roof steel bar frame based on top plate, and then according to the design of domes
Size and force request, specify closed stirrups model used in roof steel bar frame, partition wall reinforcing steel bar frame and baseplate reinforcing bar frame, quantity and
Installation site；
Step 2: closed stirrups are carried out with the replacement of single hoop muscle, wherein different with single hoop muscle for closed stirrups
It when type replaces, replaces by the equal principle of intensity, is that replace total bearing capacity of reinforcing bar is equal to the total of former design reinforcing bar
Bearing capacity replaces when for identical closed stirrups and the replacement of single hoop muscle type by the equal principle of reinforcing steel area,
And alternative solution in two methods is comprehensively compared and is chosen；
Step 3: choosing Steel bar rack, its stress is calculated by rectangular region when choosing to Steel bar rack, and load is
Evenly load mainly by axle power, and checks its force stability；
Step 4: carrying out the force simulation after closed stirrups are substituted for single hoop muscle, verifying using Finite Element Simulation Software
Whether it meets domes whole design demand, is adjusted to its model, quantity and position if being unsatisfactory for until meeting
Design requirement.
Further, former design steel is equal to for total bearing capacity that the condition of step 2 moderate strength replacement is replacement reinforcing bar
Total bearing capacity of muscle, formula may be expressed as:
AS2 × fy2 >=AS1 × fy1, that is, AS2 >=AS1 × fy1 ÷ fy2； (1)
Or n2 × d22×fy2≥n1×d22× fy1, that is, n2 >=n1 × d12×fy1÷d22÷fy2 (2)
In formula, AS1, AS2-are respectively the former design reinforcing bar gross area and design the reinforcing bar gross area after replacing；
Fy1, fy 2-are respectively rebar design intensity after former design reinforced steel bar strength and replacement；
N1, n2-are respectively reinforcing bar radical after former design reinforcing bar radical and replacement；
D1, d2-are respectively bar diameter after former design bar diameter and replacement.
Further, it when replacing with bar types, can replace by the equal principle of reinforcing steel area, it can table with formula
It is shown as:
AS1=AS2 (3)
Or n1 × d12=n2 × d22That is n2 >=n1 × d12÷d22 (4)
In formula, AS1, AS2 are respectively the design reinforcing bar gross area after the former design reinforcing bar gross area and replacement；
N1, n2-are respectively reinforcing bar radical after former design reinforcing bar radical and replacement；
D1, d2-are respectively bar diameter after former design bar diameter and replacement.
Further, Steel bar rack carries out Stability Checking Calculation as axis compression member, and computational length presses top surface reinforced mesh
It is determined with bottom surface reinforced mesh spacing, formula indicates are as follows:
In formula, the compression of σ-Steel bar rack；
N-axial compressive force design value；
- axial compression bar stability coefficient；
The area of section of A-Steel bar rack；
The compression strength design value of [f]-Steel bar rack.
The beneficial effects of the present invention are embodied in:
1) present invention is arranged by the layering of roof steel bar frame, convenient for carrying out the number of layering reinforcing bar according to the stress of top plate
The specific aim arrangement of amount, density and model, and layered arrangement is conducive to the placement layer by layer of top plate and vibrates, and is conducive to top plate overall structure
Construction and stress；
2) present invention increases the load for pouring rear top board structure by the setting of crossbeam between reinforcing bar stand and reinforcing bar stand
Performance, and since reinforcing bar stand is in the effect of the connection reinforcement of the vertical interior elongated setting of roof steel bar frame and crossbeam, so that top plate
Structure has more globality；
3) present invention replaces closed stirrups using single hoop muscle, helps guaranteeing according to equal strength method and equal-area method
Total amount of reinforcement of roof steel bar frame is reduced under top board structure stress performance, is poured convenient for reinforcing bar binding construction and subsequent concrete
It builds, save construction cost and accelerates construction progress；
4) present invention by side wall reinforcing steel bar frame connects the arrangement of roof steel bar frame and baseplate reinforcing bar frame, baseplate reinforcing bar frame closes
It closes the preferred arrangement of stirrup, put more energy into rib reinforcement and the oblique even arrangement such as muscle, further increases whole domes closure steel
The globality and load performance of muscle frame reduce the amount of reinforcement of whole domes closure steel bar framework.
To sum up, the present invention is on big thickness top plate domes using layering reinforcing bar, reinforcing bar stand and single hoop muscle etc.
Method optimizes the amount of reinforcement of whole domes closure steel bar framework, and convenient for constructing and improving working efficiency；But this hair
Bright other feature and advantage will illustrate in the following description, and partly as will become apparent from the description, or
Person is understand through the implementation of the invention；The main object of the present invention and further advantage can be by specifically noted in the description
Scheme is achieved and obtained.
Detailed description of the invention
Fig. 1 is domes vertical cross section schematic diagram；
Fig. 2 is arch closure steel bar framework connection schematic diagram；
Fig. 3 is top plate single hoop muscle connection schematic diagram；
Fig. 4 is Steel bar rack connection schematic diagram；
Fig. 5 is partition wall reinforcing steel bar frame and roof steel bar frame connection schematic diagram；
Fig. 6 is support stake and purlin connection schematic diagram；
Fig. 7 is support stake diagrammatic cross-section；
Fig. 8 is purlin diagrammatic cross-section.
Appended drawing reference: 1- top plate, 2- partition wall, 3- bottom plate, 4- roof steel bar frame, the top surface 41- reinforced mesh, the bottom surface 42- steel
Connect between muscle mesh sheet, 43- Steel bar rack, 44- fixed plate, 45- top plate single hoop muscle, 46- top plate muscle, 5- partition wall reinforcing steel bar frame, 51- every
The vertical muscle of wall, 52- partition wall single hoop muscle, 6- baseplate reinforcing bar frame, 7- put more energy into rib reinforcement, 8- support stake, 9- purlin, the oblique company of 10-
Muscle.
Specific embodiment
It include top plate 1, top plate 1 as shown in Figure 1, being made by taking thick top plate domes as an example by armored concrete
The partition wall 2 of both ends connection and the bottom plate 3 of two partition walls, 2 bottom end connection, wherein top plate 1 is with a thickness of 2.0m-3.0m；Such as Fig. 2 institute
Show, domes closure steel bar framework includes the roof steel bar frame 4 for being located at domes top plate 1, is connected to 4 liang of roof steel bar frame
The partition wall reinforcing steel bar frame 5 of end and the baseplate reinforcing bar frame 6 for being connected to two partition wall reinforcing steel bar frames, 5 bottom；The roof steel bar frame 4 is point
Layer setting, every layer comprising along domes circumferential direction circumferential muscle and along domes grow to radial rib, circumferential muscle and radial rib
Interlaced arrangement forms every layer of reinforced mesh, and the reinforced mesh of adjacent 4 ends of roof steel bar frame intersects connection, and in water
It puts down and connects muscle 46 between having connected up top plate；Wherein, as shown in figure 3, interlayer reinforced mesh is connected by single hoop muscle, roof steel bar
It is elongated between top surface reinforced mesh 41 and bottom surface reinforced mesh 42 on frame 4 to be connected with one group of Steel bar rack 43.
As shown in figure 4, the Steel bar rack 43 be channel steel, channel steel lower end be connected with the fixed plate 44 of rectangle steel and with
Bottom surface reinforced mesh 42 welds, and 43 upper end of Steel bar rack and top surface reinforced mesh 41 overlap；Steel bar rack 43 is in domes
Circumferential direction on and long interval setting upwards, wherein the length in domes is provided with transverse direction between adjacent Steel bar rack 43 upwards
Reinforcing beam, wherein lateral reinforcing beam is made of channel steel or steel pipe.
As shown in figure 5, the partition wall reinforcing steel bar frame 5 includes the vertical muscle 51 of one group of partition wall being spaced apart and is connected to partition wall
Partition wall single hoop muscle 52 between vertical muscle 51, vertical 51 upper end of muscle of partition wall extends to the top surface reinforced mesh of roof steel bar frame 4
41, vertical 51 lower end of muscle of partition wall extends to the bottom surface steel bar layer of baseplate reinforcing bar frame 6.
In the present embodiment, baseplate reinforcing bar frame 6 includes the three-dimensional steel grid that horizontal bar and longitudinal rib are cross-linked, and
The bottom plate single hoop muscle being connected between horizontal bar and longitudinal rib；6 top surface of baseplate reinforcing bar frame and close side partition wall reinforcing steel bar frame 5
Slanting rib reinforcement 7 of putting more energy into, rib reinforcement 7 and the 6 inner bottom plating list limb of baseplate reinforcing bar frame of putting more energy into are connected at the inner corner trim of lateral surface
Stirrup is connected.
As shown in Figure 6 to 8, support stake 8 is connected with below the baseplate reinforcing bar frame 6, the column muscle upper end of support stake 8 is prolonged
Extend to the middle part of baseplate reinforcing bar frame 6, and be connected with oblique even muscle 10 on the outside of column muscle between purlin 9, support stake 8 bottom plate 3 laterally and
The long arranged for interval into range, the elongated setting of purlin 9 is in support 8 transverse direction of stake.
In conjunction with Fig. 1 to Fig. 8, a kind of optimization side of thick top plate domes closure steel bar framework is further illustrated
Method, the specific steps are as follows:
Step 1: the mesh sheet number of the thickness design roof steel bar frame 4 based on top plate 1, and then setting according to domes
Count size and force request, specify closed stirrups model used in roof steel bar frame 4, partition wall reinforcing steel bar frame 5 and baseplate reinforcing bar frame 6,
Quantity and installation site；
Step 2: closed stirrups are carried out with the replacement of single hoop muscle, wherein different with single hoop muscle for closed stirrups
It when type replaces, replaces by the equal principle of intensity, is that replace total bearing capacity of reinforcing bar is equal to the total of former design reinforcing bar
Bearing capacity；When for identical closed stirrups and the replacement of single hoop muscle type, replace by the equal principle of reinforcing steel area；
Wherein, it when different bar types replace, replaces by the equal principle of intensity, referred to as " equal strength replacement ", etc.
The condition of intensity replacement is exactly that replace total bearing capacity of reinforcing bar is equal to total bearing capacity of former design reinforcing bar, be may be expressed as: with formula
AS2 × fy2 >=AS1 × fy1, that is, AS2 >=AS1 × fy1 ÷ fy2 (1)
Or n2 × d22×fy2≥n1×d22× fy1, that is, n2 >=n1 × d12×fy1÷d22÷fy2 (2)
In formula, AS1, AS2-are respectively the former design reinforcing bar gross area and design the reinforcing bar gross area after replacing；
Fy1, fy 2-are respectively rebar design intensity after former design reinforced steel bar strength and replacement；
N1, n2-are respectively reinforcing bar radical after former design reinforcing bar radical and replacement；
D1, d2-are respectively bar diameter after former design bar diameter and replacement；
It when being replaced with same bar types, can replace by the equal principle of reinforcing steel area, referred to as " homalographic replacement ",
It may be expressed as: with formula
AS1=AS2 (3)
Or n1 × d12=n2 × d22That is n2 >=n1 × d12÷d22 (4)
In formula, AS1, AS2 are respectively the design reinforcing bar gross area after the former design reinforcing bar gross area and replacement；
Fy1, fy 2 is respectively rebar design intensity after former design reinforced steel bar strength and replacement；
N1, n2-are respectively reinforcing bar radical after former design reinforcing bar radical and replacement；
D1, d2-are respectively bar diameter after former design bar diameter and replacement.
By taking top plate 1 as an example, closed stirrups use grade III steel in top plate 1, and bar diameter 16mm, spacing 100mm are often put down
10 closed stirrups of rice, to be now substituted for 45 diameter of top plate single hoop muscle is 12mm worm steel muscle, wherein C16 design is strong
Degree is 360N/mm2, C12 design strength is 360N/mm2, it is as follows using formula (4):
10×162÷122=17.7
Therefore, it obtains in addition replacing using 17.7 replacement C16 closed stirrups of single hoop muscle using homalographic replacement formula
When changing the closed stirrups of other positions, the method can be used or equal-area method and equal strength method is comprehensively compared, choose alternative.
Step 3: choosing Steel bar rack 43, its stress is calculated by rectangular region when choosing to Steel bar rack 43, lotus
Carrying is evenly load, mainly by axle power, and is checked to its force stability；
In the present embodiment, Steel bar rack 43 is used as column using 8# channel steel, and channel steel upright post spacing 1.5m × 1.5m in length and breadth is vertical
Column lower end is stood on the bottom surface reinforced mesh 42 of top plate 1, and lower end is fixedly connected using square plate, and uses 8# fashioned iron
It is arranged as crossbeam along mileage direction；This engineering is radial domes, is calculated according to rectangular region, is considered uniformly distributed
Load is constructed by flowing water section, 64 meters of every flowing water segment length side, and 24 meters of short side, 2.1 meters of stem height, column 1.5 meters of spacing in length and breadth,
The equal load in face is 1.5KN/ ㎡, and equipment load is 2KN/ ㎡, and personnel's load is 2KN/ ㎡, and construction live load is 2KN/ ㎡.Thus into
43 Stability Checking of row Steel bar rack, wherein the sectional area A=10.24cm of Steel bar rack 432, radius of gyration i=
3.15cm, the section resistance moment W=25.30cm of Steel bar rack 433, the conduct axis compression member of Steel bar rack 43, which stablize, to be tested
It calculates, computational length is determined by top surface reinforced mesh 41 and 42 spacing of bottom surface reinforced mesh:
In formula, the compression of σ-Steel bar rack；N-axial compressive force design value；- axial compression bar stability coefficient, root
According to slenderness ratio λ=h/i=63 of Steel bar rack, through tabling look-up,The area of section of A-Steel bar rack, A=
10.24cm2；
The compression strength design value of [f]-Steel bar rack, [f]=205.00N/mm2。
Using Load Combination calculation method, obtain Steel bar rack 43 is to the maximum end reaction of rack beam
Nmax=1.1q1l (6)
Nmax=1.1 × 2.7 × 1.2=3.564kN is calculated, to obtain σ are as follows:
σ=3.564 × 1000/ (0.806 × 10.24 × 100)=4.318N/mm2；
The Stability Checking σ of Steel bar rack 43≤[f], meets the requirements.
Step 4: carrying out closed stirrups using Finite Element Simulation Software PKPM, ANSYS or ABAQUS etc. is substituted for single hoop
Force simulation after muscle, verifies whether it meets domes whole design demand, to its model, quantity and position if being unsatisfactory for
It sets and is adjusted until meeting design requirement.
The foregoing is merely the preferable specific embodiments of the present invention, but scope of protection of the present invention is not limited thereto,
The change or replacement that anyone skilled in the art is expected in the technical scope disclosed by the present invention should all be contained
Lid is within protection scope of the present invention.
Claims (9)
1. a kind of thickness top plate domes are closed steel bar framework, which is characterized in that comprising roof steel bar frame (4), be connected to top plate
The partition wall reinforcing steel bar frame (5) at reinforcing steel bar frame (4) both ends and the baseplate reinforcing bar frame (6) for being connected to two partition wall reinforcing steel bar frame (5) bottoms；Institute
State roof steel bar frame (4) for layering setting, every layer comprising along domes circumferential direction circumferential muscle and along domes length to diameter
To muscle, circumferential muscle and radial rib interlaced arrangement form every layer of reinforced mesh, wherein interlayer reinforced mesh passes through top plate single hoop
Muscle (45) connects, elongated between top surface reinforced mesh (41) and bottom surface reinforced mesh (42) on roof steel bar frame (4) to be connected with one group
Steel bar rack (43).
2. a kind of thick top plate domes as described in claim 1 are closed steel bar framework, which is characterized in that the Steel bar rack
It (43) is rod piece, rod piece lower end is connected with fixed plate (44) and welds with bottom surface reinforced mesh (42), on Steel bar rack (43)
End and top surface reinforced mesh (41) overlap；Steel bar rack (43) is arranged on the circumferential direction of domes with long interval upwards,
In in the length of domes be provided with lateral reinforcing beam between adjacent Steel bar rack (43) upwards.
3. a kind of thick top plate domes as claimed in claim 1 or 2 are closed steel bar framework, which is characterized in that the partition wall
Reinforcing steel bar frame (5) includes one group of vertical muscle of the partition wall being spaced apart (51) and the partition wall list limb being connected between the vertical muscle of partition wall (51)
Stirrup (52), the vertical muscle of partition wall (51) upper end extend to the top surface reinforced mesh (41) of roof steel bar frame (4), the vertical muscle of partition wall
(51) lower end extends to the bottom surface steel bar layer of baseplate reinforcing bar frame (6).
4. a kind of thick top plate domes as described in claim 1 are closed steel bar framework, which is characterized in that the baseplate reinforcing bar
Frame (6) includes the three-dimensional steel grid that horizontal bar and longitudinal rib are cross-linked, and is connected between horizontal bar and longitudinal rib
Bottom plate single hoop muscle；It is connected at baseplate reinforcing bar frame (6) top surface and the inner corner trim of close side partition wall reinforcing steel bar frame (5) lateral surface
Slanting rib reinforcement of putting more energy into (7), the rib reinforcement of putting more energy into (7) are connected with baseplate reinforcing bar frame (6) inner bottom plating single hoop muscle.
5. a kind of thick top plate domes as claimed in claim 4 are closed steel bar framework, which is characterized in that the baseplate reinforcing bar
Support stake (8) is connected with below frame (6), the column muscle upper end of support stake (8) extends in the middle part of baseplate reinforcing bar frame (6), and column muscle
Oblique company muscle (10) is connected between outside and purlin (9).
6. a kind of optimization method of thick top plate domes closure steel bar framework as described in any one of claim 1 to 5,
It is characterized in that, specific step is as follows:
Step 1: the mesh sheet number of the thickness design roof steel bar frame (4) based on top plate (1), and then setting according to domes
Size and force request are counted, closed stirrups used in roof steel bar frame (4), partition wall reinforcing steel bar frame (5) and baseplate reinforcing bar frame (6) are specified
Model, quantity and installation site；
Step 2: closed stirrups are carried out with the replacement of single limb lacing wire, wherein pressing when replacing for stirrup and lacing wire variety classes
The equal principle of intensity replaces, and is that replace total bearing capacity of reinforcing bar is equal to total bearing capacity of former design reinforcing bar, for
When identical stirrup and lacing wire type replace, replace by the equal principle of reinforcing steel area, and be comprehensively compared in two methods
Alternative solution is chosen；
Step 3: choosing Steel bar rack (43), its stress is calculated by rectangular region when choosing to Steel bar rack (43), lotus
Carrying is evenly load, mainly by axle power, and is checked to its force stability；
Step 4: carrying out the force simulation after closed stirrups are substituted for single hoop muscle using Finite Element Simulation Software, verifying it is
It is no to meet domes whole design demand, its model, quantity and position are adjusted until meeting if being unsatisfactory for and designed
It is required that.
7. a kind of optimization method of thick top plate domes closure steel bar framework as claimed in claim 6, which is characterized in that right
It is equal to total bearing capacity of former design reinforcing bar, formula in total bearing capacity that the condition of step 2 moderate strength replacement is replacement reinforcing bar
It may be expressed as:
AS2 × fy2 >=AS1 × fy1, that is, AS2 >=AS1 × fy1 ÷ fy2； (1)
Or n2 × d22×fy2≥n1×d22× fy1, that is, n2 >=n1 × d12×fy1÷d22÷fy2 (2)
In formula, AS1, AS2-are respectively the former design reinforcing bar gross area and design the reinforcing bar gross area after replacing；
Fy1, fy2-are respectively rebar design intensity after former design reinforced steel bar strength and replacement；
N1, n2-are respectively reinforcing bar radical after former design reinforcing bar radical and replacement；
D1, d2-are respectively bar diameter after former design bar diameter and replacement.
8. a kind of optimization method of thick top plate domes closure steel bar framework as claimed in claim 6, which is characterized in that same
When bar types replace, it can replace by the equal principle of reinforcing steel area, may be expressed as: with formula
AS1=AS2 (3)
Or n1 × d12=n2 × d22That is n2 >=n1 × d12÷d22(4)
In formula, AS1, AS2 are respectively the design reinforcing bar gross area after the former design reinforcing bar gross area and replacement；
N1, n2-are respectively reinforcing bar radical after former design reinforcing bar radical and replacement；
D1, d2-are respectively bar diameter after former design bar diameter and replacement.
9. a kind of optimization method of thick top plate domes closure steel bar framework as claimed in claim 6, which is characterized in that steel
Muscle bracket (43) carries out Stability Checking Calculation as axis compression member, and computational length presses top surface reinforced mesh (41) and bottom surface steel mesh
Piece (42) spacing determines that formula indicates are as follows:
In formula, the compression of σ-Steel bar rack；
N-axial compressive force design value；
- axial compression bar stability coefficient；
The area of section of A-Steel bar rack；
The compression strength design value of [f]-Steel bar rack.
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| CN113486431A (en) * | 2021-07-13 | 2021-10-08 | 第三维度(河南)软件科技有限公司 | Grid division method suitable for numerical calculation of raft foundation of building structure |
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| EP0869227A3 (en) * | 1997-04-02 | 1999-04-28 | Gray Engineering Limited | Concrete reinforcing structures |
| CN102587300A (en) * | 2012-03-06 | 2012-07-18 | 刘山健 | Prefabricated superposed reinforced concrete arch culvert |
| CN102797481A (en) * | 2012-08-13 | 2012-11-28 | 中铁一局集团有限公司 | Large-span tunnel arch secondary lining steel bar binding construction method based on skeleton beams |
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| CN113486431A (en) * | 2021-07-13 | 2021-10-08 | 第三维度(河南)软件科技有限公司 | Grid division method suitable for numerical calculation of raft foundation of building structure |
| CN113486431B (en) * | 2021-07-13 | 2023-10-20 | 第三维度(河南)软件科技有限公司 | Grid division method suitable for numerical calculation of raft foundation of building structure |
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| CN110318783B (en) | 2020-10-09 |
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