CN112395670A - Construction method for solving cross construction of U-shaped tunnel - Google Patents
Construction method for solving cross construction of U-shaped tunnel Download PDFInfo
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- CN112395670A CN112395670A CN202011279962.7A CN202011279962A CN112395670A CN 112395670 A CN112395670 A CN 112395670A CN 202011279962 A CN202011279962 A CN 202011279962A CN 112395670 A CN112395670 A CN 112395670A
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- 238000010276 construction Methods 0.000 title claims abstract description 31
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 9
- 239000010959 steel Substances 0.000 claims abstract description 9
- 238000005452 bending Methods 0.000 claims abstract description 7
- 238000000034 method Methods 0.000 claims abstract description 6
- 239000000463 material Substances 0.000 claims description 3
- 239000000203 mixture Substances 0.000 claims description 3
- 230000003068 static effect Effects 0.000 claims description 3
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- 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
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces
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Abstract
The invention provides a construction method for solving the cross construction of a horseshoe tunnel, which is used for carrying out mechanical calculation on the vertical leg of a portal frame of a trolley and comprises the following steps: step 1) drawing a stress sketch map, and finding out or deducing a calculation formula of the maximum bending moment appearing at the fixed end and a calculation formula of the maximum deflection appearing at the free end; step 2) calculating the sum of the lateral pressure of the cast concrete and the lateral pressure of the vibration during construction; step 3) measuring the effective height of the vertical legs of the trolley and the distance between the vertical legs; step 4) calculating inertia moment data, and classifying the surface load of the trolley into the linear load of the vertical leg; step 5) checking the maximum deflection standard of a steel structure and the deformation standard of a hydraulic concrete template; and 6) calculating the deflection of the free end of the stand leg, and comparing the deflection with data in a specification to determine whether an end cross brace is required. The method estimates the maximum value of the deflection of the end part of the vertical leg of the portal frame in a mechanical mode, and removes the horizontal cross brace of the vertical leg according to the maximum value, thereby ensuring the convenience of a construction channel.
Description
Technical Field
The invention relates to the technical field of tunnel engineering, in particular to a construction method for solving cross construction of a horseshoe-shaped tunnel.
Background
Most of the existing tunnel side roof arch concrete lining adopts a method of adding cross braces to trolley door-shaped frame legs, so as to avoid large deflection deformation when the legs are stressed greatly, and the method is the most reliable mode.
However, the method blocks the road passing at the lower part of the portal frame, and is unfavorable for the cross operation of tunnel construction.
Disclosure of Invention
The invention aims to overcome the defects of the prior art, and provides a construction method for estimating the maximum deflection of the end part of a vertical leg of a portal frame in a mathematical mode, judging whether a horizontal cross brace of the vertical leg can be removed or not according to the maximum deflection, ensuring the convenience of a construction channel and ensuring the safety.
In order to achieve the purpose, the invention adopts the technical scheme that: a construction method for solving the cross construction of a horseshoe tunnel is used for carrying out mechanical calculation on the vertical leg of a trolley portal frame and comprises the following steps:
step 1) removing constraint, simplifying a stress form, independently separating out the vertical legs of the portal frame of the trolley, analyzing in a structural statics cantilever beam mode, drawing a stress sketch map, and finding out or calculating out a calculation formula of the maximum bending moment appearing at a fixed end and a calculation formula of the maximum deflection appearing at a free end;
step 2) calculating the sum of the lateral pressure of the cast concrete and the lateral pressure of the vibration during construction;
step 3) measuring the effective height of the vertical legs of the trolley and the distance between the vertical legs on site;
step 4) searching or calculating a cross-section moment of inertia calculation formula according to the cross-section shape of the stand leg, calculating moment of inertia data according to the elastic modulus of a known material, and classifying the surface load of the trolley into the linear load of the stand leg;
step 5) checking the maximum deflection standard of a steel structure and the deformation standard of a hydraulic concrete template;
and 6) calculating the deflection of the free end of the stand leg, and comparing the deflection with data in a specification to determine whether an end cross brace is required.
Basically, in step 1), the calculation formula of the maximum bending moment appearing at the fixed end is as follows:
the maximum deflection occurs at the free end as calculated by:
wherein q denotes the load applied;
a refers to the loaded spacing;
l indicates the effective length of the force arm;
a+b＝L；
e refers to the modulus of elasticity of the rubber composition,
i refers to the cross-sectional moment of inertia;
e and I are both constants.
Based on the above, in the step 2), the calculation formula of the lateral pressure of the cast concrete and the calculation formula of the additional force during use both adopt the formulas in the specification.
Basically, in the step 2), the additional force during use comprises vibration force.
Basically, in the step 4), the linear load formula of the stand leg is as follows: q is (lateral pressure of cast concrete + lateral pressure of vibration) and the distance between the vertical legs.
Compared with the prior art, the method has outstanding substantive characteristics and remarkable progress, and particularly constructs a stress analysis system for the vertical leg of the trolley door sub-frame, estimates the maximum value of the deflection of the end part of the vertical leg of the trolley door sub-frame in a mathematical mode, determines whether a horizontal cross brace of the vertical leg can be removed or not according to the maximum value, improves the traffic convenience for the field construction progress, and can meet the requirement of the mechanical analysis system by feeding back data in a mode of adjusting the vertical leg structure of the door sub-frame, thereby finally achieving the purpose of enabling the tunnel to pass smoothly.
Drawings
FIG. 1 is one of the load distribution profiles for the legs of the gantry of the present invention.
FIG. 2 is a second load distribution diagram of the legs of the gantry of the present invention.
FIG. 3 is a sectional steel size view of the legs of the portal frame of the bogie of the present invention.
Detailed Description
The technical solution of the present invention is further described in detail by the following embodiments.
A construction method for solving the cross construction of the horseshoe tunnel is to perform mechanical calculation on the vertical leg of a trolley door-shaped frame, and is explained on the basis of the vertical leg of the door frame shown in figures 1 and 2, and figure 3 is a section steel size diagram of the vertical leg and is used for searching for the specification.
Step 1) removing constraint, simplifying stress form, separating the vertical leg of the trolley door frame independently, analyzing in a structural statics cantilever beam mode, drawing a stress sketch map, finding out or calculating out a calculation formula of the maximum bending moment appearing at the fixed end and a calculation formula of the maximum deflection appearing at the free end, and obtaining the calculation formula of the maximum bending moment appearing at the fixed end as follows:
the maximum deflection occurs at the free end as calculated by:
wherein q denotes the load applied;
a refers to the loaded spacing;
l indicates the effective length of the force arm;
a+b＝L；
e refers to the modulus of elasticity of the rubber composition,
i refers to the cross-sectional moment of inertia;
e and I are both constants.
Step 2) calculating the sum of the lateral pressure of the cast concrete and the lateral pressure of the vibration during construction;
side pressure generated by concrete is checked to be standard:
the allowable coefficient in the specification is 1.2, and F is 36.432 × 1.2 is 43.7184 (KN/m)2)；
Effective pressure head aa ═ F/r adopted in calculationc＝43.7184/24＝1.8216(m)＝1822(mm)。
The side pressure generated during vibration is checked to be 4.0KN/m2；
The allowable coefficient is 1.4, 4.0 × 1.4 ═ 5.6KN/m2；
Total side pressure 43.7184+5.6 49.3184 (KN/m)2)＝0.0493184(N/mm2)。
Step 3) measuring the effective height of the vertical legs of the trolley and the distance between the vertical legs on site;
the height of the stand legs is measured to be 3760mm, and the distance between the stand legs is 2270 mm.
And 4) searching or calculating a cross-section moment of inertia calculation formula according to the cross-section shape of the stand leg, calculating moment of inertia data according to the elastic modulus of the known material, and classifying the surface load of the trolley into the linear load of the stand leg.
Wherein the modulus of elasticity of the hot rolled section steel is: e2.1 × 105N/mm2；
Cross-sectional moment of inertia of hot rolled section steel
The line load that the stand received: q 0.0493184 × 2270 ═ 111.95(N/mm)
Step 5) checking the maximum deflection standard of a steel structure and the deformation standard of a hydraulic concrete template to obtain the steel structure with the maximum deflection not exceeding the span
Deformation of the hydraulic concrete template: 3-4 mm;
and 6) calculating the deflection of the free end of the stand leg, and comparing the deflection with data in a specification to determine whether an end cross brace is required.
It is known that
L＝3760mm；
B＝3760-1822＝1938mm；
The following can be obtained:
meanwhile, the thickness of the film is less than 4mm in 1.795 (mm).
Finally, it can be judged that the stress characteristic of the stand column is not affected by removing the horizontal support rods of the vertical legs when the trolley is poured, the deformation requirement of the template is met, namely the maximum deflection of the bottom meets the requirement, and the horizontal support rods of the legs are removed after the trolley is transformed to meet the working condition requirement.
Finally, it should be noted that the above-mentioned embodiments illustrate only some of the embodiments of the invention. It will be apparent to those skilled in the art that various changes and modifications can be made without departing from the inventive concept thereof, and these changes and modifications can be made without departing from the spirit and scope of the invention.
Claims (5)
1. A construction method for solving the cross construction of a horseshoe-shaped tunnel is characterized by comprising the following steps: the method for mechanically calculating the vertical leg of the bogie door frame comprises the following steps:
step 1) removing constraint, simplifying a stress form, independently separating out the vertical legs of the portal frame of the trolley, analyzing in a structural statics cantilever beam mode, drawing a stress sketch map, and finding out or calculating out a calculation formula of the maximum bending moment appearing at a fixed end and a calculation formula of the maximum deflection appearing at a free end;
step 2) calculating the sum of the lateral pressure of the cast concrete and the lateral pressure of the vibration during construction;
step 3) measuring the effective height of the vertical legs of the trolley and the distance between the vertical legs on site;
step 4) searching or calculating a cross-section moment of inertia calculation formula according to the cross-section shape of the stand leg, calculating moment of inertia data according to the elastic modulus of a known material, and classifying the surface load of the trolley into the linear load of the stand leg;
step 5) checking the maximum deflection standard of a steel structure and the deformation standard of a hydraulic concrete template;
and 6) calculating the deflection of the free end of the stand leg, and comparing the deflection with data in a specification to determine whether an end cross brace is required.
2. The construction method for solving the cross construction of the horseshoe tunnel according to claim 1, characterized in that: in step 1), the calculation formula of the maximum bending moment appearing at the fixed end is as follows:
the maximum deflection occurs at the free end as calculated by:
wherein q denotes the load applied;
a refers to the loaded spacing;
l indicates the effective length of the force arm;
a+b＝L；
e refers to the modulus of elasticity of the rubber composition,
i refers to the cross-sectional moment of inertia;
e and I are both constants.
3. The construction method for solving the cross construction of the horseshoe tunnel according to claim 2, characterized in that: in the step 2), the formula for calculating the lateral pressure of the cast concrete and the formula for calculating the additional force during use both adopt the formula in the specification.
4. The construction method for solving the cross construction of the horseshoe tunnel according to claim 3, characterized in that: in step 2), the additional force during use comprises a vibration force.
5. The construction method for solving the cross construction of the horseshoe tunnel according to claim 4, wherein: in the step 4), the linear load formula of the vertical leg is as follows: q is (lateral pressure of cast concrete + lateral pressure of vibration) and the distance between the vertical legs.
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| CN202011279962.7A CN112395670A (en) | 2020-11-16 | 2020-11-16 | Construction method for solving cross construction of U-shaped tunnel |
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| CN202011279962.7A CN112395670A (en) | 2020-11-16 | 2020-11-16 | Construction method for solving cross construction of U-shaped tunnel |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113062769A (en) * | 2021-03-27 | 2021-07-02 | 中电建十一局工程有限公司 | Use method of newly-compiled measurement construction program in horseshoe tunnel |
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|---|---|---|---|---|
| JP2005113422A (en) * | 2003-10-03 | 2005-04-28 | Maeda Corp | Tunnel construction method |
| CN110565600A (en) * | 2019-08-19 | 2019-12-13 | 中电建十一局工程有限公司 | long tunnel lining construction method |
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2020
- 2020-11-16 CN CN202011279962.7A patent/CN112395670A/en active Pending
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2005113422A (en) * | 2003-10-03 | 2005-04-28 | Maeda Corp | Tunnel construction method |
| CN110565600A (en) * | 2019-08-19 | 2019-12-13 | 中电建十一局工程有限公司 | long tunnel lining construction method |
Non-Patent Citations (7)
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| 张科;: "全液压自动行走混凝土衬砌台车结构受力计算", 工程建设与设计, no. 11, 20 November 2008 (2008-11-20) * |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113062769A (en) * | 2021-03-27 | 2021-07-02 | 中电建十一局工程有限公司 | Use method of newly-compiled measurement construction program in horseshoe tunnel |
| CN113062769B (en) * | 2021-03-27 | 2022-08-23 | 中电建十一局工程有限公司 | Use method of newly-compiled measurement construction program in horseshoe tunnel |
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