CN114091138B - Deep water long trestle structure design method - Google Patents
Deep water long trestle structure design method Download PDFInfo
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Abstract
The invention discloses a design method of a deep water long trestle structure, which adopts CAD, midasCivil and ANSYS three software platforms to combine, firstly adopts MIDASCIVIL to carry out single-connection upper structure calculation to obtain the most unfavorable supporting reaction force of the upper structure; then, establishing a finite element model of all the lower structures of the full bridge by adopting ANSYS, simulating pile-soil interaction of the trestle by adopting a soil spring, applying load of the lower structures, and calculating the lower structures of the full bridge; taking the node with the maximum two-way bending moment vector and the maximum two-way bending moment vector in the soil-entering section of each steel pipe pile as an equivalent embedded point, calculating the calculated length of each steel pipe pile, and calculating the two-way bending overall stability of each steel pipe pile by adopting APDL; and then, optimizing and adjusting the pipe diameter and the wall thickness of each steel pipe pile according to the calculation result. The method has high modeling and analysis efficiency and strong program universality, can realize batch export and calculation of modeling data, and greatly reduces the manual processing workload.
Description
Technical Field
The invention belongs to the technical field of civil construction engineering, relates to a temporary structure for deep water bridge construction, and particularly relates to a design method for a deep water long trestle structure.
Background
For the underwater bridge engineering crossing the gulf, the river, the lake, the reservoir and the like, a temporary trestle is required to be arranged for facilitating the transportation and passing of construction materials and mechanical equipment. The temporary trestle generally comprises the following structural components: the bridge deck adopts an assembled stiffening steel bridge deck, the transverse distribution beam adopts I-steel, the longitudinal main beam adopts a Bailey beam, a bearing beam is arranged below the Bailey beam, and a steel pipe pile foundation is arranged below the bearing beam. Under the action of loads such as automobile, braking force, impact force, wind load, running water pressure, wave force, tidal force and impact force, the full stress performance of the trestle structure is required to be checked in order to ensure the stability and safety of the trestle. For deep water trestle, the specification and the depth of penetration of the steel pipe pile foundation are key factors for determining the stress performance of the trestle.
The existing temporary trestle structure design method generally comprises the steps of selecting a trestle with 3-5 holes and the largest length of a steel pipe pile after the overall arrangement of the structure is completed, establishing a finite element calculation model, then carrying out moving load analysis and buckling analysis to obtain the action effects of various loads, and adjusting the overall arrangement of the structure according to the action effects.
The simulation methods commonly used for the steel pipe pile foundation mainly comprise two types, namely a virtual embedded point method and an m method.
The virtual embedding point method is adopted, the steel pipe pile is assumed to be solidified at the position of the virtual embedding point, the depth of the virtual embedding point is generally 1.8-2.2 times of the relative rigidity coefficient T value of the pile, wherein the relative rigidity coefficient T value of the pile is calculated by the pile body bending rigidity E pIp, the converted width b 0 and the m value of the foundation soil at the pile side, and for multi-layer soil, the equivalent m value of the steel pipe pile penetrating through the soil layer is required to be calculated. At present, the related pile foundation design specification only provides an equivalent m value calculation method of 2 layers of soil, and for pile foundations exceeding 2 layers of soil, the calculation of the equivalent m value is very troublesome and has larger deviation. The method adopts an m method, namely finer grid division is carried out on the steel pipe pile buried in the soil, then a soil spring is established at the node of the steel pipe pile, the rigidity of the soil spring is calculated according to the node depth z i, the unit length l i, the conversion width b 0 and the m value of the foundation soil at the pile side, the pile-soil interaction can be simulated more accurately, and the strength and buckling mode of the steel pipe pile can be analyzed. However, the "m method" is not used because of the lack of the "virtual caulking point", so that the "calculated length" of the steel pipe pile cannot be directly calculated, and the buckling stability checking calculation of the steel pipe pile is inconvenient.
Disclosure of Invention
The invention aims to provide a design method of a deep water long trestle structure, which adopts MIDAS CIVIL to calculate the upper structure of a single trestle, adopts ANSYS to calculate the lower structure of a full bridge, builds a modeling and analysis program based on APDL language of ANSYS software, establishes a finite element model of all steel pipe pile foundations and inter-pile connecting beams of the long trestle, takes a node with the maximum two-way bending moment vector and the maximum two-way bending moment vector in a soil-entering section of the calculated steel pipe pile as an equivalent embedding point, determines the calculated length of the steel pipe pile, and calculates the two-way bending overall stability of the steel pipe pile, thereby solving the problems.
In order to solve the technical problems, the technical scheme provided by the invention is as follows:
A deep water long trestle structure design method comprises the following steps:
Step 1: the method comprises the steps of carrying out overall arrangement of trestle, wherein the width of the trestle is the maximum unfolding width of a crawler vehicle to be passed plus a safety distance, the value range of the standard span of the trestle is 12-15 m, the single trestle section consists of 4-6 standard spans, the vertical faces of the single trestle section are symmetrically arranged, the trestle can comprise curve trestle sections, and the planes of the curve trestle sections are arranged according to fold lines;
Step 2: selecting any single trestle segment, adopting MIDAS CIVIL to establish a finite element model of an upper structure of the single trestle segment, applying load of the upper structure, and carrying out moving load analysis, static force analysis and buckling analysis of the upper structure to obtain the most unfavorable supporting reaction force of the upper structure;
Step 3: determining the bridge deck elevation and the water depth of the trestle, calculating the exposure length of each steel pipe pile in the trestle extending out of a foundation according to the bridge deck elevation and the water depth of the trestle, taking the exposure length which is 2.0 times as the preliminary calculated length, and preliminarily determining the pipe diameter and the wall thickness of the steel pipe pile according to the slenderness ratio allowable value and the diameter-thickness specific allowable value required by the specification;
Step 4: numbering types of foundation soil layers of the trestle, storing water depth, foundation soil layer thickness and foundation soil layer type numbering information at each steel pipe pile axis position of the trestle into a two-dimensional array pdata, wherein array 1 is water depth and foundation soil layer thickness data, array 2 is corresponding foundation soil layer type numbering, storing the two-dimensional array pdata into a pdata. Txt document, reading the pdata. Txt document in ANSYS, and converting the two-dimensional array pdata into two foundation soil layer parameter matrixes of a matrix sldz and a matrix slNo;
Step 5: adopting APDL programming, storing physical and mechanical parameters of various foundation soil layers of trestle by using an array, endowing corresponding physical and mechanical parameters according to the type number of each foundation soil layer penetrated by each steel pipe pile axis, preliminarily determining the pipe diameter and the wall thickness of each steel pipe pile by combining the thickness of the foundation soil layer, calculating the soil penetration depth of each steel pipe pile, and accurately taking the geometric length value of each steel pipe pile to 0.5m in a mode of only entering a shed;
Step 6: according to the calculated geometric length of the steel pipe pile, a finite element model of all lower structures of the trestle is built by adopting ANSYS, the interaction between the steel pipe pile of the trestle and surrounding soil mediums of the steel pipe pile is simulated by adopting a soil spring, loads of the lower structures are applied, and static analysis and perturbation method buckling analysis of the lower structures are carried out;
step 7: adopting APDL programming, taking the two-way bending moment vector and the maximum node in the soil-entering section of each steel pipe pile as equivalent embedded points, and circularly calculating the two-way bending overall stability of each steel pipe pile according to the boundary conditions of the hinging of the top end of the steel pipe pile and the rigid connection at the equivalent embedded points;
Step 8: and (3) deriving a calculation result, and optimally adjusting the pipe diameter and the wall thickness of each steel pipe pile according to the calculation result of the bidirectional bending integral stability, and re-executing the steps 4 to 7 after the adjustment so that the bidirectional bending integral stability of all the steel pipe piles meets the standard requirement.
Preferably, in step 1, the single-row trestle section comprises a plurality of single-row piers and at least 1 group of brake piers, the brake piers are composed of double-row steel pipe piles, the longitudinal spacing is 3.0m, the brake piers are located in the middle of the single-row trestle section, other single-row piers are symmetrically arranged along two ends of the brake piers, and the single-row piers are composed of single-row steel pipe piles.
Preferably, in step 1, a widening expansion joint is arranged between the two joints of the curve trestle section, the width of the expansion joint at the inner side of the curve trestle section is 20cm, the width of the expansion joint at the outer side of the curve trestle section is not more than 80cm, and double rows of piers and longitudinal capping beams are arranged at the expansion joint of the trestle.
Preferably, in step 2, the finite element model of the superstructure comprises a bridge deck system of a single-deck bridge section, a longitudinal beret beam, and a main load-bearing beam, wherein the main load-bearing beam applies node elastic support constraints at the positions of the steel pipe piles.
Preferably, in step 4, the water depth and foundation layer thickness at each steel pipe pile axis position are derived by CAD, and the pdata.txt document is read in ANSYS, and the specific steps of converting the two-dimensional array pdata into two foundation layer parameter matrices of the matrix sldz and the matrix slNo are as follows:
S4.1, drawing a water line at a designed water level, drawing a marking line at a position 100m above the designed water level, drawing auxiliary lines at the axes of all steel pipe piles of the trestle, breaking the auxiliary lines at the intersections with the marking line, the water line and a soil layer boundary, and deleting the auxiliary lines above the marking line and below the bottom soil layer boundary;
S4.2, sequentially leading out the geometric lengths of auxiliary lines of all sections according to the sequence from left to right of the trestle and from top to bottom of the single steel pipe pile, wherein the 1 st section of the auxiliary line of the single steel pipe pile is 100m, the 2 nd section of the auxiliary line is water depth, and the 3 rd section and the following sections of the auxiliary line are the thicknesses of foundation soil layers;
S4.3, taking the lengths of all the steel pipe pile auxiliary lines of the trestle as the 1 st column of the two-dimensional array pdata, filling in the 2 nd column of the two-dimensional array pdata according to the soil layer type numbers corresponding to the thicknesses of all foundation soil layers, wherein the soil layer type numbers at non-soil layers are zero, and storing the two-dimensional array pdata as a pdata.txt document;
S4.4 reads a pdata.txt document in ANSYS, performs a do cycle in an APDL program, locates the initial data line number of each steel pipe pile according to the 100m value in the 1 st column of the two-dimensional array pdata, stores the water depth and foundation soil layer thickness data at the axial position of each steel pipe pile into a matrix sldz, and stores the corresponding soil layer type number into a matrix slNo.
Preferably, in step 4, the number of columns of the matrix sldz and the matrix slNo is the number of steel pipe pile rows, and the number of rows is the maximum foundation soil layer number +1 at the axis position of the single steel pipe pile.
Preferably, in step 5, the physical and mechanical parameters of the soil layer include density, shear modulus, side friction resistance and m value data, and the physical and mechanical parameters of various soil layers are respectively stored by a single array, and the row number of the array corresponds to the type number of the soil layer.
Preferably, in step 6, the stiffness of the soil spring is calculated by adopting an m method, the finite element model of the lower structure comprises all bearing main beams, steel pipe piles and pile top connecting beams of the full bridge of the trestle, and the load of the lower structure comprises the most unfavorable supporting counter force, braking force, wind load, running water pressure, wave force, tidal force and impact load of the upper structure.
Preferably, in step 7, the calculation of the bidirectional buckling overall stability of the steel pipe pile comprises the following specific steps:
S7.1 executing a do cycle in a single steel pipe pile, acquiring a bidirectional bending moment value M y、Mz of each unit of the soil-entering section of the steel pipe pile by adopting a get command, and calculating the vector sum of the bidirectional bending moment And comparing to obtain the maximum value of the vector sum of the two-way bending moment;
s7.2, obtaining a unit number corresponding to the bidirectional bending moment vector and the maximum value, storing the unit number into Emmax arrays, obtaining a node number corresponding to the bidirectional bending moment vector and the maximum value, and storing the node number into Nmmax arrays;
S7.3, acquiring coordinates of a node corresponding to the vector of the bidirectional bending moment and the maximum value, taking the height difference of the node and the node of the top of the steel pipe pile as the equivalent length l e of the steel pipe pile, taking the node as an equivalent embedding point, calculating the bending stiffness of the steel pipe pile, and calculating the ratio of the bending stiffness of the pile top connecting beam to the steel pipe pile;
S7.4, calculating a calculated length coefficient mu of the steel pipe pile through interpolation, obtaining a calculated length l 0 of the steel pipe pile according to the equivalent length l e and the calculated length coefficient mu, and calculating a slenderness ratio lambda;
s7.5, calculating Euler force N E of the steel pipe pile;
S7.6, acquiring a bidirectional bending moment vector and a unit axial force F x and a bending moment M y、Mz corresponding to the maximum value by adopting a get command, and calculating an equivalent bending moment coefficient;
s7.7, calculating the integral stability coefficient of the steel pipe pile according to the slenderness ratio interpolation
S7.8, calculating the bidirectional bending integral stable stress value of the steel pipe pile, and storing the bidirectional bending integral stable stress value into Psstb arrays.
Preferably, the original data table for calculating the interpolation of the length coefficient mu is read in by using a mutata. Txt document, and is stored in a mu_c array, and the whole stability coefficient is calculatedThe original data table for interpolation calculation is read in by using a phidata. Txt document and stored in a phi_b array.
The invention has the following beneficial effects:
(1) The invention combines three software platforms of CAD, MIDAS CIVIL and ANSYS, has fast modeling speed, high model precision and strong program universality, can fully exert the superiority of APDL language, realizes the batch export and import treatment of water depth, soil layer thickness and soil layer physical and mechanical parameters, and realizes batch calculation of the depth of the steel pipe pile penetration, the steel pipe pile-soil interaction, the steel pipe pile internal force, the steel pipe pile slenderness ratio, the whole bending stability of the steel pipe pile and the like.
(2) In a preferred embodiment, the efficiency of modeling and analysis can be improved by performing the upper structure calculation and the lower structure calculation separately; by establishing a calculation model of all the steel pipe piles of the full bridge, a reliable basis is provided for the design of the deep water long trestle structure; the calculated two-way bending moment vector and the maximum node in the soil-entering section of the steel pipe pile are used as equivalent embedded points, so that the calculated length of the steel pipe pile is obtained, APDL can be directly adopted to realize the calculation of the two-way bending overall stability of the steel pipe pile, and the manual processing workload is greatly reduced.
(3) The method for determining the equivalent embedded point of the steel pipe pile is defined according to the method, a virtual embedded point is not required to be assumed in advance according to experience, and the calculation result is more accurate and reliable.
In addition to the objects, features and advantages described above, the present invention has other objects, features and advantages. The invention will be described in further detail with reference to the accompanying drawings.
Drawings
The accompanying drawings, which are included to provide a further understanding of the application and are incorporated in and constitute a part of this specification, illustrate embodiments of the application and together with the description serve to explain the application. In the drawings:
FIG. 1 is a flow chart of a design method of the invention;
FIG. 2 is a bridge layout of an embodiment of the present invention;
FIG. 3 is a schematic view of the water depth and soil layer thickness derivation according to the embodiment of the present invention;
fig. 4 is a schematic diagram of the arrangement of steel pipe piles of the trestle brake pier of the invention;
FIG. 5 is a schematic diagram of the arrangement of single row pier steel pipe piles of the trestle of the invention;
FIG. 6 is a schematic diagram of the arrangement of steel pipe piles at the expansion joints of the trestle according to the invention;
fig. 7 is a finite element model of the underlying structure of an embodiment of the present invention.
In the figure, 1-steel pipe pile, 2-earth spring, 6-longitudinal capping beam, 7-bearing main beam, 8-water line, 9-sign line, 10-soil layer boundary line, 11-auxiliary line 1 st section, 12-auxiliary line 2 nd section, 13-auxiliary line 3 rd section and 14-pile top connecting beam.
Detailed Description
Embodiments of the invention are described in detail below with reference to the attached drawings, but the invention can be implemented in a number of different ways, which are defined and covered by the claims.
Embodiment one:
as shown in fig. 1, the embodiment discloses a deep water long trestle structure design method, which comprises the following steps:
Step 1: the method comprises the steps of carrying out overall arrangement of trestle, wherein the width of the trestle is the maximum unfolding width of a crawler vehicle to be passed plus a safety distance, the value range of the standard span of the trestle is 12-15 m, the single trestle section consists of 4-6 standard spans, the vertical faces of the single trestle section are symmetrically arranged, the trestle can comprise curve trestle sections, and the planes of the curve trestle sections are arranged according to fold lines;
Step 2: selecting any single trestle segment, adopting MIDAS CIVIL to establish a finite element model of an upper structure of the single trestle segment, applying load of the upper structure, and carrying out moving load analysis, static force analysis and buckling analysis of the upper structure to obtain the most unfavorable supporting reaction force of the upper structure;
step 3: determining the bridge deck elevation and the water depth of the trestle, calculating the exposure length of each steel pipe pile 1 in the trestle extending out of the foundation according to the bridge deck elevation and the water depth of the trestle, taking the exposure length which is 2.0 times as the preliminary calculation length, and preliminarily determining the pipe diameter and the wall thickness of the steel pipe piles according to the allowable value of the slenderness ratio and the allowable value of the specific diameter and thickness of the steel pipe piles required by specifications;
Step 4: numbering types of foundation soil layers of the trestle, storing water depth, foundation soil layer thickness and foundation soil layer type numbering information at the axial position of each steel pipe pile 1 of the trestle into a two-dimensional array pdata, wherein array 1 is water depth and foundation soil layer thickness data, array 2 is corresponding foundation soil layer type numbering, storing the two-dimensional array pdata into a pdata. Txt document, reading the pdata. Txt document in ANSYS, and converting the two-dimensional array pdata into two foundation soil layer parameter matrixes of a matrix sldz and a matrix slNo;
step 5: adopting APDL programming, storing physical and mechanical parameters of various foundation layers of trestle by using an array, endowing corresponding physical and mechanical parameters according to the type numbers of the various foundation layers penetrated by the axis of each steel pipe pile (1), combining the thickness of the foundation layers and preliminarily determining the pipe diameter and the wall thickness of the steel pipe pile, calculating the penetration depth of each steel pipe pile 1, and accurately taking the geometric length value of the steel pipe pile 1to 0.5m in a mode of only entering a house;
step 6: according to the calculated geometric length of the steel pipe pile, a finite element model of all lower structures of the trestle is built by adopting ANSYS, the interaction between the steel pipe pile 1 of the trestle and surrounding soil mediums of the steel pipe pile is simulated by adopting a soil spring 2, loads of the lower structures are applied, and static analysis and perturbation method buckling analysis of the lower structures are carried out;
Step 7: adopting APDL programming, taking the two-way bending moment vector and the maximum node in the earth-entering section of each steel pipe pile 1 as equivalent embedded points, and circularly calculating the two-way bending overall stability of each steel pipe pile 1 according to the boundary conditions of the hinging of the top ends of the steel pipe piles and the rigid connection at the equivalent embedded points;
Step 8: and (3) deriving a calculation result, and optimally adjusting the pipe diameter and the wall thickness of each steel pipe pile 1 according to the calculation result of the bidirectional bending integral stability, and re-executing the steps 4 to 7 after the adjustment so that the bidirectional bending integral stability of all the steel pipe piles 1 meets the standard requirement.
The invention adopts three software platforms of CAD, MIDAS CIVIL and ANSYS to combine, firstly adopts MIDAS CIVIL to calculate the single-connection upper structure, and obtains the most unfavorable supporting reaction of the upper structure; then, establishing a finite element model of all the lower structures of the full bridge by adopting ANSYS, simulating pile-soil interaction of the trestle by adopting a soil spring, applying load of the lower structures, and calculating the lower structures of the full bridge; taking the node with the maximum two-way bending moment vector and the maximum two-way bending moment vector in the soil-entering section of each steel pipe pile 1 as an equivalent embedded point, calculating the calculated length of each steel pipe pile 1, and calculating the two-way bending overall stability of each steel pipe pile 1 by adopting APDL; and then the pipe diameter and the wall thickness of each steel pipe pile 1 are optimized and adjusted according to the calculation result. The method has high modeling and analysis efficiency and strong program universality, can realize batch export and calculation of modeling data, and greatly reduces the manual processing workload.
Embodiment two:
As shown in figure 2, a certain extra large bridge crossing a bay has the total length 862.0m, the plane part is a straight line, the part is a curve, the curve radius is 1800m, the sea area is normal half daily tide, the highest tide level is 4.95m in 20 years, the corresponding maximum water depth of the bridge is about 41.0m, the theoretical lowest tide level is-3.58 m, the designed flow rate is 2.3m/s, and the bridge pile foundation mainly penetrates 7 soil layers such as silt, silty clay, coarse sand, pebbles, residual sandy cohesive soil, sandy strong weathered granite zebra stones, fragment strong weathered granite zebra stones and the like. In order to facilitate bridge foundation bearing platform construction and two-bank traffic, a temporary trestle needs to be designed and built.
Because the bridge level is large in water depth, rapid in flow speed and high in tidal range, typhoons are also considered, the stress condition is extremely complex, and the design of the temporary trestle structure, particularly the design of the lower structure, has a plurality of factors to be considered. According to the conventional method, only 3-5 holes with the largest length of the steel pipe pile are generally selected to establish a finite element model for calculation. Because the soil layer that this bridge passed through is of a large variety, and the soil layer physical and mechanical properties of different types is very different, and specification and length of steel-pipe pile are various, and the biggest steel-pipe pile of length is not necessarily atress unfavorable the least. Therefore, for safety and economy, it is necessary to check the stress performance of all the substructures of the full bridge. The calculation of the bidirectional bending overall stability of the steel pipe pile foundation is a key for determining the safety of the trestle structure.
In order to accurately and rapidly realize integral stability checking calculation of a bridge lower structure, the invention discloses a deep water long and large trestle structure design method, which comprises the following steps:
step 1: the method comprises the steps of carrying out overall arrangement of trestle, wherein the width of the trestle is the maximum unfolding width of a crawler belt vehicle to be passed plus a safety distance, the value range of a standard span of the trestle is 12-15 m, a single trestle section consists of 4-6 standard spans, the vertical faces of the single trestle section are symmetrically arranged, the trestle comprises curve trestle sections, and the planes of the curve trestle sections are arranged according to fold lines;
The single-row trestle section comprises a plurality of single-row piers and at least 1 group of brake piers, the brake piers are composed of double-row steel pipe piles 1, the longitudinal distance is 3.0m, as shown in fig. 4, the brake piers are positioned in the middle of the single-row trestle section, other single-row piers are symmetrically arranged along the two ends of the brake piers, as shown in fig. 5, and the single-row piers are composed of single-row steel pipe piles 1;
As shown in fig. 6, for a curve trestle, a widening expansion joint is arranged between the two joints of the curve trestle, the width of the expansion joint at the inner side of the curve trestle is 20cm, the width of the expansion joint at the outer side of the curve trestle is not more than 80cm, and double rows of piers and longitudinal capping beams 6 are arranged at the expansion joint of the trestle.
Step 2: selecting any single trestle segment, adopting MIDAS CIVIL to establish a finite element model of an upper structure of the single trestle segment, applying load of the upper structure, and carrying out moving load analysis, static force analysis and buckling analysis of the upper structure to obtain the most unfavorable supporting reaction force of the upper structure;
In the step 2, the finite element model of the upper structure comprises a bridge deck system of a single trestle, a longitudinal Bailey beam and a bearing main beam 7, wherein the bearing main beam 7 applies node elastic supporting constraint at the position of the steel pipe pile 1;
In step 2, the vertical rigidity of the node elastic support is 1 multiplied by 10 13 kN/m, the horizontal rigidity is 1kN/m, and the torsional rigidity is 1 kN.m/rad.
Step 3: calculating the exposure length of each steel pipe pile 1 in the trestle extending out of the foundation according to the bridge deck elevation and the water depth condition of the trestle, taking the exposure length which is 2.0 times as the preliminary calculation length, and preliminarily determining the pipe diameter and the wall thickness of the steel pipe pile 1 according to the slenderness ratio allowable value and the diameter-thickness specific capacity value required by the specification;
in the step 3, during preliminary model selection, the slenderness ratio of the steel pipe pile 1 is preferably 100-120, the diameter-thickness ratio is not more than 23500/f y,fy, and the yield point value in the steel brand is obtained.
Step 4: numbering types of foundation soil layers of the trestle, storing water depth, foundation soil layer thickness and foundation soil layer type numbering information at the axial position of each steel pipe pile 1 of the trestle into a two-dimensional array pdata, wherein array 1 is water depth and foundation soil layer thickness data, array 2 is corresponding foundation soil layer type numbering, storing the two-dimensional array pdata into a pdata. Txt document, reading the pdata. Txt document in ANSYS, and converting the two-dimensional array pdata into two foundation soil layer parameter matrixes of a matrix sldz and a matrix slNo;
As shown in fig. 3, the water depth and foundation layer thickness at the axial position of each steel pipe pile 1 are derived by CAD, and the pdata.txt document is read in ANSYS, and the specific steps of converting the two-dimensional array pdata into two foundation layer parameter matrixes sldz and slNo are as follows:
① Drawing a water line 8 at a designed water level, drawing a marking line 9 at a position 100m above the designed water level, drawing auxiliary lines at the axes of all the steel pipe piles 1 of the trestle, breaking the auxiliary lines at the intersections with the marking line 9, the water line 8 and a soil layer boundary 10, and deleting the auxiliary lines above the marking line and below the soil layer boundary at the bottom;
② The geometric lengths of auxiliary lines of all sections are sequentially led out according to the sequence from left to right and from top to bottom of the trestle, the length of the 1 st section 11 of the auxiliary line of the single steel pipe pile 1 is 100m, the length of the 2 nd section 12 of the auxiliary line is the depth of water, and the lengths of the 3 rd section 13 and the following sections of the auxiliary line are the thicknesses of foundation soil layers;
③ Taking the lengths of all the auxiliary lines of the steel pipe piles 1 of the trestle as the 1 st column of the two-dimensional array pdata, filling the 2 nd column of the two-dimensional array pdata according to the soil layer type numbers corresponding to the thicknesses of all foundation soil layers, wherein the soil layer type numbers at non-soil layers are zero, and storing the two-dimensional array pdata as a pdata.txt document;
④ Reading in pdata.txt document in ANSYS, executing do cycle in APDL program, locating the initial data line number of each steel pipe pile 1 according to the 100m value in the 1 st column of the two-dimensional array pdata, storing the water depth and foundation soil layer thickness data at the axial position of each steel pipe pile 1 into a matrix sldz, and storing the corresponding soil layer type number into a matrix slNo.
In step 4, the number of columns of the matrix sldz and the matrix slNo is the number of rows of the steel pipe piles 1, and the number of rows is the maximum foundation soil layer number +1 at the axis position of the single steel pipe pile 1.
Step 5: adopting APDL programming, storing physical and mechanical parameters of various foundation soil layers of trestle by using an array, endowing corresponding physical and mechanical parameters according to the type number of each foundation soil layer penetrated by each steel pipe pile axis, preliminarily determining the pipe diameter and the wall thickness of the steel pipe pile 1 by combining the thickness of the foundation soil layer, calculating the soil penetration depth of each steel pipe pile 1, and accurately taking the geometric length value of the steel pipe pile 1 to 0.5m in a mode of only being in a non-housing mode;
in the step 5, the physical and mechanical parameters of the soil layer comprise density, shear modulus, side friction resistance and m value data, the physical and mechanical parameters of various soil layers are respectively stored by a single array, and the row number of the array corresponds to the type number of the soil layer.
Step 6: according to the calculated geometric length of the steel pipe pile, a finite element model of all lower structures of the trestle is built by adopting ANSYS, the interaction between the steel pipe pile 1 of the trestle and surrounding soil mediums of the steel pipe pile is simulated by adopting a soil spring 2, loads of the lower structures are applied, and static analysis and perturbation method buckling analysis of the lower structures are carried out;
In the step6, the rigidity of the soil spring 2 is calculated by adopting an m method, as shown in fig. 7, a finite element model of a lower structure comprises all bearing main beams 7, steel pipe piles 1 and pile top connecting beams 14 of a trestle full bridge, and the load of the lower structure comprises the least favorable supporting counter force, braking force, wind load, running water pressure, wave force, tidal force and impact force load of the upper structure;
in the step 6, the unit mesh division size of the soil entering section of the steel pipe pile 1 is preferably 0.1 m-0.3 m.
Step 7: adopting APDL programming, taking the two-way bending moment vector and the maximum node in the earth-entering section of each steel pipe pile 1 as equivalent embedded points, and circularly calculating the two-way bending overall stability of each steel pipe pile 1 according to the boundary conditions of the hinging of the top ends of the steel pipe piles and the rigid connection at the equivalent embedded points;
the method for calculating the bidirectional buckling overall stability of the steel pipe pile 1 comprises the following steps:
① Executing do circulation in a single steel pipe pile 1, acquiring a bidirectional bending moment value M y、Mz of each unit of the earth-entering section of the steel pipe pile 1 by adopting get command, and calculating vector sum of bidirectional bending moment And comparing to obtain the maximum value of the vector sum of the two-way bending moment;
② Obtaining a unit number corresponding to the bidirectional bending moment vector and the maximum value, storing the unit number into Emmax arrays, obtaining a node number corresponding to the bidirectional bending moment vector and the maximum value, and storing the node number into Nmmax arrays;
③ Acquiring coordinates of a node corresponding to the vector of the bidirectional bending moment and the maximum value, taking the height difference between the node and the top node of the steel pipe pile 1 as the equivalent length l e of the steel pipe pile 1, taking the node as an equivalent embedding point, calculating the bending stiffness of the steel pipe pile 1, and calculating the ratio of the bending stiffness of the pile top connecting beam 14 to the steel pipe pile 1;
④ Calculating a calculated length coefficient mu of the steel pipe pile 1 by interpolation, obtaining a calculated length l 0 of the steel pipe pile 1 according to the equivalent length l e and the calculated length coefficient mu, and calculating a slenderness ratio lambda;
the original data table for calculating the interpolation of the length coefficient mu is read in by using a mutata. Txt document and stored in a mu_c array, and the whole stability coefficient is calculated The original data table for interpolation calculation is read in by using a phidata. Txt document and stored in a phi_b array;
⑤ Calculating Euler force N E of the steel pipe pile 1;
⑥ Acquiring an axial force F x and a bending moment M y、Mz of a unit corresponding to the bidirectional bending moment vector and the maximum value by adopting a get command, and calculating an equivalent bending moment coefficient;
⑦ Calculating integral stability coefficient of steel pipe pile 1 according to slenderness ratio interpolation
⑧ And calculating the bidirectional bending integral stable stress value of the steel pipe pile 1, and storing the bidirectional bending integral stable stress value into Psstb arrays.
Step 8: and (3) deriving a calculation result, and optimally adjusting the pipe diameter and the wall thickness of each steel pipe pile 1 according to the calculation result of the bidirectional bending integral stability, and re-executing the steps 4 to 7 after the adjustment so that the bidirectional bending integral stability of all the steel pipe piles 1 meets the standard requirement.
In conclusion, the invention combines three software platforms of CAD, MIDAS CIVIL and ANSYS, has fast modeling speed, high model precision and strong program universality, can fully exert the superiority of APDL language, realizes batch export and import treatment of water depth, soil layer thickness and soil layer physical mechanical parameters, and realizes batch calculation of the depth of penetration of the steel pipe pile, the interaction of the steel pipe pile and soil, the internal force of the steel pipe pile, the slenderness ratio of the steel pipe pile, the integral bending stability of the steel pipe pile and the like. In addition, the invention can improve the efficiency of modeling and analysis by respectively executing the upper structure calculation and the lower structure calculation; by establishing a calculation model of all the steel pipe piles 1 of the full bridge, a reliable basis is provided for the design of the deep water long trestle structure; the calculated bidirectional bending moment vector and the maximum node in the soil entering section of the steel pipe pile 1 are used as equivalent embedded points, so that the calculated length of the steel pipe pile 1 is obtained, APDL can be directly adopted to realize bidirectional bending integral stability calculation of the steel pipe pile 1, and the manual processing workload is greatly reduced. In addition, the method for determining the equivalent embedded point of the steel pipe pile 1 is defined according to the method, a virtual embedded point is not required to be assumed in advance according to experience, and the calculation result is more accurate and reliable.
The above description is only of the preferred embodiments of the present invention and is not intended to limit the present invention, but various modifications and variations can be made to the present invention by those skilled in the art. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (10)
1. The design method of the deep water long trestle structure is characterized by comprising the following steps of:
Step 1: the method comprises the steps of carrying out overall arrangement of trestle, wherein the width of the trestle is the maximum unfolding width of a crawler vehicle to be passed plus a safety distance, the value range of a standard span of the trestle is 12-15 m, a single trestle section consists of 4-6 standard spans, the vertical faces of the single trestle section are symmetrically arranged, the trestle can comprise a curve trestle section, and the planes of the curve trestle section are arranged according to fold lines;
Step 2: selecting any single trestle segment, adopting MIDAS CIVIL to establish a finite element model of an upper structure of the single trestle segment, applying load of the upper structure, and carrying out moving load analysis, static force analysis and buckling analysis of the upper structure to obtain the most unfavorable supporting counter force of the upper structure;
Step 3: determining the bridge deck elevation and the water depth of the trestle, calculating the exposure length of each steel pipe pile (1) extending out of a foundation according to the bridge deck elevation and the water depth of the trestle, taking the exposure length which is 2.0 times as a preliminary calculation length, and preliminarily determining the pipe diameter and the wall thickness of the steel pipe pile (1) according to the allowable value of the slenderness ratio and the allowable value of the specific diameter and thickness required by specifications;
Step 4: numbering types of foundation layers of the trestle, storing water depth, foundation layer thickness and foundation layer type numbering information at the axial position of each steel pipe pile (1) of the trestle into a two-dimensional array pdata, wherein array 1 is water depth and foundation layer thickness data, array 2 is corresponding foundation layer type numbering, storing the two-dimensional array pdata into a pdata.txt document, reading the pdata.txt document in ANSYS, and converting the two-dimensional array pdata into two foundation layer parameter matrixes of a matrix sldz and a matrix slNo;
Step 5: adopting APDL programming, storing physical and mechanical parameters of various foundation soil layers of the trestle by using an array, endowing corresponding physical and mechanical parameters according to the type numbers of the various foundation soil layers penetrated by the axis of each steel pipe pile (1), combining the thickness of the foundation soil layers and preliminarily determining the pipe diameter and the wall thickness of each steel pipe pile (1), calculating the penetration depth of each steel pipe pile (1), and accurately taking the geometric length value of each steel pipe pile (1) to 0.5m in a manner of only being in a non-broken state;
step 6: according to the calculated geometric length of the steel pipe pile, a finite element model of all lower structures of the trestle is built by adopting ANSYS, the interaction between the steel pipe pile (1) of the trestle and a surrounding soil medium thereof is simulated by adopting a soil spring (2), the load of the lower structures is applied, and the static analysis and the perturbation method buckling analysis of the lower structures are performed;
step 7: adopting APDL programming, taking the two-way bending moment vector and the maximum node of each steel pipe pile (1) in the soil entering section as equivalent embedded points, and circularly calculating the two-way bending overall stability of each steel pipe pile (1) according to the boundary conditions that the top end of the steel pipe pile (1) is hinged and the equivalent embedded points are just connected;
Step 8: and (3) deriving a calculation result, and optimally adjusting the pipe diameter and the wall thickness of each steel pipe pile (1) according to the calculation result of the bidirectional bending integral stability, and re-executing the steps 4 to 7 after the adjustment so that the bidirectional bending integral stability of all the steel pipe piles (1) meets the standard requirement.
2. The deep water long trestle structure design method according to claim 1, wherein in the step 1, the single trestle section comprises a plurality of single-row piers and at least 1 group of brake piers, the brake piers are composed of double-row steel pipe piles (1), the longitudinal spacing is 3.0m, the brake piers are located in the middle of the single trestle section, other single-row piers are symmetrically arranged along two ends of the brake piers, and the single-row piers are composed of single-row steel pipe piles (1).
3. The deep water long trestle structure design method according to claim 1 or 2, characterized in that in the step 1, a widening expansion joint is arranged between the joints of the curve trestle section, the width of the expansion joint at the inner side of the curve trestle section is 20cm, the width at the outer side of the curve trestle section is not more than 80cm, and a double-row pier and a longitudinal capping beam (6) are arranged at the expansion joint of the trestle.
4. The deep and long trestle structure design method according to claim 1, characterized in that in the step 2, the finite element model of the upper structure comprises a bridge deck system of a single trestle segment, a longitudinal bailey beam and a bearing main beam (7), wherein the bearing main beam (7) applies node elastic supporting constraint at the position of the steel pipe pile (1).
5. The deep water long trestle structure design method according to claim 1, characterized in that in step 4, the water depth and foundation layer thickness at the axial position of each steel pipe pile (1) are derived by CAD, and the pdata. Txt document is read in ANSYS, and the specific steps of converting the two-dimensional array pdata into two foundation layer parameter matrices of matrix sldz and matrix slNo are as follows:
S4.1, drawing a water line (8) at a designed water level, drawing a marking line (9) at a position 100m above the designed water level, drawing auxiliary lines at the axes of all steel pipe piles (1) of the trestle, breaking the auxiliary lines at the intersections with the marking line (9), the water line (8) and a soil layer boundary line (10), and deleting the auxiliary lines above the marking line and below the soil layer boundary line at the bottom;
S4.2, sequentially leading out the geometric lengths of auxiliary lines of all sections according to the left-to-right sequence of the trestle and the top-to-bottom sequence of the single steel pipe pile (1), wherein the length of the 1 st section (11) of the auxiliary line of the single steel pipe pile (1) is 100m, the length of the 2 nd section (12) of the auxiliary line is the depth of water, and the lengths of the 3 rd section (13) and the following sections of the auxiliary line are the thicknesses of foundation soil layers;
S4.3, taking the lengths of all the auxiliary lines of the steel pipe piles (1) of the trestle as the 1 st column of the two-dimensional array pdata, filling in the 2 nd column of the two-dimensional array pdata according to the soil layer type numbers corresponding to the thicknesses of all foundation soil layers, wherein the soil layer type numbers at non-soil layers are zero, and storing the two-dimensional array pdata as a pdata.txt document;
S4.4 reads the pdata.txt document in ANSYS, executes do circulation in an APDL program, locates the initial data line number of each steel pipe pile (1) according to the 100m value in the 1 st column of the two-dimensional array pdata, stores the water depth and foundation soil layer thickness data at the axial position of each steel pipe pile (1) into a matrix sldz, and stores the corresponding soil layer type number into a matrix slNo.
6. The method according to claim 1 or 5, wherein in the step 4, the number of columns of the matrix sldz and the matrix slNo is the number of rows of the steel pipe piles (1), and the number of rows is the maximum foundation soil layer number +1 at the axial position of the single steel pipe pile (1).
7. The method according to claim 1, wherein in the step 5, the physical and mechanical parameters of the soil layer include density, shear modulus, side friction resistance, and m value data, and the physical and mechanical parameters of each soil layer are respectively stored in a single array, and the row numbers of the arrays are corresponding to the type numbers of the soil layer.
8. The method according to claim 1, wherein in the step 6, the stiffness of the soil spring (2) is calculated by "m method", the finite element model of the lower structure comprises all load-bearing main beams (7), steel pipe piles (1) and pile top connecting beams (14) of the full bridge, and the load of the lower structure comprises the least favorable supporting reaction force, braking force, wind load, running water pressure, wave force, tidal force and impact force load of the upper structure.
9. The method for designing the deep and long trestle structure according to claim 1, wherein in the step 7, the calculation of the overall stability of the bidirectional buckling of the steel pipe pile (1) is specifically performed by:
S7.1 executing a do cycle in a single steel pipe pile (1), acquiring a bidirectional bending moment value M y、Mz of each unit of the earth entering section of the steel pipe pile (1) by adopting a get command, and calculating the vector sum of the bidirectional bending moment And comparing to obtain the maximum value of the vector sum of the two-way bending moment;
s7.2, obtaining a unit number corresponding to the bidirectional bending moment vector and the maximum value, storing the unit number into Emmax arrays, obtaining a node number corresponding to the bidirectional bending moment vector and the maximum value, and storing the node number into Nmmax arrays;
S7.3, acquiring coordinates of a node corresponding to the vector of the bidirectional bending moment and the maximum value, taking the height difference between the node and the top node of the steel pipe pile (1) as an equivalent length l e of the steel pipe pile (1), taking the node as an equivalent embedded point, calculating the bending line rigidity of the steel pipe pile (1), and calculating the ratio of the bending line rigidity of the pile top connecting beam (14) to the steel pipe pile (1);
S7.4, calculating a calculated length coefficient mu of the steel pipe pile (1) through interpolation, obtaining a calculated length l 0 of the steel pipe pile (1) according to the equivalent length l e and the calculated length coefficient mu, and calculating a slenderness ratio lambda;
S7.5, calculating Euler force N E of the steel pipe pile (1);
S7.6, acquiring a bidirectional bending moment vector and a unit axial force F x and a bending moment M y、Mz corresponding to the maximum value by adopting a get command, and calculating an equivalent bending moment coefficient;
s7.7 calculating the integral stability coefficient of the steel pipe pile (1) according to the slenderness ratio interpolation
S7.8, calculating the bidirectional bending integral stable stress value of the steel pipe pile (1), and storing the bidirectional bending integral stable stress value into Psstb arrays.
10. The method of claim 9, wherein the original data table for calculating the interpolation of the length coefficient μ is read in by using a mutata. Txt document, and stored in a mu_c array, and the overall stability coefficient is set as followsThe original data table for interpolation calculation is read in by using a phidata. Txt document and stored in a phi_b array.
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