CN115559222A - Method for preloading full arch center of cast-in-place arch bridge - Google Patents
Method for preloading full arch center of cast-in-place arch bridge Download PDFInfo
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- CN115559222A CN115559222A CN202211482868.0A CN202211482868A CN115559222A CN 115559222 A CN115559222 A CN 115559222A CN 202211482868 A CN202211482868 A CN 202211482868A CN 115559222 A CN115559222 A CN 115559222A
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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
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling 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
- E01D4/00—Arch-type bridges
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Abstract
The invention provides a preloading method for the piling load of a full arch center of a cast-in-place arch bridge, which comprises the following steps: arranging monitoring section control points at arch springing, 1/8L of arch ring, 1/4L of arch ring, 3/8L of arch ring and arch crown, respectively arranging 5 top surface monitoring points on the top surface of a bracket of each monitoring section, and arranging foundation settlement deformation monitoring points at the upper and lower corresponding positions of the top surface monitoring points; loading the preloading load according to the preloading load in stages, calculating the quantity of piled ton bags and water bags based on the piled loading load and the volume of the water bags in each stage of loading process, and performing preloading in a mode of combining the sand-filled gravel and the water bags in the ton bags, wherein the arch frame preloading load is applied in a sectional and symmetrical manner along the arch span direction; and in the arch frame loading process, measuring and recording the support pre-pressing monitoring information of a monitoring point. The invention realizes the prepressing effect and accurately simulates the stress form of the arch ring, namely: the arch foot part has the largest stress and is under the action of horizontal thrust, and the stress characteristic of the arch ring is relatively met.
Description
Technical Field
The invention relates to the technical field of engineering construction, in particular to a method for preloading a full arch center of a cast-in-place arch bridge.
Background
The arch has a long history in engineering construction, and the reasonable arch axis is basically coincident with the pressure line under the action of load. The dead load pressure line is generally used as an arch axis, and the more the dead load effect is, the more reasonable the selection is. The arch center is used as an important weighing structure in the arch ring construction process and is the guarantee of arch ring molding.
The arch centering erection method comprises the steps of building an arch centering on a support, measuring the elastic deformation of the support while prepressing the arch centering, setting the vertical heights of the arch centering, checking the bearing capacity and the stress deformation of each part of the support, and comprehensively evaluating the bearing safety of the support.
Disclosure of Invention
In view of the above, the invention provides a method for preloading a full arch center of a cast-in-place arch bridge, aiming at checking the bearing capacity and the stress deformation condition of each part of a support.
The invention provides a preloading method for a full arch truss of a cast-in-place arch bridge, which comprises the following steps: arranging monitoring points, namely arranging monitoring section control points at arch springing, 1/8L of arch ring, 1/4L of arch ring, 3/8L of arch ring and arch top, arranging 5 top surface monitoring points on the top surface of a bracket of each monitoring section, and arranging foundation settlement deformation monitoring points at corresponding positions above and below the top surface monitoring points; wherein the arch top is positioned at 1/2L of the arch ring; an arch frame loading step, namely loading pre-pressing loads according to the pre-pressing loads in a grading manner, calculating the quantity of piled ton bags and water bags based on the piled loads and the volume of the water bags in each grade of loading process, and pre-pressing by utilizing a mode of combining the sand-filled gravel in the ton bags and the water bags, wherein the arch frame pre-pressing loads are applied in a subsection and symmetrical manner along the arch span direction; and an arch frame detection step, wherein in the arch frame loading process, the support pre-pressing monitoring information of the monitoring point is measured and recorded.
Further, according to the method for preloading the full arch centering of the cast-in-place arch bridge, the bracket preloading monitoring information comprises: and (4) monitoring the settlement difference, the elastic deformation amount of the bracket and the inelastic deformation amount of the bracket in two times.
Further, the method for preloading the full arch centering of the cast-in-place arch bridge measures and records the elastic deformation of the support and specifically comprises the following steps: after the support is erected, nails are nailed at each monitoring point on the top surface of the square timber and used as reference points, initial elevation measurement is carried out before loading, relative elevation measurement is carried out after unloading, the difference between the initial elevation measurement and the relative elevation measurement is combined with the elevation difference between the foundation settlement deformation monitoring points before loading and after unloading, calculation is carried out, and the calculation result is used as the support inelastic deformation.
Further, the method for preloading the full arch truss of the cast-in-place arch bridge measures and records the inelastic deformation of the bracket, and specifically comprises the following steps: after loading and before unloading, measuring the elevation of the monitoring point on the bottom die, comparing the elevation with the elevation after unloading, and taking the difference as the elastic deformation value of the support.
Further, according to the method for preloading the full arch centering of the cast-in-place arch bridge, ton bags are placed at 1/8L parts of the arch ring, water bags are stacked at the top of the arch ring and added with water, and the 1/8L parts of the two sides of the arch ring are loaded simultaneously; the ton bags are stacked and leveled, then the water bags are placed and filled with water, the 1/4L parts of the arch rings are stacked after the water bags are filled with water, and when the 1/4L parts of the arch rings are stacked, the ton bags are placed between the 1/4L parts and the two water bags at the 1/8L parts, so that the horizontal transmission of load is ensured.
Further, according to the cast-in-place arch bridge full arch frame stacking preloading method, the ton bag and the water bag are stacked to the 7/16L position of the arch ring while the 1/4L position of the arch ring is stacked; the arch rings are stacked from the 7/16L position of the arch ring and the 1/4L position of the arch ring to the middle step by step.
Further, according to the method for preloading the full arch centering of the cast-in-place arch bridge, the loading process is carried out according to three levels of prepressing load, namely 60%, 100% and 120%, and after loading is finished, the elevation of each monitoring point is measured for multiple times at intervals; and (4) when the data measured in the two times are within +/-2 mm/12h, carrying out reverse grading on the load according to the loading sequence.
Further, according to the method for preloading the full arch centering of the cast-in-place arch bridge, in the loading process of each stage, after all construction of the arch ring arch seat, the support system, the arch helmet and the arch ring bottom die is completed, a preloading stop block is constructed, and then preloading sand is filled in the arch foot part after the preloading stop block; the dog utilizes arch bridge structural design front wall or uses the concrete piece to pile and carry to guarantee the steadiness.
Further, according to the method for preloading the full arch centering of the cast-in-place arch bridge, the ton bag stacking sequence is loaded longitudinally from two sides of the arch ring to the center, the load is symmetrically distributed transversely from the structural center line to two sides, and the loading process is symmetrically carried out.
Further, according to the cast-in-place arch bridge full arch frame stacking prepressing method, after all ton bags are loaded in the arch frame loading step, tarpaulin is used for covering the bags for rain prevention; calculating the quantity of the ton bags and the quantity of the water bags stacked in unit area based on the weight of the arch ring in unit area, and adjusting the weight loaded by the water bags according to the water quantity in the water bags; each top surface monitoring point is guided to the bottom through the plumb line so as to be convenient for measuring elevation change.
The method for preloading the full arch centering of the cast-in-place arch bridge realizes the preloading effect, solves the preloading problem of the arch centering, and accurately simulates the stress form of the arch ring, namely: the arch foot part has the largest stress and is under the action of horizontal thrust, so that the stress characteristics of the arch ring are relatively met, and the comprehensive evaluation is performed on the bearing safety of the support.
Drawings
Various additional advantages and benefits will become apparent to those of ordinary skill in the art upon reading the following detailed description of the preferred embodiments. The drawings are only for purposes of illustrating the preferred embodiments and are not to be construed as limiting the invention. Also, like reference numerals are used to refer to like parts throughout the drawings. In the drawings:
fig. 1 is a block diagram of a flow of a method for preloading a full arch of a cast-in-place arch bridge according to an embodiment of the present invention;
fig. 2 is a schematic structural view of a full arch of a cast-in-place arch bridge according to an embodiment of the present invention;
fig. 3 is a schematic structural diagram of a method for preloading a full arch of a cast-in-place arch bridge according to an embodiment of the present invention.
Detailed Description
Exemplary embodiments of the present disclosure will be described in more detail below with reference to the accompanying drawings. While exemplary embodiments of the present disclosure are shown in the drawings, it should be understood that the present disclosure may be embodied in various forms and should not be limited to the embodiments set forth herein. Rather, these embodiments are provided so that this disclosure will be thorough and complete, and will fully convey the scope of the disclosure to those skilled in the art. It should be noted that the embodiments and features of the embodiments may be combined with each other without conflict. The present invention will be described in detail below with reference to the accompanying drawings in conjunction with embodiments.
Referring to fig. 1, it is a block flow diagram of a method for preloading a full arch center of a cast-in-place arch bridge according to an embodiment of the present invention. As shown in the figure, the surcharge preloading method comprises the following steps:
arranging monitoring points S1, arranging monitoring section control points at arch springing, arch ring 1/8L, arch ring 1/4L, arch ring 3/8L and arch crown, arranging 5 top surface monitoring points on the top surface of a bracket of each monitoring section, and arranging foundation settlement deformation monitoring points at corresponding positions above and below the top surface monitoring points; wherein, the arch top is positioned at 1/2L of the arch ring.
In particular, the monitoring point arrangement should comply with the following regulations: the monitoring section control points are arranged at the arch springing, 1/8L, 1/4L, 3/8L and vault (1/2L), the top surface of the bracket of each monitoring section is respectively provided with 5 monitoring points, and foundation settlement deformation monitoring points are arranged at corresponding positions up and down. For monitoring, the monitoring point 7 at the top of the bracket is guided to the bottom by a plumb line, for example, the top of the natural ground for monitoring.
And an arch frame loading step S2, loading the pre-pressing load in a grading manner according to the pre-pressing load, wherein in each stage of loading process, pre-pressing is carried out in a manner of combining ton bagged sand-filling gravel and a water bag, and arch frame pre-pressing loading is applied in a subsection and symmetrical manner along the arch span direction.
Specifically, firstly, taking a value according to national specifications, and taking 1.2 times of the total load of the arch ring as a pre-pressing load, namely, the pre-pressing load is 1.2 times of the total load of the arch ring; then, calculating the load of each stage according to 60%, 100% and 120% of the pre-pressing load; finally, considering that the top of the arch frame is arc-shaped and the slope of the arch foot position is extremely large, the traditional technology loading is that a platform is built after the top of the arch frame support is connected to the same height, and a water bag is stacked on the platform to meet the load requirement, particularly at the arch foot position, because arch ring steel bars are pre-embedded in an arch base and are tight, the pre-pressing difficulty is large, and the arch foot position is the most stressed position of the arch ring, the effect is difficult to achieve practically; in the embodiment, the arch frame loading material is pre-pressed by combining a ton bag filled with sand gravel and a water bag, and the small excavator is manually assisted to fill the ton bag and is stacked for later use; the number of ton bags and water bags to be stacked is determined by the actual stacking load and the volume of the water bags, as shown in fig. 2, to ensure uniform loading. The load should be weighed one by one during the lifting, so that the accuracy of the load loading is ensured. As shown in fig. 3, the arch preloading should be applied in a segmented and symmetrical manner along the arch span direction, in order to accurately grasp the stress, strain and displacement conditions of the steel arch under the influence of factors such as load, temperature and the like, and ensure the safety and smoothness of arch ring pouring, the pressure test is subject to the following loading procedure.
The arch ring loading steps are as follows:
as shown in fig. 2, after the arch ring arch support 1, the support system 8, the arch helmet 6 and the arch ring bottom die 2 are completely constructed, the construction and the stacking of the chock block 3 are started, and the chock block 3 can be used for designing a front wall by using an arch bridge structure or for stacking by using a concrete block so as to ensure the stability; and then, filling and piling sand 4-2 in the arch springing part to ensure that the steel bars in the arch springing part are not damaged. As shown in figure 3, firstly, the ton bags 4-1 are flatly placed at the 1/8L parts of the arch ring according to the step (1) in sequence, meanwhile, the water bags 5 are piled at the top of the arch ring according to the step (2) and added with water, and the 1/8L parts at the two sides of the arch ring are loaded simultaneously. After the ton bags 4-1 are stacked and leveled, the water bags are placed and filled with water, the number of the ton bags and the number of the water bags stacked in unit area are determined by calculating the weight of the arch ring in unit area, and the weight is adjusted by the amount of water in the water bags. After the water bag is flushed, the 1/4L part is stacked, and it should be noted that, when the 1/4L part is stacked, ton bags are placed between the 1/4L part and the 1/8L part to ensure the horizontal transmission of the load, and the other steps are the same as the previous steps. And the stacking at the position of 3/8L is carried out by the same way, so that the stacking is finished. As shown in fig. 3, in step (3), the ton bag and the water bag are stacked to the 7/16L part of the arch ring while the 1/4L part of the arch ring is stacked; and finally, step (4) is carried out, and the arch ring is stacked from the 7/16L part of the arch ring and the 1/4L part of the arch ring to the middle step by step. The sand bag stacking sequence is loaded longitudinally (in the horizontal direction as shown in figure 2) from two sides of the arch ring to the center, and is loaded symmetrically from the structural center line to two sides transversely, and the loading process must be carried out symmetrically to prevent uneven loading. In order to prevent the support from being unstable due to the increase of moisture absorption weight when the sand bag is ballasted in rainy days, the sand bag is covered by tarpaulin to prevent rain after being completely covered.
And S3, an arch frame detection step, namely measuring and recording the support pre-pressing monitoring information of the monitoring point in the arch frame loading process.
Specifically, after the support is erected and before the pre-pressing load is applied, original elevations of measuring points at the top and the bottom of the support, namely monitoring points, are measured and recorded, the elevation at the top of the support is led to the bottom through a vertical line and a side plumb instrument 7, the side plumb instrument 7 and the bottom face are kept at a certain distance, and the deformation data is obtained by calculating the elevation difference measured twice. The monitoring points comprise top surface monitoring points and foundation settlement deformation monitoring points. In this embodiment, the stent preload observation information includes: the settlement difference, the elastic deformation amount and the inelastic deformation amount of the bracket observed in the two times. And the settlement difference observed in the previous and the next two times is the height difference of each monitoring point before and after each stage of loading, and the difference is the settlement difference. After each stage of loading is finished for 1h, carrying out support deformation observation, monitoring and recording the displacement of each monitoring point at intervals of 6h, and continuously loading when the difference between the average values of the two adjacent monitoring displacements is not more than 2 mm; after all the preloading construction is finished, the displacement of each monitoring point is monitored and recorded at intervals of 6 h. And loading according to the calculated load grade during each grade of loading, slowly loading each grade of load, observing deformation values of each measuring point by the measuring group when the loading is stable, recording and archiving (including the load grade, the loading duration and the actually measured deformation value). When the difference between the average values of the displacement is not more than 2mm after continuous 12h monitoring, the pre-pressing load can be removed. After the support is unloaded for 6h, the displacement of each monitoring point is monitored and recorded. And measuring the settlement by adopting a high-precision level gauge, observing by a specially-assigned person during prepressing, recording the elevation before the initial stage and the elevation value after the loading, and calculating the settlement. And (4) accurately measuring the space coordinates by using an instrument and recording. The control point marks the control point, and takes care of protection and damage prevention. And (5) after each level of load construction is finished, keeping for 20min, measuring and safely observing by using the retention time, and making a measurement record. After all the loading, the unloading can not be carried out immediately, and the unloading is carried out step by step after 24-72 hours, the measurement is carried out step by step, and the detailed record is carried out. Before loading, the supports and templates should be carefully inspected. In the loading process, a specially-assigned person is sent to continuously observe and check the settlement and deformation conditions of the support, and once abnormity is found, the loading is immediately stopped, the reason is analyzed, and the remedial treatment is carried out in time. The elevation of the top of the support is led to the bottom through a vertical line and a side plumb gauge 7, namely a plumb line, a certain distance should be kept between the side plumb gauge 7 and the bottom, and the elevation difference is measured twice through calculation to obtain deformation data. After the support is erected, the nail iron nails are used as datum points at each monitoring point on the top surface of the square timber, initial elevation measurement is carried out before loading, relative elevation measurement is carried out after unloading, the difference value delta' between the initial elevation measurement and the relative elevation measurement is combined with foundation settlement, and the total inelastic deformation value of the model and the support is obtained. And (3) measuring the bottom die monitoring points, namely all the iron nails after loading (before unloading), and comparing the measured values with the elevations after unloading, wherein the difference value is the elastic deformation value of the support.
In the embodiment, after the loading is finished, in order to realize the monitoring, the loading process is respectively carried out according to three levels of 60%, 100% and 120% of the pre-pressing load, and after the loading is finished, the elevation of each monitoring point is measured for multiple times at intervals; and when the data measured in the two times are within +/-2 mm/12h, reversely grading according to the loading sequence to unload the load. Specifically, the loading process is carried out according to three levels of 60%, 100% and 120% of the designed weight of the prepressing respectively, the unloading is carried out reversely according to the loading sequence, and after the sand bags are completely loaded, the elevation of each point is measured. The bracket is observed twice at regular time every day, the stability of the bracket can be determined when the measurement data of the front and the back are within +/-2 mm/12h and meet the specification requirement, the load is unloaded, the bracket is unloaded in a reverse grading mode according to the loading sequence after the pre-compression of the bracket meets the specification, and the two sides of the bracket are symmetrically, evenly and synchronously unloaded. And observing the elevation of each measuring point after unloading for 6h, and calculating the settlement difference between the previous time and the next time, namely the elastic deformation. And calculating the total settlement of the bracket, namely the inelastic deformation.
To sum up, the method for preloading the full arch centering of the cast-in-place arch bridge provided by the embodiment realizes the preloading effect, solves the preloading problem of the arch centering, and accurately simulates the stress form of the arch ring, namely: the arch foot part has the largest stress and is under the action of horizontal thrust, so that the stress characteristics of the arch ring are relatively met, and the comprehensive evaluation is performed on the bearing safety of the support.
It should be noted that in the description of the present invention, the terms of direction or positional relationship indicated by the terms "upper", "lower", "left", "right", "inner", "outer", etc. are based on the directions or positional relationships shown in the drawings, which are only for convenience of description, and do not indicate or imply that the device or element must have a specific orientation, be constructed in a specific orientation, and be operated, and thus, should not be construed as limiting the present invention.
Furthermore, it should be noted that, in the description of the present invention, unless otherwise explicitly specified or limited, the terms "mounted," "connected," and "connected" are to be construed broadly, and may be, for example, fixedly connected, detachably connected, or integrally connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meanings of the above terms in the present invention can be understood by those skilled in the art according to specific situations.
It will be apparent to those skilled in the art that various changes and modifications may be made in the present invention without departing from the spirit and scope of the invention. Thus, if such modifications and variations of the present invention fall within the scope of the claims of the present invention and their equivalents, the present invention is also intended to include such modifications and variations.
Claims (10)
1. A method for preloading a full arch center of a cast-in-place arch bridge is characterized by comprising the following steps:
arranging monitoring points, namely arranging monitoring section control points at arch springing, arch ring 1/8L, arch ring 1/4L, arch ring 3/8L and arch top, arranging 5 top surface monitoring points on the top surface of a bracket of each monitoring section, and arranging foundation settlement deformation monitoring points at the upper and lower corresponding positions of the top surface monitoring points; wherein, the arch top is positioned at 1/2L of the arch ring;
an arch frame loading step, namely loading pre-pressing loads according to the pre-pressing loads in a grading manner, calculating the quantity of piled ton bags and water bags based on the piled loads and the volume of the water bags in each grade of loading process, and pre-pressing by utilizing a mode of combining the sand-filled gravel in the ton bags and the water bags, wherein the arch frame pre-pressing loads are applied in a subsection and symmetrical manner along the arch span direction;
and an arch frame detection step, namely measuring and recording the support pre-pressing monitoring information of the monitoring point in the arch frame loading process.
2. The cast-in-situ arch bridge full arch frame surcharge preloading method according to claim 1, characterized in that,
the support pre-compaction monitoring information comprises: and (4) monitoring the settlement difference, the elastic deformation amount of the bracket and the inelastic deformation amount of the bracket in two times.
3. The cast-in-place arch bridge full arch frame surcharge preloading method according to claim 2, characterized in that, the measurement record support elastic deformation specifically is:
after the support is erected, nails are nailed at each monitoring point on the top surface of the square timber and used as datum points, initial elevation measurement is carried out before loading, relative elevation measurement is carried out after unloading, the difference between the initial elevation measurement and the relative elevation measurement is calculated by combining the elevation difference between the foundation settlement deformation monitoring points before loading and after unloading, and the calculation result is used as the support inelastic deformation.
4. The cast-in-place arch bridge full arch frame surcharge preloading method according to claim 2, characterized in that, the measurement record support inelastic deformation specifically is:
after loading and before unloading, measuring the elevation of the monitoring point on the bottom die, comparing the elevation with the elevation after unloading, and taking the difference as the elastic deformation value of the support.
5. The cast-in-situ arch bridge full arch preloading method according to any one of claims 1 to 4, characterized in that,
putting the ton bags at 1/8L parts of the arch ring, piling the water bags at the top of the arch ring, adding water, and simultaneously loading the 1/8L parts at two sides of the arch ring;
the ton bags are stacked and leveled, then the water bags are placed and filled with water, the 1/4L parts of the arch rings are stacked after the water bags are filled with water, and when the 1/4L parts of the arch rings are stacked, the ton bags are placed between the 1/4L parts and the two water bags at the 1/8L parts, so that the horizontal transmission of load is ensured.
6. The cast-in-place arch bridge full arch preloading method as claimed in claim 5,
stacking the ton bag and the water bag to the 7/16L part of the arch ring while stacking the 1/4L part of the arch ring;
the arch rings are stacked from the 7/16L position of the arch ring and the 1/4L position of the arch ring to the middle step by step.
7. The cast-in-place arch bridge full arch preloading method according to any one of claims 1 to 4,
the loading process is carried out according to three levels of 60%, 100% and 120% of the pre-pressing load respectively, and after the loading is finished, the elevation of each monitoring point is measured for multiple times at intervals;
and (4) when the data measured in the two times are within +/-2 mm/12h, carrying out reverse grading on the load according to the loading sequence.
8. The cast-in-place arch bridge full arch preloading method according to any one of claims 1 to 4,
in each stage of loading process, after the arch ring arch support, the support system, the arch helmet and the arch ring bottom die are completely constructed, constructing a loading stop block, and then filling loading sand in the arch foot part; the dog utilizes arch bridge structural design front wall or uses the concrete piece to pile and carry to guarantee the steadiness.
9. The cast-in-place arch bridge full arch preloading method according to any one of claims 1 to 4,
the ton bag stacking sequence is loaded longitudinally from two sides of the arch ring to the center, symmetrical load distribution is transversely carried out from the center line of the structure to the two sides, and the loading process is carried out symmetrically.
10. The cast-in-situ arch bridge full arch preloading method according to any one of claims 1 to 4, characterized in that,
after all the ton bags are put in the arch frame loading step, covering the arch frame with tarpaulin for rain proofing;
calculating the quantity of the ton bags and the quantity of the water bags stacked in unit area based on the weight of the arch ring in unit area, and adjusting the weight loaded by the water bags according to the water quantity in the water bags;
each top surface monitoring point is guided to the bottom through the plumb line so as to be convenient for measuring elevation change.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN116145488A (en) * | 2023-02-03 | 2023-05-23 | 浙江数智交院科技股份有限公司 | Water bag self-stabilizing construction method for detecting compactness of hardened slow-gradient high-fill roadbed |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN116145488A (en) * | 2023-02-03 | 2023-05-23 | 浙江数智交院科技股份有限公司 | Water bag self-stabilizing construction method for detecting compactness of hardened slow-gradient high-fill roadbed |
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