CN114592446B - Quick breaking and dismantling method for masonry arch bridge with released bridge deck constraint - Google Patents
Quick breaking and dismantling method for masonry arch bridge with released bridge deck constraint Download PDFInfo
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Abstract
The invention discloses a masonry arch bridge quick breaking and dismantling method for releasing bridge deck constraint, which comprises the following steps: firstly, collecting or actually measuring the structure parameters of the masonry arch bridge to be broken and dismantled; calculating the critical values of the number, the thickness and the width of the reinforcing steel bars paved on the bridge deck through a critical arithmetic formula; cutting the masonry arch bridge floor to be broken and torn, so that the number, the thickness and the width of reinforcing steel bars paved on the masonry arch bridge floor to be broken and torn are smaller than the critical values; fourthly, breaking and dismantling an arch foot on one side of the masonry arch bridge by adopting a long-arm hook machine, so that the bridge span of the masonry arch bridge can collapse; and fifthly, clearing the collapsed and fallen masonry materials to finish the demolition operation of the masonry arch bridge. The invention can realize the collapse of the whole span, and the energy of the collapse and the fall of the whole span is utilized to crush the masonry material into small blocks, thereby realizing the quick demolition and cleaning, reducing the demolition safety risk, shortening the construction period to the maximum extent, reducing the construction cost and reducing the interference and the influence on the surrounding environment.
Description
Technical Field
The invention belongs to the technical field of bridge construction, and particularly relates to a quick and one-time breaking and dismantling method for a masonry arch bridge releasing bridge deck constraint.
Background
In China, a plurality of bridges mainly made of bricks, stones, concrete and other masonry materials are historically built, in particular masonry arch bridges such as Zhao bridges and near-generation hyperbolic arch bridges which are built in the inertials. The masonry arch bridge fully utilizes the compression resistance of masonry materials, does not need to be provided with reinforcing steel bars or is provided with few reinforcing steel bars, and solves the production and living needs of crossing rivers and valleys in a special historical period. In recent 20 years, with the great development of national economy and traffic infrastructure, the traffic flow increases year by year, the load grade is gradually improved, and the masonry arch bridge with better technical condition can be continuously used for a period of time after maintenance and reinforcement, but because of the material characteristics, the structural characteristics, the load grade (mostly, the grade of car-15 or below) during construction and the like of the masonry arch bridge, the masonry arch bridge can not meet the requirements of the continuously increased traffic flow and the synchronous bearing capacity improvement due to the load grade improvement. According to the technical condition of the masonry arch bridge, the load grade of the road section to which the bridge belongs, the traffic volume and the like, the masonry arch bridge gradually enters the historical stage of dismantling. The office of the department of transportation and transportation in 12 months in 2020 clearly transforms arch bridges, automobile-15 grade bridges and bridges below with respect to the printed 'road dangerous and old bridge transformation action scheme' (the traffic road No. 2020/71). Some provincial or urban traffic departments issue documents, and the masonry arch bridge is not reserved or maintained and reinforced, but is completely modified by dismantling.
Blasting demolition is a common demolition mode for bridge engineering, but is affected by the control of explosives, so that the implementation procedure is complicated, peripheral buildings are cracked and damaged due to demolition blasting vibration, flying stones and shock waves generated by blasting easily strike and damage the peripheral buildings and personnel, and unnecessary disputes of property and personal damage are generated; a large amount of dust generated by blasting needs to be restrained, and the restraining treatment measures are complex and the cost is high; people around the house need to be evacuated and the traffic control of roads needs to be carried out before blasting, when the blasting demolition is carried out for multiple times, the influence on the life of the masses and the traffic of the existing roads is large, and particularly in the residential areas of the masses and the traffic critical roads with large traffic flow, the blasting demolition of the masonry arch bridge cannot be carried out or the blasting demolition is extremely difficult to implement.
The mechanical demolition is also a commonly used arch bridge demolition method, the conventional mechanical demolition sequence is guardrail, bridge deck pavement, arch filler, arch side wall, abdominal arch, main arch ring and the like, and large-scale equipment such as a digging machine (with a crushing head) and small-scale equipment such as a wind cannon cannot be adopted due to the principle of symmetrical stress in the longitudinal direction and the transverse direction, so that demolition construction efficiency is low, the construction period is long, the cost is high and the like. For example, the Chinese patent application No. 202011587682.2 proposes a method for demolishing a three-span through-put reinforced concrete arch bridge, which comprises the steps of sequentially demolishing a bridge deck attachment structure, a bridge deck, an arch ring, a bridge pier, a bearing platform, a pile foundation and a bridge abutment of the bridge, wherein the bridge deck attachment structure, the bridge deck, the arch ring, the bridge pier, the bearing platform, the pile foundation and the bridge abutment are symmetrically cut in blocks, a temporary fixing bracket is arranged on the top surface of the bridge pier and fixed in a limiting way, so that the arch ring is prevented from being demolished and unloaded with unbalanced or unbalanced loads on the bridge pier, further, the arch ring is prevented from being cracked or collapsed due to the fact that the stress borne by the arch ring exceeds the allowable stress, a horizontal guy cable is additionally arranged during the demolition of the arch ring, the arch ring is prevented from being broken, compared with the traditional method for demolishing the concrete arch bridge with the arch ring, the construction is safer, the bridge deck and the arch ring are cut in blocks, demolished and lifted away in blocks, the river beds are not needed to be salvaged after the construction, and the construction period is short, the three-span multi-arch bridge is more convenient and faster, and the three-span multi-arch bridge can be quickly dismantled.
When there is no water or water under the bridge, the structure and stress characteristics of the arch bridge can be used, and the arch foot on one side can be broken mechanically to make the whole span collapse and fall to ground or water bottom, and the energy produced by falling can be used to break the masonry material into small blocks, and then the small blocks can be directly transported out of the construction site. For example, chinese patent application No. 202110856940.0 proposes a method for removing a masonry structural arch bridge comprising a plurality of spans, comprising the steps of: s1, manufacturing a load lifting device, wherein the load lifting device comprises a load container with an accommodating space inside, a power element for pumping water and a pipeline for connecting the load container and the power element; s2, placing at least one empty load container at the midspan position of each span on the masonry structure continuous arch bridge to be removed; the power element is arranged outside the bridge; s3, carrying out traffic blocking on the masonry structure continuous arch bridge needing to be removed; s4, conveying river water into the load container by using the power element; and S5, beginning to dismantle the side span of the masonry structural arch bridge until causing self-collapse of other spans of the masonry structural arch bridge.
However, as part of the masonry arch bridge is newly paved on the bridge deck or is repaired and reinforced by other parts, the steel bar content is higher, the conventional machine is slow in dismantling progress, large in workload and higher in cost; if a side arch foot is directly broken and removed mechanically, the masonry arch bridge cannot be completely collapsed and fallen, and a left part of bridge body is suspended in the air, so that the suspended part of bridge body needs to be removed mechanically at high altitude, the safety risk is high, the construction period is prolonged, the cost is increased, and the like.
Disclosure of Invention
The invention aims to provide a quick breaking and dismantling method of a masonry arch bridge for releasing bridge deck constraint aiming at the defects in the prior art. The invention can realize the one-time span collapse through the mechanical dismantling operation, and the energy of the span collapse and the fall is utilized to break the masonry material of the masonry arch bridge into small blocks, thereby realizing the quick break-in and clearing, reducing the safe risk of the break-in and the tear-out, shortening the construction period to the maximum extent, reducing the construction cost and reducing the interference and the influence on the surrounding environment.
In order to achieve the purpose, the invention adopts the following technical scheme:
a quick break-in method for masonry arch bridges with released deck restraint, comprising the steps of:
collecting or actually measuring structural parameters of a masonry arch bridge to be broken and disassembled, and acquiring the span, rise, bridge deck pavement thickness, width, reinforcing steel bar arrangement condition and the like;
step two, calculating critical values m ', h' and k 'of the number, thickness and width of reinforcing steel bars paved on the masonry arch bridge deck to be demolished through a critical calculation formula' pz ；
The critical formula is:
wherein m is the number of reinforcing steel bars of the bridge pavement of the masonry arch bridge to be broken and torn, m 'is the critical value of the number of reinforcing steel bars of the bridge pavement of the masonry arch bridge to be broken and torn, h is the thickness value of the bridge pavement of the masonry arch bridge to be broken and torn, h' is the critical value of the thickness of the bridge pavement of the masonry arch bridge to be broken and torn, k pz Width value k 'for paving the bridge floor of the masonry arch bridge to be demolished' pz Is a critical value of the width of the bridge deck of the masonry arch bridge to be demolished, L AB Is the length of the member AB, F AB Tensile force to which the member AB is subjected, f st Is the tensile strength of the reinforcing bars of the bridge deck, f ct Is the tensile strength of the bridge deck concrete, F i For concentrated loads borne by the column of the abdominal arch No. i zi Is the horizontal distance from the i-th abdominal arch upright post to the C point, F S For an equivalent concentrated load of the solid section, x sz For equivalent concentrated load F of solid section s The horizontal distance from the point B, beta is the included angle degree between the component AB and the component BC, G zg The self-weight of the main arch, D the diameter of the steel bar and pi the circumference ratio; i is a non-zero natural number and represents the No. i abdominal arch of the masonry arch bridge; n is a non-zero natural number and represents the number of abdominal arches of the masonry arch bridge;
step three, according to the critical values m ', h' and k 'of the number, the thickness and the width of the reinforcing steel bars of the masonry arch bridge deck pavement to be demolished obtained in the step two' pz Cutting the masonry arch bridge deck to be broken and dismantled to ensure that the number, the thickness and the width of reinforcing steel bars paved on the masonry arch bridge deck to be broken and dismantled are smaller than the critical values;
fourthly, after the third step is finished, breaking and dismantling an arch foot on one side of the masonry arch bridge by using a long-arm hook machine, so that the bridge span of the masonry arch bridge can collapse and fall off integrally;
and fifthly, clearing the collapsed and fallen masonry materials to finish the demolition operation of the masonry arch bridge.
The invention further provides that in step three, the cutting position for cutting the masonry arch bridge deck to be broken open at least comprises the deck right above the arch springing. The bridge deck cutting position at least comprises a bridge deck right above the arch springing on the other side of the same span of the arch springing broken and disassembled by a long-arm hook machine; the bridge deck right above all the arch springing can be cut; so as to ensure that the whole span can collapse and fall when the masonry arch bridge is broken and disassembled.
The invention further discloses that in the third step, in order to obtain smaller masonry fragments and facilitate later-stage cleaning, the cutting position for cutting the masonry arch bridge deck to be broken and disassembled further comprises the deck above each abdominal arch and/or the deck above the solid abdominal sections, wherein the longitudinal interval between the deck and the solid abdominal sections is 2-4 m.
The invention mainly provides a breaking and dismantling method for restraining the cutting and releasing of a bridge deck of a masonry arch bridge, breaking and dismantling arch springing, collapsing of a whole span and falling of the whole span, and aims to solve the problems that a left-over part of a bridge body is suspended in the air, the operation safety risk is increased and the like in the existing breaking and dismantling operation of the masonry arch bridge. The critical formula adopted in the invention is obtained by analyzing the stress according to the case that the applicant adopts the conventional means to break and dismantle the masonry arch bridge and has the technical problems, and the technical principle and the derivation process are as follows:
(1) after checking and reading history data, the masonry arch bridge construction process firstly finishes the main arch ring, and then constructs the arch upright post, the arch side wall, the belly arch ring, the arch filler, the guardrail, the bridge deck pavement and the like on the basis of the stress symmetry principle, so that the main arch ring bears the dead weight dead load of the arch upright post, the arch side wall, the belly arch ring, the arch filler, the guardrail, the bridge deck pavement and the like, and therefore, the main arch ring can be supposed to bear the dead weight dead load of the arch building and the bridge deck system in the construction process, the operation use and the breaking process.
(2) The residual structure is mechanically simplified.
In order to avoid the technical problems, collapse and span drop caused by the prior art, the residual structure (shown in the attached figures 1 and 2) of the prior art is analyzed and simplified, as shown in the attached figure 3. The triangular cantilever structure is mainly researched and analyzed, wherein AC mainly comprises a bridge abutment or a pier (including an upright column on the pier) (namely a component AC), AB comprises a bridge deck system, an abdominal arch, an arch filler and the like (namely a component AB), and the bridge deck pavement center line is the axis of the component AB; BC is composed of arch ribs, arch waves and the like (namely a component BC), and the line of the intersection point of the arch rib and the center line of the arch support and the intersection point of the extension line of the arch springing axis and the center line of the bridge deck is the axis of the BC.
(3) And (4) analyzing the stress characteristics and performances of the component AC, the component BC and the component AB.
The length of the member AC is smaller than that of the member AB and the member BC, the cross section area of the member AC is larger than the average cross section area of the member AB and the member AC, and the member AC is restrained by a bridge abutment butt strap, a roadbed or a bridge pier adjacent spanning structure, so that the member AC which is mainly bent has the largest resistance and is most likely to be damaged in a triangular structure;
the member AB is mainly tensioned in a triangular structure and comprises a bridge deck system, an abdominal arch, an arch upper side wall, an arch upper filler and the like, the tensile capacity of the materials of the abdominal arch, the arch upper side wall and the arch upper filler is extremely low, no reinforcing steel bar is arranged, the influence on the tensile load capacity is ignored, the guardrail is provided with deformation joints, structural reinforcing steel bars and lower grade of concrete, the tensile capacity can not be considered, the bridge deck pavement in the bridge deck system is generally C40 concrete, the reinforcing steel bars with the spacing of about 10cm and the diameter of 10mm or more are arranged in a longitudinal direction and a transverse direction, and therefore the bridge deck pavement is a main bearer of the tension of the member AB;
the construction process shows that the component BC bears the pressure all the time, mainly borne by the arch ribs, if the component BC is maintained and reinforced, the section is increased and the reinforcing steel bars are arranged, the pressure of the component BC in the cantilever state is far smaller than that of the component BC in the bridge forming state before being dismantled, so that the component BC is difficult to be damaged by pressure or fails in instability; in order to further simplify the structural failure process, only the axial force is considered as the main force, two ends of the component AB and the component BC are regarded as hinged, and as shown in the attached figure 4 of the specification, an included angle between the component AB and the component BC is assumed to be beta; in summary, the component BC can be considered to bear the weight of the building and the bridge deck system, the weight of the abdominal arch, the abdominal arch filler, the side wall, the bridge deck pavement and the guardrail is transmitted to the component BC through the arch upright post in a concentrated load mode, and the weight of the solid-web section side wall, the filler, the bridge deck pavement and the guardrail is directly loaded on the component BC in a trapezoidal uniform load mode, as shown in fig. 5 in the attached drawing of the specification.
Looking up the design file, completion drawing or field actual measurement data of the bridge, and calculating and obtaining the load F of the No. 1 abdominal arch upright post according to the size of each part and the density of the material 1 Load F of No. 2 abdominal arch upright post 2 … … …, load F of n-number abdominal arch upright post n Setting n as a non-zero natural number;
the dead weight constant load concentration of the bridge deck system in the longitudinal direction is q m The material density of the side wall is rho cq The material density of the filler is rho tl Material density of abdominal arch is rho fg The density of the material of the column is rho lz Setting i as a non-zero natural number, numbering the abdominal arches from small pile number to large pile number of the bridge in sequence from small to large, and calculating the span of the i abdominal arch as l i Calculating rise as f i ，x i The horizontal distance from the intersection point of the arch axis of No. i abdominal arch and the center line of No. i arch upright post, and the equivalent width of the arch side wall of No. i abdominal arch in the transverse bridge direction is k cqi And the equivalent width of the filler on the No. i abdominal arch in the transverse bridge direction is k tli And the equivalent width of the No. i abdominal arch transverse bridge direction is k fgi ，l zi Is the horizontal distance between the arch upright post I and the point C, h tli Is the thickness height of the filler above the apex of the abdominal arch, h cqi Height of the side wall above the apex of the abdominal arch, h fgi The thickness of the arch rib of the abdominal arch is equal to the height of the No. i arch upright post i Transverse bridge width of k i The longitudinal bridge width is d i According to the geometrical composition and physical parameters, the concentrated load F borne by the arch upright post No. i i Can be expressed as:
let L be the length of the solid abdomen section, x s Is the horizontal distance from point B, k tls Transverse bridge equivalent width for solid section fillerDegree, k cqs The equivalent width in the transverse bridge direction of the solid web section side wall, h tls Is the height of the filler above the top of the main arch, h cqs The height of the side wall above the top of the main arch is equal to the equivalent concentrated load F of the solid section according to the geometrical composition and physical parameters s (including the main arch) can be expressed as:
load F s Is a horizontal distance x from point B sz ：
Assuming that the length of the member AB is L AB Subjected to a tensile force of F AB The tension of the component AB is borne by the steel bars and the concrete in the bridge deck pavement, and the thickness h and the width k of the bridge deck concrete pavement are assumed to be m steel bars with the diameter D in the bridge deck pavement pz The tensile strength of the bridge deck steel bars and the tensile strength of the concrete are respectively f st 、f ct And pi is the circumference ratio, then:
k zg the main arch has equivalent width in the transverse bridge direction and has material density of rho zg ，h zg The calculated span of the main arch rib is l for the thickness of the main arch zg Calculating rise as f zg The dead weight G of the main arch zg The following can be obtained:
taking the moment for point C, then there are:
respectively obtaining the critical number m 'of the reinforcing steel bars, the thickness h' and the width k 'of the concrete bridge deck pavement' pz Then, there are:
when the number of the steel bars paved on the concrete bridge deck is m, the thickness h and the width k pz Are all less than the calculated values m ', h ' and k ' pz When the arch foot on one side is broken and removed, the bridge span of the arch bridge collapses and falls integrally.
The invention has the advantages that:
1. the breaking-in method is not influenced by holidays and explosive control, does not need to handle complicated application and approval procedures, and can implement breaking-in construction at any time;
2. in the implementation process of the breaking and dismantling method, the generated vibration is small, the dust is less, no flying stones and shock waves are generated, the safety of peripheral building structures and personnel is not influenced, the peripheral personnel do not need to be evacuated closely, and the relevant measures of dust suppression are not needed;
3. the bridge floor cutting method provided by the invention has the advantages of shortest breaking and dismantling construction period and low cost, can realize breaking and dismantling completion no matter the masonry arch bridge span is 0.5 days, and requires 5-15 days for conventional mechanical dismantling in the prior art according to different masonry arch bridge spans;
4. the breaking and dismantling method of the invention utilizes the energy generated by the collapse and fall of the whole span to break the masonry material into small blocks, which is convenient for directly transporting out of the construction site.
Drawings
Figure 1 is a schematic photograph of an open span collapse, a full span drop, occurring in applicant's mechanically demolished masonry arch bridges by conventional means of the prior art.
Figure 2 is another schematic photograph of an open span collapse, a full span drop, which has occurred in applicant's mechanically demolished masonry arch bridges by conventional means of the prior art.
Fig. 3 is a simplified schematic diagram of the undisrupted residual structure of fig. 1 or 2.
Fig. 4 is a schematic view of the hinge of fig. 3.
Fig. 5 is a schematic view illustrating the structural weight dead load of the member BC in fig. 4.
Figure 6 is a floor plan view of a masonry arch bridge.
Figure 7 is a cross-sectional view of a masonry arch bridge (taking a hyperbolic arch bridge as an example) mid-span.
In fig. 6 and 7: the bridge comprises 1 guardrail, 2-1 bridge deck pavement concrete, 2-2 bridge deck pavement steel bars, 3 arch fillers, 4 arch upper side walls, 5-1 arch waves, 5-2 arch ribs, 5-3 arch rib clapboards, 6 arch rings, 7 arch upper upright columns, 8 arch upper upright columns, 9 bridge abutments, 10 piers and 11 ground lines.
The 5-1 arch wave, the 5-2 arch rib and the 5-3 arch rib partition plates are collectively called as a 5 main arch ring; 2-1, and 2-2, wherein the bridge deck pavement concrete and the bridge deck pavement steel bars are collectively called bridge deck pavement; the guardrails 1, the bridge deck pavement concrete 2-1 and the bridge deck pavement steel bars 2-2 are collectively called a bridge deck system; the 3-arch filler, the 4-arch side wall, the 6-arch ring and the 7-arch upright post are collectively called as an arch building.
Detailed Description
The invention is further illustrated below with reference to specific embodiments and the accompanying drawings.
Example (b):
a masonry arch bridge quick break-in method of releasing deck restraint, comprising the steps of:
collecting or actually measuring structural parameters of a masonry arch bridge to be broken and disassembled, and acquiring the span, rise, bridge deck pavement thickness, width, reinforcing steel bar arrangement condition and the like;
step two, calculating critical values m ', h' and k 'of the number, thickness and width of reinforcing steel bars paved on the masonry arch bridge deck to be demolished through a critical calculation formula' pz ；
The critical formula is:
wherein m is the number of reinforcing steel bars paved on the masonry arch bridge surface to be broken and dismantled, m 'is the critical value of the number of reinforcing steel bars paved on the masonry arch bridge surface to be broken and dismantled, h is the thickness value of the pavement of the masonry arch bridge to be broken and dismantled, h' is the critical value of the pavement of the masonry arch bridge surface to be broken and dismantled, k pz Width value k 'for paving the bridge floor of the masonry arch bridge to be demolished' pz Is a critical value for the width of the bridge deck of the masonry arch bridge to be demolished, F i For concentrated loads borne by the column of the abdominal arch No. i zi Is the horizontal distance from the i-th abdominal arch upright post to the C point, F S For an equivalent concentrated load of the solid abdomen section, L AB Is the length, x, of the member AB sz For the equivalent concentrated load F of the solid abdomen section s Horizontal distance from point B, G zg Is the dead weight of the main arch f st Is the tensile strength of the reinforcing bars of the bridge deck, f ct The tensile strength of the bridge deck concrete, beta is the included angle between the member AB and the member BC, D is the diameter of the steel bar, and pi is the circumferential ratio; i is a non-zero natural number and represents the No. i abdominal arch of the masonry arch bridge; n is a non-zero natural number and represents the number of abdominal arches of the masonry arch bridge;
step three, according to the critical values m ', h' and k 'of the number, the thickness and the width of the reinforcing steel bars of the masonry arch bridge deck pavement to be demolished obtained in the step two' pz Cutting the masonry arch bridge deck to be broken and torn, so that the number, thickness and width of reinforcing steel bars paved on the masonry arch bridge deck to be broken and torn are all smaller than the critical values;
fourthly, after the third step is finished, breaking and dismantling an arch foot on one side of the masonry arch bridge by using a long-arm hook machine, so that the bridge span of the masonry arch bridge can collapse and fall off integrally;
and fifthly, clearing the collapsed and fallen masonry materials to finish the demolition operation of the masonry arch bridge.
In the third step, the cutting position for cutting the bridge floor of the masonry arch bridge to be broken and disassembled at least comprises the bridge floor right above another arch foot in the same span of the broken and disassembled arch foot by using a long-arm hook machine; the bridge deck right above all the arch springing can be cut; so as to ensure that the whole span can collapse and fall when the masonry arch bridge is broken and disassembled.
Application example:
a concrete double-arch bridge of 8 x 22m span located in the northern sea city of Guangxi, and a general vehicle is built in 1970. The total width of the bridge floor is 8.0m, the main arch ring adopts 6 ribs and 6 half waves respectively, the left half wave and the right half wave are suspended, the arch waves are precast concrete, 6 holes of a web arch are arranged on each span arch, 3 transverse tie beams (pull rods) are arranged between the main arch ribs, and the web arch ring and the vertical wall adopt precast blocks; the bridge abutment with the lower structure is a grouted rubble gravity type bridge abutment, the bridge piers are gravity type bridge piers, the foundations are open-cut enlarged foundations, and cement concrete is adopted for bridge deck pavement. After 50 years of operation, the bearing capacity of the original structure is low, although once lifting and reinforcing are carried out after 2011, the safety reserve of the structure is low, a large number of cracks exist in main stressed structures such as main arch ribs and arch waves, part of cracks exceed the limit, and from the structural safety, a main department decides to dismantle and rebuild the bridge in consideration of the requirement that the main structure of the arch bridge does not adapt to rapid development of traffic.
Through reviewing 2011 design documents and site survey, the main parameters are as follows: the net rise of the main arch ring of the bridge is 4.0m, the thickness of the main arch rib is 0.6m, the central span of the 1# abdominal arch, the 2# abdominal arch and the 3# abdominal arch is 1.6m, the rise of the abdominal arch is 0.5m, the thicknesses of fillers and side walls at the tops of the abdominal arch and the main arch are 1.3m, and the density of the fillers is 14.5kN/m 3 The equivalent width of the filler is 7m, the average thickness of the arch side wall is 0.5m, and the material density of the arch side wall is 17.8kN/m 3 The density of the material of the abdominal arch and the main arch is 19kN/m 3 The equivalent width of the abdominal arch and the main arch is 8.1m, the thickness of the abdominal arch is 0.15m, the thickness of the main arch is 0.6m, the longitudinal linear density of the unilateral guardrail is 1.65kN/m, and the bridge deck adoptsConcrete pavement with average thickness of 0.1m and concrete density of 25kN/m on bridge deck 3 Column material volume weight 19N/m 3 The transverse width of the bridge is 8m, the longitudinal width of the bridge is 0.3m, the height of the No. 1 upright post is 2.0m, the height of the No. 2 upright post is 1m, the C40 concrete pavement width is 7.0m, the concrete pavement reinforcing steel bars of the bridge deck are arranged in a grid shape with the diameter of 12mm and 20cm multiplied by 20cm, the total number of the reinforcing steel bars is 34, and the tensile strength f of the reinforcing steel bars of the bridge deck st Is 270N/mm 2 Tensile strength f of bridge deck concrete ct Is 2.39N/mm 2 ，L AB 6.6m, an included angle beta of 30.0 degrees and a converted length of the solid abdomen section of 2.6 m. Calculating critical values m ', h' and k 'of the number, thickness and width of reinforcing steel bars paved on the bridge deck' pz The results are as follows:
and cutting and releasing the bridge deck at the bridge deck corresponding parts at the two sides of the bridge span to restrict the bridge deck to be smaller than the critical value, and simultaneously cutting the bridge deck longitudinal bridge every 2m according to the parameters, thereby realizing the quick and disposable whole-span collapse and dismantling of the masonry arch bridge.
It should be understood that the above-described embodiments are merely examples for clearly illustrating the present invention and are not intended to limit the practice of the present invention. Other variations and modifications will be apparent to persons skilled in the art in light of the above description; this is not necessary, nor exhaustive, of all embodiments; and obvious variations or modifications of the invention may be made without departing from the scope of the invention.
Claims (3)
1. A quick breaking and dismantling method for a masonry arch bridge releasing deck restraint is characterized by comprising the following steps:
collecting or actually measuring structural parameters of a masonry arch bridge to be broken and disassembled, and acquiring the span, rise, bridge deck pavement thickness and width and reinforcing steel bar arrangement conditions;
step two, calculating critical values m ', h' and k 'of the number, thickness and width of reinforcing steel bars paved on the masonry arch bridge deck to be demolished through a critical calculation formula' pz ；
The critical formula is:
wherein m is the number of reinforcing steel bars of the bridge pavement of the masonry arch bridge to be broken and torn, m 'is the critical value of the number of reinforcing steel bars of the bridge pavement of the masonry arch bridge to be broken and torn, h is the thickness value of the bridge pavement of the masonry arch bridge to be broken and torn, h' is the critical value of the thickness of the bridge pavement of the masonry arch bridge to be broken and torn, k pz Width value, k 'for the bridge deck pavement of masonry arch bridges to be demolished' pz Is a critical value for the width of the bridge deck of the masonry arch bridge to be demolished, F i For concentrated loads borne by the column of the abdominal arch No. i zi Is the horizontal distance from the i-th abdominal arch upright post to the C point, F S For an equivalent concentrated load of the solid abdomen section, L AB Is the length of the member AB, x sz For the equivalent concentrated load F of the solid abdomen section s Horizontal distance from point B, G zg Is the dead weight of the main arch f st Is the tensile strength of the reinforcing bars of the bridge deck, f ct For tensile strength of concrete of bridge deck, beta being members AB and BCThe included angle degree, D is the diameter of the steel bar, and pi is the circumferential rate; i is a non-zero natural number and represents the No. i abdominal arch of the masonry arch bridge; n is a non-zero natural number and represents the number of abdominal arches of the masonry arch bridge;
the triangular ABC structure formed by the points A, B and C is a triangular cantilever structure formed by simplifying the residual structure of the existing conventional means for breaking and dismantling the masonry arch bridge, and AC is mainly composed of a bridge abutment (9) or a bridge pier (10) and a pier upper column (8), namely a member AC; the AB consists of a bridge deck system, an abdominal arch ring (6) and an arch filler (3), namely a component AB, and the bridge deck pavement center line is the axis of the component AB; the BC is composed of arch ribs and arch waves, namely is a component BC, and a connecting line of an intersection point of an arch rib and an arch center line and an intersection point of an arch foot axis extension line and a bridge deck center line is a component BC axis;
thirdly, critical values m ', h' and k 'of the number, the thickness and the width of the reinforcing steel bars paved on the bridge floor of the masonry arch bridge to be broken and disassembled are obtained according to the second step' pz Cutting the masonry arch bridge deck to be broken and torn, so that the number, thickness and width of reinforcing steel bars paved on the masonry arch bridge deck to be broken and torn are all smaller than the critical values;
fourthly, after the third step is finished, breaking and dismantling an arch foot on one side of the masonry arch bridge by using a long-arm hook machine, so that the bridge span of the masonry arch bridge can collapse and fall off integrally;
and fifthly, cleaning and transporting the collapsed masonry materials to finish the masonry arch bridge breaking and dismantling operation.
2. A method of quick break-in of a masonry arch bridge freeing deck restraint as claimed in claim 1 wherein: in the third step, the cutting position for cutting the masonry arch bridge deck to be broken and dismantled at least comprises the deck right above the arch springing.
3. A method of quick break-in of a masonry arch bridge freeing deck restraint as claimed in claim 2, wherein: and in the third step, the cutting position for cutting the masonry arch bridge deck to be broken and dismantled further comprises the bridge deck above each abdominal arch and/or the bridge deck above the solid abdominal sections at the longitudinal interval of 2-4 m.
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| CN115478497B (en) * | 2022-08-30 | 2023-06-30 | 广西北投交通养护科技集团有限公司 | Quick dismantling method for variable-section high pier masonry double arch bridge |
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