CN112668151A - Substitution method for Bailey truss modeling in design software - Google Patents
Substitution method for Bailey truss modeling in design software Download PDFInfo
- Publication number
- CN112668151A CN112668151A CN202011433977.4A CN202011433977A CN112668151A CN 112668151 A CN112668151 A CN 112668151A CN 202011433977 A CN202011433977 A CN 202011433977A CN 112668151 A CN112668151 A CN 112668151A
- Authority
- CN
- China
- Prior art keywords
- steel
- section
- bailey
- software
- bailey truss
- 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.)
- Granted
Links
Images
Abstract
An alternative method for Bailey truss modeling in design software is characterized by comprising the following steps: a. determining the calculated height H and the section moment of inertia I for the Bailey truss (1,2,3), wherein the weight per meter is B, determining H-shaped I-shaped steel (6) with the height equal to H, c, setting the width of an I-shaped steel wing plate to be a certain value of B1=10 cm-30 cm, d, establishing a section according to the determined I-shaped steel section by utilizing the determined H, B1, e in structural calculation software, f, inquiring the shearing force, the bending moment and the deformation of the I-shaped steel under the corresponding load combination state, and g, determining the section size of each substituted I-shaped steel. The invention has the advantages of high modeling speed, few model nodes and units, time saving, high efficiency, small occupied computer memory resources, quick operation and calculation, more convenience and rapidness, and as all parameters are completely consistent, once the I-steel parameters are set in software, the section characteristics are stored in a software file and are directly copied and used next time.
Description
Technical Field
The invention relates to a Bailey truss modeling method, in particular to a substitute method for Bailey truss modeling in design software.
Background
In many structural design calculation software, a stress structure model is required to be established according to actual size, type, material and connection mode, and then load calculation is carried out, and a Bailey truss (321 truss) model is also required to be established when the Bailey truss is modeled. Because the single-plate bailey bracket is composed of two types and materials of section steel (channel steel [10 ] and I-shaped steel I8), the number is large, the modeling is complicated and time-consuming, when a plurality of plates are involved, the plates are required to be connected, the pin shaft connection and the support frame (5) are simulated, and extra work is required to be consumed. When software runs, due to the fact that the number of models is large, the number of model nodes, the number of units, boundary parameters and the like are large, the occupied memory of a computer is large, the resource consumption is large, the running is slow, the shearing force, the bending tensile stress, the axial stress, the deformation and the like of three rods, namely the chord steel channel and the vertical I-steel and the oblique I-steel of the Bailey truss need to be checked when a result is checked, the section is not single, and checking is inconvenient and fast.
Therefore, the bailey truss modeling method in the known design software has various inconveniences and problems.
Disclosure of Invention
The invention aims to provide a safe and reliable alternative method for modeling a bailey truss in design software.
In order to achieve the purpose, the technical solution of the invention is as follows:
an alternative method for Bailey truss modeling in design software is characterized by comprising the following steps:
a. determining the calculated height h, the section inertia moment I and the weight per meter of the Bailey truss, and converting the calculated height h, the section inertia moment I and the weight per meter into a section area A according to the weight per meter and the volume weight;
b. determining H-shaped I-shaped steel with the height equal to H, the width B1 of a wing plate of the I-shaped steel, the thickness tf of the wing plate and the thickness tw of a web plate are unknown;
c. setting the width of the I-shaped steel wing plate as a certain value of B1=10 cm-30 cm;
solving an equation by using matlab software or other software, namely setting two equations with the section area of the I-steel being A and the section inertia moment of the neutral axis being I:
H*B1-(h-2*tf)*(B1-tw)=A；
[B1*h3-(B1-tw)*(h-2*tf)3]/12=I；
solving the two equations to obtain specific tf and tw, if no solution exists or the solution is complex, modifying the value of B1 in the specified range and then solving the equations again until the tf and tw being solved are obtained;
d. determining the section size of the I-shaped steel by using the determined h, B1, tf and tw;
since B1 is artificially set, there may be multiple different solutions;
checking through the section attributes, and determining whether the section attributes of the substituted I-steel are consistent with those of the Bailey frames or not again;
e. building a cross section according to the determined I-shaped steel cross section in structural calculation software, building a pole node and a unit by taking a bailey truss beam as a beam-rod system in the software, wherein the unit cross section is the built I-shaped steel cross section, and the I-shaped steel unit replaces the corresponding bailey truss unit;
external loads, dead weights and Bailey frame boundary constraint parameters in software are set conventionally, the hinge pin hinge simulation of Bailey frame pieces and pieces only needs to release beam end constraint, and the setting and the operation are the same as those of Bailey frame modeling without substitution;
f. when the calculation result is inquired, only the shearing force, the bending moment and the deformation of the I-steel under the corresponding load combination state need to be inquired;
g. and e, for multi-row and multi-layer common or reinforced bailey frames, determining the section size of each substituted I-steel according to the step e, and replacing the corresponding bailey frame with the determined I-steel, wherein the principles are the same.
The alternative method for modeling the bailey truss in the design software can be further realized by adopting the following technical measures.
The method, wherein the width B1 of the i-steel wing plate in step c is 15 cm.
In the method, the hinge pin of the bailey frame piece and the bailey frame piece in the step e is hinged to simulate a unit node restrained by the beam end of the release lever, and the unit node is rigidly connected and hinged.
In the method, in the step f, in the query of the shearing force, the bending moment and the deformation of the i-beam under the corresponding load combination state, for the single-piece bailey truss, the allowable shearing force V =245.2KN and the allowable bending moment M =788.2 KN; for the double-row single-layer Bailey truss, allowable shearing force V =490.5KN, and allowable bending moment M =1576.4 KN; in structural deformation, under the condition that the combination of self weight and external load is the same, the deformation of the I-shaped steel is also equal to that of the Bailey truss.
In the method, the design software is bridge design software midas Civil, and the display and the interface are different in different bridge design software, but the principle and the operation mode are the same.
After the technical scheme is adopted, the method for replacing the Bailey truss in the design software has the following advantages:
1. the method has the advantages of high modeling speed, few model nodes and units, time saving, high efficiency, small occupied computer memory resources, and high speed during operation and calculation, and the calculation results are completely the same because all parameters are completely consistent, and the calculation results can be obtained only by looking at whether the I-steel shearing force and the bending moment exceed allowable values, so that the trouble of looking over the shearing force stress, the bending tensile stress and the axial stress of three rod pieces with two sections, namely a steel chord of the Bailey truss and an inclined rod of the vertical rod is eliminated. The joint of each plate and each plate of the bailey bracket is hinged and simulated, so that the bailey bracket is very convenient to set;
2. once the parameters of the I-steel are set in the software, the section characteristics are stored in a software file and are directly copied for use next time, so that the method is more convenient and quicker.
Drawings
FIG. 1 is a characteristic value of an I-steel section of a common Bailey truss;
FIG. 2 shows characteristic values of I-steel sections of the reinforced Bailey frames according to the embodiment of the invention;
FIG. 3 is a schematic diagram of a hinge for simulating pin connection according to an embodiment of the present invention;
FIG. 4 is a graph of I-beam shear results for an embodiment of the present invention;
FIG. 5 is a graph illustrating bending moment results for an I-beam according to an embodiment of the present invention;
FIG. 6 is a schematic view of a Berea frame according to an embodiment of the present invention;
fig. 7 is a schematic view of another bailey truss according to an embodiment of the present invention.
Detailed Description
The present invention will be further described with reference to the following examples and the accompanying drawings.
Example 1
The invention discloses a method for replacing Bailey frames in design software for modeling, which comprises the following steps:
a. and determining the calculated height h, the section inertia moment I and the weight per meter of the Bailey frames (321 trusses) 1,2 and 3, and converting the calculated height h, the section inertia moment I and the weight per meter into the section area A according to the weight per meter and the volume weight.
For example:
calculating height h1=140cm, section modulus w =250497.2 cm4, weight 270kg/3=90kg/m per meter, bulk weight 78.5KN/m according to Q345 for a single common Bailey truss3Changed to a cross-sectional area A =114.65cm2。
For the single reinforced Bailey frames 1,2,3 and 4, the height h2=150cm, the section modulus w =577434.4 cm4, the upper and lower reinforcing chords 4 each weigh 80kg, the corresponding Bailey beams weigh (270 kg +2 80 kg)/3 =143.3kg/m per meter, and the bulk weight is 78.5KN/m according to Q3453The cross-sectional area is changed to A =182.6cm2。
b. Determining H-shaped I-steel 6 with the height equal to H, the width B1 of a wing plate of the I-steel, the thickness tf of the wing plate and the thickness tw of a web plate to be unknown.
c. A certain value, for example 15cm, of width B1=10cm to 30cm is set.
Solving an equation by using matlab software or other software, namely setting two equations with the section area of the I-steel being A and the section inertia moment of the neutral axis being I:
H*B1-(h-2*tf)*(B1-tw)=A；
[B1*h3-(B1-tw)*(h-2*tf)3]/12=I;
and if the two equations are not solved or are solved into complex numbers, modifying the value of B1 in the specified range, and then solving the equations again until the tf and the tw which are being solved are obtained.
d. The cross-sectional dimension of the i-beam 6 is determined using the above-mentioned determined h, B1, tf, tw.
Since B1 is artificially set, there may be multiple different solutions.
For example:
when B1=15cm is set, tf =6.86mm of the single common Bailey sheet; tw =6.78 mm.
When B1=22cm is set, tf =15.23mm of the single reinforced Bailey sheet; tw =7.86 mm.
FIG. 1 shows characteristic values of cross sections of I-shaped steels of a common Bailey truss. Fig. 2 shows characteristic values of i-steel sections of the reinforced bailey frames according to the embodiment of the present invention.
And checking through the section attributes, and determining whether the section attributes of the substituted I-steel are consistent with those of the Bailey truss or not again.
e. And establishing a section according to the determined I-shaped steel section in structural calculation software. In software, a bailey truss beam is taken as a beam-rod system, a rod node and a unit are built, and the cross section of the unit is an established I-shaped steel cross section. The I-steel unit 6 replaces the corresponding Bailey truss units 1,2,3 and 4.
External loads, dead weights and bailey frame boundary constraint parameters in software can be set normally, and the pin shaft hinge joint simulation of the pieces only needs to release the beam end constraint of the rod (the unit nodes are set to be rigid connection-hinge, as shown by green points in figure 3, and the setting and the operation are the same as those of the case without substitution). figure 3 is a hinge joint schematic diagram of the simulated pin shaft connection of the embodiment of the invention.
f. When the calculation result is inquired, only the shearing force, the bending moment and the deformation of the I-steel under the corresponding load combination state need to be inquired, and the shearing stress and the bending moment stress do not need to be checked. The whole I-shaped steel is taken as a whole, and the stress states of the vertical rod and the inclined rod channel steel need to be checked instead of being checked like a bailey truss.
For a single-plate bailey truss, the allowable shearing force V =245.2KN and the allowable bending moment M =788.2 KN. For a double-row single-layer Bailey truss, the allowable shearing force V =490.5KN and the allowable bending moment M =1576.4 KN. The allowable shearing force and the allowable bending moment of the Bailey frames with different layers and different rows can be inquired in an assembly type highway steel bridge multipurpose instruction manual.
Because the linear dead weight of the I-steel is equal to that of the Bailey truss, the deformation of the I-steel is also equal to that of the Bailey truss under the condition that the combination of the dead weight and the external load is the same in structural deformation. FIG. 4 is a graph showing shear results of I-beams according to the embodiment of the present invention, and FIG. 5 is a graph showing bending moment results of I-beams according to the embodiment of the present invention.
g. For a multi-row multi-layer common type or reinforced type, the section size of each substituted I-steel is determined according to the steps, the determined I-steel is used for replacing the corresponding Bailey truss, and the principle is the same.
h. The attached drawings of the invention take bridge design software midas Civil as an example, and in different software, the display and the interface are different, but the principle and the operation mode are the same. Fig. 6 is a schematic view of a bailey truss according to an embodiment of the present invention, and fig. 7 is a schematic view of another bailey truss according to an embodiment of the present invention.
The method has the advantages of substantial characteristics and obvious technical progress, the method for replacing the Bailey truss modeling in the design software carries out modeling, the modeling speed is high, the number of model nodes and units is small, the time is saved, the efficiency is high, the occupied memory resource of a computer is small, the operation and the calculation are quick, the calculation results are completely the same because all parameters are completely consistent, only the shearing force and the bending moment of the I-steel exceed the allowable values when the calculation results are obtained, and the troubles of checking the shearing force stress, the bending tensile stress and the axial stress of three rods of the steel channel chord rod and the vertical rod diagonal rod of the Bailey truss are eliminated. The joint of each plate and each plate of the bailey bracket is hinged and simulated, and the bailey bracket is very convenient to set.
The method for replacing the bailey truss in the design software for modeling is applied to Wudanghui road compound line and three gorges road PPP engineering in Ten Wei city, and has obvious effect.
The above embodiments are provided only for illustrating the present invention and not for limiting the present invention, and those skilled in the art can make various changes or modifications without departing from the spirit and scope of the present invention. Accordingly, all equivalents are intended to fall within the scope of the invention, which is defined in the claims.
Claims (5)
1. An alternative method for Bailey truss modeling in design software is characterized by comprising the following steps:
a. determining the calculated height h, the section inertia moment I and the weight per meter of the Bailey truss (1,2 and 3), and converting the weight per meter and the volume weight into a section area A;
b. determining H-shaped I-shaped steel (6) with the height equal to H, wherein the width B1 of a wing plate of the I-shaped steel, the thickness tf of the wing plate and the thickness tw of a web plate are unknown;
c. setting the width of the I-shaped steel wing plate as a certain value of B1=10 cm-30 cm;
solving an equation by using matlab software or other software, namely setting two equations with the section area of the I-steel being A and the section inertia moment of the neutral axis being I:
H*B1-(h-2*tf)*(B1-tw)=A；
[B1*h3-(B1-tw)*(h-2*tf)3]/12=I；
solving the two equations to obtain specific tf and tw, if no solution exists or the solution is complex, modifying the value of B1 in the specified range and then solving the equations again until the tf and tw being solved are obtained;
d. determining the section size of the I-shaped steel (6) by using the determined h, B1, tf and tw;
since B1 is artificially set, there may be multiple different solutions;
checking through the section attributes, and determining whether the section attributes of the substituted I-steel are consistent with those of the Bailey frames or not again;
e. building a cross section according to the determined I-steel cross section in structural calculation software, building a rod node and a unit by taking a bailey truss beam as a beam-rod system in the software, wherein the unit cross section is the built I-steel cross section, and the I-steel unit (6) replaces the corresponding bailey truss unit (1,2,3, 4);
external loads, dead weights and Bailey frame boundary constraint parameters in software are set conventionally, the hinge pin hinge simulation of Bailey frame pieces and pieces only needs to release beam end constraint, and the setting and the operation are the same as those of Bailey frame modeling without substitution;
f. when the calculation result is inquired, only the shearing force, the bending moment and the deformation of the I-steel under the corresponding load combination state need to be inquired;
g. and e, for multi-row and multi-layer common or reinforced bailey frames, determining the section size of each substituted I-steel according to the step e, and replacing the corresponding bailey frame with the determined I-steel, wherein the principles are the same.
2. The alternative method for bailey truss modeling in design software of claim 1 wherein said i-steel wing panel width B1 of step c is 15 cm.
3. The method of claim 1, wherein the pin-hinge of the bailey truss segments to segments simulates a rigid-hinge unit node constrained by the beam ends of the release levers.
4. The method of claim 1, wherein in the step f, the allowable shearing force V =245.2KN and the allowable bending moment M =788.2KN for a single-piece Bailey truss in the query of shearing force, bending moment and deformation of the I-steel in the corresponding load combination state; for the double-row single-layer Bailey truss, allowable shearing force V =490.5KN, and allowable bending moment M =1576.4 KN; in structural deformation, under the condition that the combination of self weight and external load is the same, the deformation of the I-shaped steel is also equal to that of the Bailey truss.
5. The method of claim 1, wherein the design software is bridge design software midas Civil, and the display and interface are different in different bridge design software, but the principle and operation are the same.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011433977.4A CN112668151B (en) | 2020-12-10 | 2020-12-10 | Substitution method for Bailey truss modeling in design software |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011433977.4A CN112668151B (en) | 2020-12-10 | 2020-12-10 | Substitution method for Bailey truss modeling in design software |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN112668151A true CN112668151A (en) | 2021-04-16 |
| CN112668151B CN112668151B (en) | 2022-07-01 |
Family
ID=75401773
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202011433977.4A Active CN112668151B (en) | 2020-12-10 | 2020-12-10 | Substitution method for Bailey truss modeling in design software |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN112668151B (en) |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102134833A (en) * | 2011-02-21 | 2011-07-27 | 中国一冶集团有限公司 | Construction method for hoisting and disassembling bailey truss |
| WO2017121315A1 (en) * | 2016-01-12 | 2017-07-20 | 广州机施建设集团有限公司 | Construction method for building truss and floor slab |
-
2020
- 2020-12-10 CN CN202011433977.4A patent/CN112668151B/en active Active
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102134833A (en) * | 2011-02-21 | 2011-07-27 | 中国一冶集团有限公司 | Construction method for hoisting and disassembling bailey truss |
| WO2017121315A1 (en) * | 2016-01-12 | 2017-07-20 | 广州机施建设集团有限公司 | Construction method for building truss and floor slab |
Non-Patent Citations (3)
| Title |
|---|
| 孙九春等: "贝雷架作为桥梁承重支架应用时的理论分析与实践应用研究", 《上海公路》 * |
| 徐铁等: "基于Midas Civil的贝雷梁栈桥结构分析", 《浙江树人大学学报(自然科学版)》 * |
| 黄永存等: "型钢混凝土桁架在转换结构中的应用", 《中国住宅设施》 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN112668151B (en) | 2022-07-01 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Yu et al. | Effect of concrete masonry infill walls on progressive collapse performance of reinforced concrete infilled frames | |
| Uy et al. | Behaviour and design of connections for demountable steel and composite structures | |
| Malm et al. | Time-dependent analyses of segmentally constructed balanced cantilever bridges | |
| Chen et al. | Flexural behavior of composite box girders with corrugated steel webs and trusses | |
| Gil et al. | Experimental and numerical validation of a new design for three-dimensional semi-rigid composite joints | |
| Zhu et al. | Simplified analysis method accounting for shear-lag effect of steel–concrete composite decks | |
| Zhou et al. | Experimental investigation of a high strength steel frame with curved knee braces subjected to extreme earthquakes | |
| Özkılıç et al. | Mid-spliced end-plated replaceable links for eccentrically braced frames | |
| Liu et al. | Seismic behaviour and failure-mode-prediction method of a reinforced-concrete rigid-frame bridge with thin-walled tall piers: Investigation by model-updating hybrid test | |
| Topkaya et al. | Behavior of curved steel trapezoidal box-girders during construction | |
| Ashiquzzaman et al. | Effectiveness of different bracing systems to prevent exterior girder rotation during bridge deck construction | |
| Cabaleiro et al. | Analytical T-stub model for the analysis of clamps in structural metal joints | |
| Guo et al. | Cyclic tests and analyses of extended endplate composite connections to CFDST columns | |
| Zhang et al. | Effects of the shear lag on longitudinal strain and flexural stiffness of flanged RC structural walls | |
| Zhang et al. | A practical multiscale modeling strategy to model wet-type beam–column connections for seismic analysis of precast RC frame structures | |
| Deng et al. | Nonlinear flexural behavior of prestressed concrete girder bridges | |
| CN112668151B (en) | Substitution method for Bailey truss modeling in design software | |
| Wen et al. | Ultimate bearing behavior of H-beam welded hollow spheres under eccentric compression | |
| Zhong et al. | Full-scale segment model test and performance improvement scheme of cable-pylon anchorage zone for cable-stayed bridge | |
| Bujnak et al. | Experimental and theoretical investigation of composite truss beams | |
| Lepourry et al. | An innovative concrete-steel structural system for long-span structure allowing a fast and simple erection | |
| Dissanayake et al. | Modelling of plane composite frames in unpropped construction | |
| Radzi et al. | Nonlinear coupled thermal-structural analysis of monolithic and precast concrete corbel beam-to-column connection | |
| Liang et al. | Trussed square concrete-filled steel tubular hybrid structures subjected to axial compression | |
| Whisenhunt | Measurement and finite element modeling of the non-composite deflections of steel plate girder bridges |
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 |