CN114960479B - Bridge dismantling method based on shallow foundation critical cross-section area overturning damage - Google Patents
Bridge dismantling method based on shallow foundation critical cross-section area overturning damage Download PDFInfo
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
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Abstract
The invention relates to the technical field of the demolition of a shallow foundation double arch bridge, in particular to a method for demolishing a double arch bridge based on the overturning damage of the critical cross section area of the shallow foundation, which is characterized by comprising the following steps: step 1: calculating the critical cross-sectional area A of basic capsizing failure cr The method comprises the steps of carrying out a first treatment on the surface of the Step 2: the surrounding soil body of the foundation of the double arch bridge is excavated, the foundation base is exposed out of the ground, and then the foundation is symmetrically dismantled, so that the effective area of the cross section of the residual foundation is smaller than the critical area A of the foundation overturning damage cr The method comprises the steps of carrying out a first treatment on the surface of the Step 3: and carrying out collapse treatment on the first span structure of the side span of the double-arch bridge, thereby further causing continuous collapse of the whole bridge of the double-arch bridge. The invention has the advantages of high safety, quick dismantling, high working efficiency, and the like, and simultaneously can greatly reduce the construction period, obviously reduce the construction cost, and has low risk, and the like.
Description
Technical Field
The invention relates to the technical field of bridge dismantling of shallow foundation double arch, in particular to a bridge dismantling method based on the overturning damage of critical cross section area of a shallow foundation.
Background
In the 60-70 th century, china is still in the early stage of development of traffic infrastructure, the construction of a plurality of large-span bridges is scheduled, but at present, the service life of a great part of bridge is already close, and the technical condition grade is obviously reduced because the modern traffic load is far beyond the design load grade at the time and the like, and the reinforced non-reinforced or low-reinforced bridge is still difficult to meet the actual traffic demand, so that the bridge needs to be dismantled and rebuilt. The office of the department of transportation 29 days 12 months 2020 explicitly reforms few-rib arch bridges, bridges of automobile-15 level and below with respect to the improvement action scheme of old bridge for highway (traffic highway 2020 No. 71). Some provinces or urban traffic authorities send text, and the shallow foundation double arch bridge is not reserved or maintained and reinforced and is thoroughly transformed to be dismantled. The bridge is characterized in that the pressure transmitted by the bridge deck system is converted into axial pressure, the corresponding vertical load and horizontal thrust are large, and the requirements on foundation conditions are high, so that most of the bridge is positioned on the foundation with good geological conditions of the original foundation. Conventional demolition for arch bridges typically involves both blast demolition and mechanical demolition. The conventional blasting demolition method needs to arrange explosives in the full-bridge range for detonation and crushing, for example, chinese patent application No. CN201210585935.1 discloses a reinforced concrete arch bridge blasting demolition method, but in practice, because the span of the arch bridge is large, if the full-bridge explosive arranging method is adopted, the cost is extremely high, and a series of social influence problems can be possibly caused. The conventional mechanical dismantling method is usually carried out by adopting the reverse order of the construction process, for example, the method for dismantling a multi-span double arch bridge is disclosed in Chinese patent application No. CN201911201261.9, but the problem that the transverse bridge is stressed symmetrically to the longitudinal bridge is paid attention to in the dismantling process, and large-scale equipment cannot be used for carrying out construction on the bridge, so that the dismantling efficiency is low, the construction period is long, the cost is high, and the construction personnel can carry out the dismantling operation on the bridge for a long time, so that the safety risk is very high.
Aiming at the double arch bridge, the double arch bridge has some characteristics, and the characteristics can be utilized to develop a method which is different from the traditional dismantling method in dismantling, such as the double arch effect, namely when one span is stressed or displaced, the arch pier nodes of the other spans generate corresponding internal force and deformation; because the double-arch bridge can be generally divided into two types, namely a shallow foundation double-arch bridge and a deep foundation double-arch bridge, the two double-arch bridges have certain characteristics and differences, and the bridge pier and foundation of the double-arch bridge are designed to be relatively high in rigidity or are correspondingly reinforced for the dismantling of the shallow foundation double-arch bridge, in general, in the practical dismantling process, the rest of the spans can still be kept intact without collapsing by adopting a conventional dismantling method even after the first span structure fails (collapses), and under the condition, a large machine is needed to be dismantled one by one subsequently, so that the construction period is prolonged, the cost is increased, and meanwhile, because of asymmetric stress, continuous collapse can occur at any time in the dismantling process, and the safety risk is extremely high.
With the gradual and severe market competition situation and the gradual enhancement of the safety operation management force by related management departments, aiming at the removal of the double arch bridge of the shallow foundation, the realization of a new construction technical scheme which is safe, efficient, low in cost and rich in market competitiveness under the condition of meeting the increasingly strict management requirements of the related departments has become the focus of attention of the current industry or the common technical problem to be solved by the current technical field function.
Disclosure of Invention
Aiming at the technical problems, the invention provides a safe, efficient and low-cost method for dismantling the double arch bridge based on the overturning damage of the critical cross section area of the shallow foundation.
In order to achieve the above purpose, the invention adopts the following technical scheme:
the method for dismantling the double arch bridge based on the overturning damage of the critical cross-sectional area of the shallow foundation comprises the following steps:
step 1: calculating the critical cross-sectional area A of basic capsizing failure cr ；
Step 2: the surrounding soil body of the foundation of the double arch bridge is excavated, the foundation base is exposed out of the ground, and then the foundation is symmetrically dismantled, so that the effective area of the cross section of the residual foundation is smaller than the critical area A of the foundation overturning damage cr ；
Step 3: the first span structure of the side span of the double arch bridge is subjected to collapse treatment, and the bridge pier foundation of each rest span is subjected to horizontal thrust, so that the bridge pier foundation of the double arch bridge is also subjected to overturning damage, and further continuous collapse of the whole bridge of the double arch bridge is caused.
Optionally, the critical cross-sectional area of the foundation capsizing damage is the cross-sectional area of the rectangular structural foundation; or alternatively
The critical cross-sectional area of the foundation capsizing damage is the cross-sectional area of the foundation of the elliptical structure. Optionally, the method further comprises the following steps:
1. mechanical simplification of a double arch bridge structure
The arch rib and the arch upright post are simplified into rod pieces with hinged two ends for analysis, and the bridge pier and the pier upright post are simplified into vertical rod pieces which are directly connected with a bridge deck system and a foundation; because the included angle between the bar member with the simplified arch rib and the bridge pier directly determines the horizontal thrust force applied by the bridge pier, the axial direction of the arch springing is taken as the direction of the bar member with the simplified arch rib, so that the stress condition of the bridge pier in actual engineering is accurately simulated;
2. calculating arch rib thrust F p
Taking the half-span structure of the second span as an analysis object, carrying out stress analysis on the arch rib BC of the second span, referring to bridge design files, completion drawings or field actual measurement data, and calculating the load F of the No. 1 arch upper upright column according to the size of each part and the volume weight of the material 1 Load F of No. 2 arch upper upright 2 Load F of n-number arch upper upright column n The method comprises the steps of carrying out a first treatment on the surface of the Distributed loadq 1 The dead weight load of the filler, the side wall and the bridge deck system of the solid web section in the rod AB is uniformly distributed with load q 2 The dead weight load of the filler, the side wall and the bridge deck system between the rod member end point B formed by simplifying the arch rib and the bridge span middle point is calculated for simplifying the uniformly distributed load because the arch rib arc line of the section is more gentle;
3. calculating the basic anti-capsizing force N k ；
4. Calculating the critical cross-sectional area A of basic capsizing failure cr ；
5. The soil around the foundation is excavated to expose the foundation base to the ground, and then the foundation is symmetrically dismantled to ensure that the effective area of the cross section of the residual foundation is smaller than the critical area A of the foundation capsizing damage cr ；
6. The first span structure of the side span of the double arch bridge is subjected to collapse treatment, and the bridge pier foundation of each rest span is subjected to horizontal thrust, so that the bridge pier foundation of the double arch bridge is also subjected to overturning damage, and further continuous collapse of the whole bridge of the double arch bridge is caused.
Optionally, in the second step, referring to the bridge design file, completion chart or field to perform actual measurement to obtain the dead weight constant load concentration of the bridge deck system in the longitudinal bridge direction is q qm The material volume weights of the side wall, the filler, the abdominal arch and the upright post are respectively ρ cq 、ρ tl 、ρ fg 、ρ lz The method comprises the steps of carrying out a first treatment on the surface of the Setting i as a non-zero natural number, sequentially numbering from small pile number to large pile number on the ventral arch of the bridge, and calculating the span of the ventral arch i as l i The calculated sagittal height is f i ，x i The equivalent width of the lateral wall of the i-shaped ventral arch in the transverse bridge direction is k, which is the calculated distance between the middle point of the i-shaped ventral arch in the horizontal direction and the central line of the upright post on the i-shaped arch cqi The equivalent width of the i-shaped ventral arch filler in the transverse bridge direction is k tli The equivalent width of the i-shaped ventral arch transverse bridge direction is f kgi The filler height above the top of the i-shaped abdominal arch is h tli The height of the side wall above the top of the i-shaped abdominal arch is h cqi The height of the i-shaped ventral arch rib is h fgi The height of the upright column on the i-shaped arch is h i A transverse bridge width of k i The width of the longitudinal bridge is d i The method comprises the steps of carrying out a first treatment on the surface of the Simplifying the abdominal arch into a triangle for calculation; according to the geometrical junctionConstruct and physical parameter, i number arch up column bear concentrated load F i Expressed as:
wherein: l (L) 1 Is q 1 Length of solid section, x s Is q 1 Horizontal distance from a point in the solid section to point B, k tlq1 Is q 1 Transverse bridge equivalent width of solid section filler, h cqq1 The transverse bridge equivalent width of the solid section side wall is that the height of the filler above the top of the main arch is h tlq The height of the side wall above the top of the main arch is h cqq Beta is the angle of ABC, and the concentrated load F of the solid web section is based on the geometric composition and physical parameters q1 Expressed as:
wherein: l (L) 2 Is q 2 Length of solid web segment, k tlq2 Is q 2 Transverse equivalent width, k, of solid web section filler cqq2 Is the equivalent width of the solid web section side wall in the transverse bridge direction, and q is as follows 2 For uniform load, the concentrated load F of the solid web section is realized according to the geometric constitution and physical parameters q2 Expressed as:
F q2 ＝(q qm +ρ tl k tlq2 h tlq +ρ cq k cqq2 h cqq )L 2
the material volume weight of the main arch rib is ρ zg The calculated span of the main arch rib is l zg The calculated sagittal height is f zg A transverse bridge width of k zg Height is h zg The dead weight load G of the main arch rib zg Expressed as:
then:
the bridge pier receives the following horizontal thrust:
optionally, the foundation anti-overturning force N in the step three k Is calculated by the calculation of (a),
firstly, the soil body around the foundation is excavated, the foundation base is exposed out of the ground, and the influence of the soil pressure on the foundation is eliminated, namely, the effect of the soil pressure is not needed to be considered, so that only the anti-overturning force of the foundation of the residual core part is considered, the cross-sectional area is A, and the anti-overturning moment is obtained by consulting the relevant specifications:
M θ ＝N k s
wherein, the whole height of the bridge pier is assumed to be h d S is the distance (m) from the center of gravity of the cross section to the experimental tilting axis, and the cross section area of the bottom is A, N k The pressure applied to the cross section of the bottom of the pier comprises the bridge deck system, side walls, fillers, bellies and the dead weight load F of the upright post on the pier besides the vertical component force transferred by the arch rib 0 Then:
wherein: k (k) 0 I.e. the transverse bridge width of the upright post on the pier; h is a 0 I.e. the height of the upright post on the pier; d, d o I.e. the longitudinal bridge width of the upright post on the pier; ρ d I.e. the pier material volume weight.
Optionally, the critical cross-sectional area of the foundation capsizing damage is the cross-sectional area a of the rectangular structural foundation q ×b q The method comprises the steps of carrying out a first treatment on the surface of the Then:
optionally, the critical cross-sectional area A is destroyed by basic dumping in the fourth step cr If the foundation is required to be overturned and destroyed, then:
N k s≤F px h d
obtaining:optionally, the critical cross-sectional area of the foundation capsizing damage is the cross-sectional area a of the rectangular structural foundation q ×b q The method comprises the steps of carrying out a first treatment on the surface of the If the foundation is required to be overturned and destroyed, the method comprises the following steps:
optionally, in the step 3 or the step six, the collapsing process performed on the first span structure of the side span of the bridge is a complete collapsing process.
Optionally, the method further comprises: the energy of falling to strike the ground by the double arch bridge structure is utilized to crush the double arch bridge structure into small blocks, and then the incompletely crushed structure is subjected to further mechanical crushing on the ground, and is loaded and cleared.
Compared with the prior art, the invention has the beneficial effects that:
(1) Compared with the conventional blasting demolition method, the method does not need to calculate the explosive amount and the explosive amount in the whole bridge range, is not controlled by the national holiday and major activities, can accelerate demolition time, greatly saves construction cost, and reduces the influence on surrounding environment, structures and personnel.
(2) Compared with the conventional mechanical dismantling method, the method can enable the shallow foundation arch bridge to collapse integrally at one time, has the effect of rapid dismantling, greatly shortens the construction period and reduces the equipment and labor cost.
(3) When the invention is adopted, only the data such as the structure, the dead weight load, the material volume weight and the like of the shallow foundation double arch bridge are collected or actually measured, and the stress analysis is carried out, and then the critical section area A of the foundation overturning damage is calculated cr The bridge deck traffic and the periphery of an operation area are sealed under the condition that an arch bridge structure is intact, the foundation base is exposed out of the ground by only digging soil around a pier foundation, and then the foundation cross section is symmetrically broken by using mechanical equipment, so that the foundation cross section area is smaller than the foundation overturning damage critical cross section area A cr (critical value) for the purpose of promoting the occurrence of a overturning failure of each pier foundation of the shallow foundation arch bridge; then adopting a collapse treatment mode such as directly breaking and disassembling arch feet and the like at the first bridge abutment of the side span to promote the first bridge of the side span to collapse, so that the other bridge pier foundations can be caused to be destroyed by overturning under the action of horizontal thrust, and the bridge span structure is continuously collapsed to finally cause the one-time collapse destruction of the whole bridge; meanwhile, the dismantling procedure is simple, the one-time collapse construction process of the whole bridge only needs to carry out the collapse treatment of the first span of the side span, unlike the conventional mechanical dismantling method, the whole bridge is basically required to be dismantled and constructed, and the safety coefficient is low; the invention also utilizes the energy of falling and impacting the ground of the double arch bridge structure to promote the whole bridge to be broken into small blocks, and then carries out further mechanical breaking on the incompletely broken structure on the ground, thereby realizing rapid loading and transporting, greatly shortening the treatment period of the whole bridge after collapse and simultaneously greatly saving the construction cost after collapse.
In conclusion, the invention has the advantages of high safety coefficient, quick dismantling, great shortening of dismantling and cleaning periods, remarkable reduction of construction cost, and remarkable progress compared with the prior art.
Drawings
FIG. 1 is a schematic view of an arch bridge structure before the mechanical simplification of the shallow foundation double arch bridge structure of the invention;
FIG. 2 is a schematic illustration of the structure of the shallow foundation double arch bridge of the present invention after the arch bridge is simplified prior to the mechanical simplification;
FIG. 3 is a schematic view of the partial enlarged structure of FIG. 2;
FIG. 4 is a schematic diagram of the forces exerted on a pier;
FIG. 5 is a diagram of the structure of a half-span for a second span;
FIG. 6 is a force analysis chart for FIG. 5;
FIG. 7 is a schematic view of the ventral arch structure of the invention;
FIG. 8 is a schematic view of FIG. 7 simplified to a triangle;
FIG. 9 is a schematic representation of the change of the invention before and after breaking the base cross-sectional area.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention. It will be apparent that the described embodiments are only some, but not all, embodiments of the invention. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
The method for dismantling the double arch bridge based on the overturning damage of the critical cross-sectional area of the shallow foundation comprises the following steps:
step 1: calculating the critical cross-sectional area A of basic capsizing failure cr ；
Step 2: the surrounding soil of the foundation of the double arch bridge is excavated, the foundation base is exposed out of the ground, then the foundation is symmetrically dismantled, as shown in fig. 9, the rectangular structure foundation is taken as an example, the rectangular foundation is symmetrically dismantled and changed before and after the rectangular foundation is dismantled, the cross section area of the rectangular foundation before the rectangular foundation is dismantled is a1 x b1, and the cross section area after the rectangular foundation is symmetrically dismantled is a2 x b2; causing the effective area a2 b2 of the remaining base section to be smaller than the base-dumping-failure critical section area A cr The method comprises the steps of carrying out a first treatment on the surface of the The purpose of this step is to cause the foundation of each pier of the shallow foundation arch bridge to be overturned and destroyed, while this step is carried out without other bridge membersThe structure is destroyed, so that the safety of the operation is ensured. The main purpose of the symmetrical dismantling is to keep the whole stressed structure of the bridge intact, ensure the safety of the operation developing process and prevent the bridge body from suddenly collapsing in the operation process.
Step 3: the first span structure of the side span of the double arch bridge is subjected to collapse treatment (preferably complete collapse treatment), and the bridge pier foundation of each rest span is subjected to horizontal thrust, so that the bridge pier foundation of the double arch bridge is also subjected to overturning and damage, and further continuous collapse of the whole bridge of the double arch bridge is caused.
Optionally, the critical cross-sectional area of the foundation capsizing damage is the cross-sectional area of the rectangular structural foundation; or the base capsizing failure critical cross-sectional area is the cross-sectional area of the base of the elliptical structure.
Of course, other common foundation structures besides the foundation structures listed above are suitable for the technical scheme of the present invention as long as they are shallow foundation arch bridges, and also belong to the protection scope of the present invention, and it should not be understood that the technical scheme or the inventive concept of the present invention is only suitable for shallow foundation arch bridges of rectangular structure foundation and oval structure foundation, and it should be understood that only shallow foundation arch bridges are suitable for the present invention. The definition of the shallow foundation is based on the definition of the shallow foundation with a depth of 5 meters or less in the design Specification of road bridge foundation and foundation (JTG 3363-2019).
Optionally, the method can also be carried out according to the following steps:
firstly, carrying out stress analysis, and according to the traditional construction method, the construction process of the shallow foundation double arch bridge is to firstly complete the construction of each foundation abutment, then carry out the construction of the main arch ring, and then construct the upright post, the side wall, the abdominal arch ring, the filler on the arch, the guardrail, the bridge deck pavement and the like by taking the symmetrical stress as the principle, so that the loads of the upright post, the side wall, the abdominal arch ring, the filler on the arch, the guardrail, the bridge deck pavement and the like are supposed to be transmitted to the abutment through the main arch ring and the upright post on the pier.
(II) mechanical simplification of the structure of the double arch bridge
As shown in figure 1, the designed bridge span structure is usually provided with only a small amount of or no reinforcing steel bars, and the bending resistance of the arch ribs and the arch upright posts is weaker, and the stress forms are mainly the axial force, so that the arch ribs and the arch upright posts are considered to be simplified into rod pieces with hinged two ends for analysis, and the bridge pier (including the pier upright posts) is simplified into vertical and vertical rod pieces which are directly connected with the bridge deck system and the foundation; the included angle between the bar member with the simplified arch rib and the bridge pier directly determines the horizontal thrust force of the bridge pier, so that the axis direction of the arch foot is taken as the direction of the bar member with the simplified arch rib to accurately simulate the stress condition of the bridge pier in actual engineering, and the simplified structure is shown in figure 2.
Stress analysis in continuous collapse process
After blasting or mechanical breaking of the arch springing at the first bridge abutment of the side span, the over-arch building collapses due to loss of support of the main arch ring, so assuming complete collapse of the first bridge structure, the rest of the schematic diagram is converted to that shown in fig. 3. If the integral structure is to be continuously collapsed, the anti-overturning failure of the 1# bridge pier foundation is needed first to cause the collapse of the arch bridge structure of the second span, and similarly, the anti-overturning failure of the 2# bridge pier foundation is needed after the collapse of the second span, and the collapse of the third span arch bridge structure is caused, so that the integral continuous collapse is realized. Therefore, the key point of the whole collapse of the shallow foundation double arch bridge is whether each pier foundation is overturned and damaged.
Taking a No. 1 pier column (comprising an arch upper upright post) as an analysis object, and carrying out stress analysis on the pier column, wherein the residual part of the pier column has smaller dead weight and can be ignored because the arch bridge structure of the first span is supposed to collapse completely; and because the filler, the side wall, the ventral arch ring and the bridge deck system at the top have extremely low tensile capacity and have little influence on the pier column, the pier column is ignored as well, and the pier column only receives the thrust action transmitted by the arch rib except the self weight and the vertical load transmitted by the top, and the stress diagram is shown in figure 4. It can be found that when the bridge pier receives a transverse thrust greater than its own anti-overturning force, the bridge pier foundation is overturned and destroyed, thereby causing collapse of the second arch bridge structure.
(IV) calculating the arch rib thrust F p
Taking the half span of the second spanThe structure is as the analysis object as shown in figure 5, the arch rib BC is subjected to stress analysis as shown in figure 6, the bridge design file, completion drawing or field actual measurement data are consulted, and the load F of the upright post on the No. 1 arch can be calculated according to the size of each part and the volume weight of the material 1 Load F of No. 2 arch upper upright 2 Load F of n-arch upper column n The method comprises the steps of carrying out a first treatment on the surface of the Distributed load q 1 The dead weight load of the filler, the side wall and the bridge deck system of the solid web section in the rod AB is uniformly distributed with load q 2 The dead weight load of the filler, the side wall and the bridge deck system between the rod member end point B formed by simplifying the arch rib and the bridge span middle point can be calculated by approximately simplifying uniform load because the arch rib arc line of the section is more gentle;
can consult bridge design file, completion drawing or field actual measurement to obtain the invented bridge deck longitudinal bridge self-weight constant load concentration degree is q qm The material volume weights of the side wall, the filler, the abdominal arch and the upright post are respectively ρ cq 、ρ tl 、ρ fg 、ρ lz The method comprises the steps of carrying out a first treatment on the surface of the Setting i as a non-zero natural number, sequentially numbering from small pile number to large pile number on the ventral arch of the bridge, and calculating the span of the ventral arch i as l i The calculated sagittal height is f i ，x i The equivalent width of the lateral wall of the i-shaped ventral arch in the transverse bridge direction is k, which is the calculated distance between the middle point of the i-shaped ventral arch in the horizontal direction and the central line of the upright post on the i-shaped arch cqi The equivalent width of the i-shaped ventral arch filler in the transverse bridge direction is k tli The equivalent width of the i-shaped ventral arch transverse bridge direction is k fgi The filler height above the top of the i-shaped abdominal arch is h tli The height of the side wall above the top of the i-shaped abdominal arch is h cqi The height of the i-shaped ventral arch rib is h fgi The height of the upright column on the i-shaped arch is h i A transverse bridge width of k i The width of the longitudinal bridge is d i The method comprises the steps of carrying out a first treatment on the surface of the Simplifying the abdominal arch into a triangle for calculation; according to the geometrical structure and physical parameters, the i-shaped arch upright post bears the concentrated load F i Expressed as:
wherein: l (L) 1 Is q 1 Solid abdomenLength of segment, x s Is q 1 Horizontal distance from a point in the solid section to point B, k tlq1 Is q 1 Transverse equivalent width, k, of solid web section filler cqq1 The transverse bridge equivalent width of the solid section side wall is that the height of the filler above the top of the main arch is h tlq The height of the side wall above the top of the main arch is h cqq Beta is the angle of ABC, and the concentrated load F of the solid web section is based on the geometric composition and physical parameters q1 Expressed as:
wherein: l (L) 2 Is q 2 Length of solid web segment, k tlq2 Is q 2 Transverse equivalent width, k, of solid web section filler cqq2 Is the equivalent width of the solid web section side wall in the transverse bridge direction, and q is as follows 2 For uniform load, the concentrated load F of the solid web section is realized according to the geometric constitution and physical parameters q2 Expressed as:
F q2 ＝(q qm +ρ tl k tlq2 h tlq +ρ cq k cpp2 h cqq )L 2
the material volume weight of the main arch rib is ρ zg The calculated span of the main arch rib is l zg The calculated sagittal height is f zg A transverse bridge width of k zg Height is h zg The dead weight load G of the main arch rib zg Expressed as:
then:
the bridge pier receives the following horizontal thrust:
(V) calculating the basic anti-capsizing force N k
The bridge pier foundation section size of the shallow foundation multi-arch bridge is larger, soil around the foundation is excavated firstly, the foundation base is exposed out of the ground, the influence of soil pressure on the foundation is eliminated, namely, the effect of the soil pressure is not needed to be considered, so that only the anti-overturning force of the foundation of the residual core part is considered, the section area is A, and the anti-overturning moment is obtained by consulting relevant specifications:
M θ ＝N k s
wherein, the whole height of the bridge pier is assumed to be h d S is the distance (m) from the center of gravity of the cross section to the experimental tilting axis, and the cross section area of the bottom is A, N k The pressure applied to the cross section of the bottom of the pier comprises the bridge deck system, side walls, fillers, bellies and the dead weight load F of the upright post on the pier besides the vertical component force transferred by the arch rib 0 Then:
for example, we base a cross-sectional area a on a rectangular structure q ×b q As an example; then:
(sixth) calculating the base capsizing failure Critical Cross-sectional area A cr
If the foundation is required to be overturned and destroyed, the method comprises the following steps:
N k s≤F px h d
obtaining:
for example, we base a cross-sectional area a on a rectangular structure q ×b q As an example; if the foundation is required to be overturned and destroyed, the method comprises the following steps:
(seventh) the surrounding soil body of the foundation of the double arch bridge is excavated, the foundation base is exposed out of the ground, then the foundation is symmetrically dismantled, as shown in fig. 9, the rectangular structure foundation is taken as an example, the rectangular foundation is symmetrically dismantled and then is changed, the cross section area before the dismantling is a1 x b1, and the cross section area after the symmetrical dismantling is a2 x b2; causing the effective area a2 x b2 of the remaining base section to be smaller than the base-dumping-failure critical section area Acr; the aim of this step is to promote the overturning and destruction of each pier foundation of the shallow foundation double arch bridge, while the other structures of the double arch bridge are not destroyed when this step is carried out, thus ensuring the safety of the operation. The main purpose of the symmetrical dismantling is to keep the whole stressed structure of the bridge intact, ensure the safety of the operation developing process and prevent the bridge body from suddenly collapsing in the operation process.
And (eight) carrying out collapse treatment (preferably complete collapse treatment) on the first span structure of the side span of the multi-arch bridge, for example, directly breaking and disassembling arch feet at the first span abutment of the side span by adopting a long-arm hook machine (of course, only one of the breaking and disassembling methods is enumerated, and other modes capable of realizing the collapse treatment on the first span structure of the multi-arch bridge are applicable to the first span structure), so that the first span of the side span collapses to cause the collapse damage of the other pier foundations under the action of horizontal pushing force, and the continuous collapse of the bridge span structure finally leads to the disposable collapse damage of the whole bridge.
And (nine) crushing the structure into small blocks by utilizing the energy of falling of the double arch bridge structure to impact the ground, and then carrying out further mechanical crushing on the incompletely crushed structure on the ground, and loading and clearing.
The above embodiments are only some embodiments of the present invention, such as a double arch bridge included in the above-defined shallow foundation, and other factors (including but not limited to water impact factors, soil factors, etc.) that need to be added to the foundation in the actual environment, and other similar or modified technical solutions obtained based on the above principle are also included in the scope of the present invention.
The following is a further explanation of a specific example of a double arch bridge:
taking a concrete double arch bridge of 8 multiplied by 22m as an example, the bridge is constructed to be in traffic in the 70 th century of 20 th century, and the bridge is operated for more than 50 years before 10 years, after being reinforced, more diseases still exist at present, the technical condition grade is still lower, the requirements of modern traffic can not be met, and the authorities decide to demolish and rebuild the bridge. The shallow foundation double arch bridge has 8 spans, the foundation is rectangular, the water depth is about 50cm, the water flow is gentle, the height of the pier is small, the foundation buries a large part of the foundation by only two meters, the foundation is easy to excavate and break, and the distance between the arch foot position and the top surface of the bearing platform is only 6m, so that the shallow foundation double arch bridge basically accords with the engineering characteristics applicable to the shallow foundation double arch bridge.
Through looking into 2011 design files and on-site investigation, main parameters are as follows: dead weight constant load concentration q of bridge deck system in longitudinal bridge direction qm Comprising the following steps: the longitudinal bridge density of the single-side guardrail is 1.65kN/m, the paving thickness of the bridge deck is 0.13m of concrete, the paving width is 7.0m, and the volume weight is 25kN/m3; the average thickness of the side wall is 0.5m, and the volume weight rho of the material is equal to that of the side wall cq ＝17.8kN/m 3 The method comprises the steps of carrying out a first treatment on the surface of the Filler material bulk density ρ tl ＝14.5kN/m 3 Transverse bridge equivalent width k tli =7.0m; the volume weight rho of the ventral arch material fg ＝21N/m 3 Transverse bridge equivalent width k fgi =8.0m, height h fgi =0.15m; column material volume weight ρ lz ＝21N/m 3 Transverse bridge width k i Longitudinal bridge width d =8m i =0.3m, column height No. 1 h 1 2m, no. 2 column height h 2 =1m; height h of packing above the top of the ventral arch tli Height h with side wall cqi Are all 0.6m; abdominal arch calculation span l i =1.6m, calculated sagittal height f i =0.5m. Then:
/>
F 2 ＝41.68+97.44+17.09+47.53+41.92+21×8×1×0.3＝296.06kN
q 1 length of solid web section L 1 Cross-bridge equivalent width k of filler =2m tlq1 =7m, average thickness of sidewall 0.5m, filler height h above top of main arch tlq Height h with side wall cqq All of the two kinds of the materials are 0.6m,then:
q 2 length of solid web section L 2 Cross-bridge equivalent width k of filler =4m tlq2 =7m, average thickness of sidewall 0.5m, filler height h above top of main arch tlq Height h with side wall cqq Both 0.6m. Then:
F q2 ＝(q qm +ρ tl k tlq2 h tlq +ρ cq k cqq2 h cqq )L 2
F q2 ＝4×(2×1.65+25×7×0.13+14.5×7×0.6+17.8×2×0.5×0.6)
＝390.52kN
the volume weight of the main arch rib material is ρ zg ＝21N/m 3 Calculating a span l zg =20m, calculate sagittal height f zg Transverse bridge width k =4m zg Rib height h =8m zg =0.6m. Then:
then:
the volume weight of the upright post material on the pier is ρ lz ＝21N/m 3 Height h 0 Transverse bridge width k =4m 0 Longitudinal bridge width d =8m 0 =0.5m, then:
pier material volume weight ρ d ＝21N/m 3 Basic dimension a q ×b q ＝10.52m 2 Bridge pier height h d =6.0m, then:
from the above calculation, the critical effective area of the foundation with the overturning damage is a q ×b q ＝10.52m 2 In practice, the cross-sectional area of each pier foundation is larger than 10.52m 2 . If continuous collapse of the whole bridge is to be realized, soil around the foundation is excavated to enable the foundation to be at the bottomThe base is exposed out of the ground, then the foundation is symmetrically dismantled, and the effective area of the section of the rest foundation is enabled to be smaller than the value; when the first span structure is completely collapsed, the bridge pier foundation of each span is subjected to horizontal thrust to be overturned and destroyed, so that the continuous collapse of the whole bridge of the double arch bridge is caused, and then the collapsed bridge body is mechanically crushed and cleared on the ground, so that the full bridge dismantling operation is completed. Finally, the energy of falling and impacting the ground by the double arch bridge structure is utilized to crush the double arch bridge structure into small blocks, and then the incompletely crushed structure is subjected to further mechanical crushing on the ground, and is loaded and cleared.
The conventional mechanical dismantling method is adopted to dismantle the double arch bridge, the dismantling procedure is opposite to the construction and construction sequence, and the disadvantages of long dismantling period, large noise, high safety risk and the like exist according to the number of arches 8 spans of the double arch bridge and the span of 22 meters and the conditions of mechanical equipment and field personnel needing to be dismantled; the blasting mode is adopted for demolishing, so that the defects of high safety risk, complex handling procedures, high cost, large social influence and the like exist; the method provided by the invention is adopted to collect the basic data of the bridge, carry out stress analysis on the bridge, calculate the critical section a of the foundation overturning damage q ×b q Only the foundation is required to be symmetrically broken by a machine (the main purpose is to keep the integral stress structure of the bridge intact, ensure the operation safety and prevent the bridge body from suddenly collapsing in the operation process), so that the area of the bridge body is not larger than the critical cross section area, then the arch feet at the first bridge abutment of the side span are broken by a large machine, and the whole bridge is continuously collapsed, so that the aim of safely and quickly dismantling the double arch bridge is fulfilled.
For example, compared with the traditional blasting demolition method, the traditional blasting demolition method needs to set the positions of the blastholes and drill the blastholes, and then explosive is installed, so that the danger of the operation process contains other uncontrollable factors, the cost is high, and the influence on the surrounding environment is large.
Compared with the traditional mechanical dismantling method, the traditional mechanical dismantling method generally needs to adopt the reverse order of the construction process to dismantle one by one, the natural cost is extremely high, the risk of the operation process is extremely high based on the higher life of the double arch bridge, the collapse of the mechanical dismantling process is easy to occur due to uneven vibration or stress in the duration, and the input cost of the whole operation process is further increased due to the related potential safety hazards.
The dismantling process of the invention has the advantages of high efficiency, simple operation, safety and controllability, and the cost of the whole dismantling process is naturally and obviously reduced, so the dismantling method of the invention is obviously superior to the conventional dismantling method, and has obvious progress compared with the prior art.
The principles and embodiments of the present invention have been described herein with reference to specific examples, the description of which is intended only to facilitate an understanding of the method of the present invention and its core ideas. The foregoing is merely a preferred embodiment of the invention, and it should be noted that, due to the limited text expressions, there is objectively no limit to the specific structure, and that, for a person skilled in the art, modifications, adaptations or variations may be made without departing from the principles of the present invention, and the above technical features may be combined in any suitable manner; such modifications, variations and combinations, or the direct application of the inventive concepts and aspects to other applications without modification, are contemplated as falling within the scope of the present invention.
Claims (9)
1. The method for dismantling the double arch bridge based on the overturning damage of the critical cross-sectional area of the shallow foundation is characterized by comprising the following steps:
1. mechanical simplification of a double arch bridge structure
The arch rib and the arch upright post are simplified into rod pieces with hinged two ends for analysis, and the bridge pier and the pier upright post are simplified into vertical rod pieces which are directly connected with a bridge deck system and a foundation; because the included angle between the bar member with the simplified arch rib and the bridge pier directly determines the horizontal thrust force applied by the bridge pier, the axial direction of the arch springing is taken as the direction of the bar member with the simplified arch rib, so that the stress condition of the bridge pier in actual engineering is accurately simulated;
2. calculating arch rib thrust F p
Taking the second spanThe half-span structure is used as an analysis object, the arch rib BC is subjected to stress analysis, the bridge design file, the completion drawing or the field actual measurement data are consulted, and the load F of the No. 1 arch upper upright post is calculated according to the size of each part and the volume weight of the material 1 Load F of No. 2 arch upper upright 2 Load F of n-number arch upper upright column n The method comprises the steps of carrying out a first treatment on the surface of the Distributed load q 1 The dead weight load of the filler, the side wall and the bridge deck system of the solid web section in the rod AB is uniformly distributed with load q 2 The dead weight load of the filler, the side wall and the bridge deck system between the rod member end point B formed by simplifying the arch rib and the bridge span middle point is calculated for simplifying the uniformly distributed load because the arch rib arc line of the section is more gentle;
3. calculating the basic anti-capsizing force N k ；
4. Calculating the critical cross-sectional area A of basic capsizing failure cr ；
5. The soil around the foundation is excavated to expose the foundation base to the ground, and then the foundation is symmetrically dismantled to ensure that the effective area of the cross section of the residual foundation is smaller than the critical area A of the foundation capsizing damage cr ；
6. And carrying out collapse treatment on the first span structure of the side span of the double-arch bridge, thereby further causing continuous collapse of the whole bridge of the double-arch bridge.
2. The method for demolishing a bridge in a double arch based on a shallow foundation critical cross-sectional area dump failure of claim 1, wherein the foundation dump failure critical cross-sectional area is a rectangular structural foundation cross-sectional area;
or alternatively
The critical cross-sectional area of the foundation capsizing damage is the cross-sectional area of the foundation of the elliptical structure.
3. The method for demolishing a bridge with a double arch based on a collapse of a critical cross-sectional area of a shallow foundation as claimed in claim 1,
in the second step, referring to the bridge design file, completion drawing or field actual measurement to obtain the dead weight constant load concentration of the bridge deck system longitudinal bridge direction q qm The material volume weights of the side wall, the filler, the abdominal arch and the upright post are respectivelyFor ρ cq 、ρ tl 、ρ fg 、ρ lz The method comprises the steps of carrying out a first treatment on the surface of the Setting i as a non-zero natural number, sequentially numbering from small pile number to large pile number on the ventral arch of the bridge, and calculating the span of the ventral arch i as l i The calculated sagittal height is f i ，x i The equivalent width of the lateral wall of the i-shaped ventral arch in the transverse bridge direction is k, which is the calculated distance between the middle point of the i-shaped ventral arch in the horizontal direction and the central line of the upright post on the i-shaped arch cqi The equivalent width of the i-shaped ventral arch filler in the transverse bridge direction is k tli The equivalent width of the i-shaped ventral arch transverse bridge direction is k fgi The filler height above the top of the i-shaped abdominal arch is h tli The height of the side wall above the top of the i-shaped abdominal arch is h cqi The height of the i-shaped ventral arch rib is h fgi The height of the upright column on the i-shaped arch is h i A transverse bridge width of k i The width of the longitudinal bridge is d i The method comprises the steps of carrying out a first treatment on the surface of the Simplifying the abdominal arch into a triangle for calculation; according to the geometrical structure and physical parameters, the i-shaped arch upright post bears the concentrated load F i Expressed as:
wherein: l (L) 1 Is q 1 Length of solid section, x s Is q 1 Horizontal distance from a point in the solid section to point B, k tlq1 Is q 1 Transverse equivalent width, k, of solid web section filler cqq1 The transverse bridge equivalent width of the solid section side wall is that the height of the filler above the top of the main arch is h tlq The height of the side wall above the top of the main arch is h cqq Beta is the angle of ABC, and the concentrated load F of the solid web section is based on the geometric composition and physical parameters q1 Expressed as:
wherein: l (L) 2 Is q 2 Length of solid web segment, k tlq2 Is q 2 Transverse equivalent width, k, of solid web section filler cqq2 Is true toThe equivalent width of the web side wall in the transverse bridge direction is q 2 For uniform load, the concentrated load F of the solid web section is realized according to the geometric constitution and physical parameters q2 Expressed as:
F q2 ＝(q qm +ρ tl k tlq2 h tlq +ρ cq k cqq2 h cqq )L 2
the material volume weight of the main arch rib is ρ zg The calculated span of the main arch rib is l zg The calculated sagittal height is f zg A transverse bridge width of k zg Height is h zg The dead weight load G of the main arch rib zg Expressed as:
then:
the bridge pier receives the following horizontal thrust:
4. a method of bridge demolition based on collapse of critical cross-sectional area of shallow foundation as claimed in claim 3, wherein said step three is based on a foundation anti-collapse force N k Is calculated by the calculation of (a),
firstly, the soil body around the foundation is excavated, the foundation base is exposed out of the ground, and the influence of the soil pressure on the foundation is eliminated, namely, the effect of the soil pressure is not needed to be considered, so that only the anti-overturning force of the foundation of the residual core part is considered, the cross-sectional area is A, and the anti-overturning moment is obtained by consulting the relevant specifications:
M θ ＝N k s
wherein, the whole bridge pier is assumedHeight is h d S is the distance from the center of gravity of the section to the experimental overturning axis, and the section area of the bottom is A, N k The pressure applied to the cross section of the bottom of the pier comprises the bridge deck system, side walls, fillers, bellies and the dead weight load F of the upright post on the pier besides the vertical component force transferred by the arch rib 0 Then:
wherein: k (k) 0 I.e. the transverse bridge width of the upright post on the pier; h is a 0 I.e. the height of the upright post on the pier; d, d o I.e. the longitudinal bridge width of the upright post on the pier; ρ d I.e. the pier material volume weight.
5. The method for bridge demolition based on a shallow foundation critical cross-sectional area overturning and demolition of claim 4, wherein the foundation overturning and demolition critical cross-sectional area is the cross-sectional area a of a rectangular structural foundation q ×b q The method comprises the steps of carrying out a first treatment on the surface of the Then:
6. the method for bridge demolition based on a shallow foundation critical cross-sectional area overturning and demolition of claim 5, wherein in step four, foundation overturning and demolition critical cross-sectional area a cr Is calculated by the calculation of (a),
if the foundation is required to be overturned and destroyed, the method comprises the following steps:
N k s≤F px h d
obtaining:
7. the method for bridge demolition based on a shallow foundation critical cross-sectional area overturning and demolition of claim 6, wherein the foundation overturning and demolition critical cross-sectional area is the cross-sectional area a of a rectangular structural foundation q ×b q The method comprises the steps of carrying out a first treatment on the surface of the If the foundation is required to be overturned and destroyed, the method comprises the following steps:
8. a method of demolishing a bridge based on a collapse of a critical cross-sectional area of a shallow foundation as claimed in claim 3, wherein in the step 3 or the step six, the collapse process performed on the first span structure of the bridge is a complete collapse process.
9. The method of bridge demolition based on a collapse of a critical cross-sectional area of a shallow foundation of claim 1, further comprising: the energy of falling to strike the ground by the double arch bridge structure is utilized to crush the double arch bridge structure into small blocks, and then the incompletely crushed structure is subjected to further mechanical crushing on the ground, and is loaded and cleared.
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