CN111809523A - Measurement and check method based on section box girder short line matching prefabricated pedestal foundation - Google Patents

Measurement and check method based on section box girder short line matching prefabricated pedestal foundation Download PDF

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CN111809523A
CN111809523A CN202010646762.4A CN202010646762A CN111809523A CN 111809523 A CN111809523 A CN 111809523A CN 202010646762 A CN202010646762 A CN 202010646762A CN 111809523 A CN111809523 A CN 111809523A
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measuring
loading
area
load
settlement
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CN111809523B (en
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谢德宽
王文洋
章文彬
杨康
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China Railway Bridge Science Research Institute Ltd
CCCC SHEC Fourth Engineering Co Ltd
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China Railway Bridge Science Research Institute Ltd
CCCC SHEC Fourth Engineering Co Ltd
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    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D21/00Methods or apparatus specially adapted for erecting or assembling bridges

Abstract

The invention discloses a measuring and checking method based on section box girder short line matching prefabrication pedestal foundation, which comprises the following steps: step 1, burying measuring points on a prefabricated pedestal; step 2, setting an electronic level; step 3, carrying out a first loading test, carrying out an integral uniform loading test on each area on each prefabricated pedestal, and eliminating inelastic deformation; step 4, carrying out a second loading test, carrying out full load on the first area and the second area, respectively loading the third area according to the total weight of the template and the full load weight after pouring, and simulating the load condition of the prefabrication construction process to measure the settlement amount before and after pouring of the beam to be poured; and 5, analyzing and calculating the maximum differential settlement difference of the prefabricated pedestal according to data, and judging whether the maximum differential settlement difference meets the construction requirements or not. The invention has the advantages of difficult detection and check of the maximum uniform settlement difference, insufficient reliability and capability of avoiding the interference of non-elastic shape to the measurement result.

Description

Measurement and check method based on section box girder short line matching prefabricated pedestal foundation
Technical Field
The invention relates to a measuring and checking method based on a section box girder short line matching prefabricated pedestal foundation.
Background
In recent years, in the field of bridges, segment box girders begin to be prefabricated in an industrial production line by adopting a stub matching method, and girder bodies are borne by prefabricated pedestals and flow on the line. In some lines, in order to save time, the matched beams do not use the box beams with the best strength when matching, but the box girder reaching certain strength is taken as a matching girder, in addition, an area bearing the matched rear box girder is additionally arranged on the prefabricated pedestal, the box girder is placed in the area for a period of time, the strength of the box girder can be further improved through maintenance, the strength requirement that the box girder can be lifted and lifted to leave the prefabricated pedestal is met, the box girder is called as a constant-strength girder in the process, in the prefabrication method, the prefabricated pedestal bears the load comprising the matched beam and the equal-strength beam in the pouring position, and the load change of the beam to be poured before and after pouring is added, so that the total load and the change process of the beam to be poured are different from those of pedestals in the conventional prefabrication technology, and the maximum uniform settlement difference of the prefabricated pedestal foundation cannot be accurately and reliably detected and checked in the prior art.
Disclosure of Invention
The invention aims to provide a measuring and checking method for a prefabricated pedestal foundation based on section box girder short line matching, which aims to solve the problem that the prior art can not accurately and reliably detect and check the maximum uniform settlement difference of the prefabricated pedestal foundation on a water bearing line.
The measuring and checking method based on the section box girder short line matching prefabrication pedestal foundation comprises the following steps:
step 1, embedding measuring points on a prefabrication pedestal, wherein a first area, a second area and a third area which are used for bearing the equal-strength beam, the matching beam and the beam to be poured are sequentially arranged on the prefabrication pedestal from front to back; the measuring points are arranged according to the relative positions of the measuring points and the areas;
step 2, setting an electronic level;
step 3, carrying out a first loading test, carrying out an integral uniform loading test on each area on each prefabricated pedestal, and eliminating inelastic deformation;
step 4, carrying out a second loading test, carrying out full load on the first area and the second area, respectively loading the third area according to the total weight of the template and the full load weight after pouring, and simulating the load condition of the prefabrication construction process to measure the settlement amount before and after pouring of the beam to be poured;
and 5, analyzing and calculating the maximum differential settlement difference of the prefabricated pedestal according to data, and judging whether the maximum differential settlement difference meets the construction requirements or not.
Preferably, in the step 3, a step loading manner is adopted for loading, and each region is divided into 4 levels according to 50%, 80%, 100% and 120% of the total load for loading.
Preferably, the bottom of the prefabricating pedestal is provided with a pair of longitudinal rail beams which are symmetrical relative to the center line of the prefabricating pedestal in the middle, and the number of the measuring points in the step 1 is 8, and the measuring points comprise a pair of measuring points which are positioned in the front of the first area and on the corresponding longitudinal rail beam, a pair of measuring points which are positioned behind the third area and on the corresponding longitudinal rail beam, a pair of measuring points which are symmetrically arranged on the left side and the right side of the second area and a pair of measuring points which are symmetrically arranged on the left side and.
Preferably, the specific process of the first loading test in step 3 is as follows:
step 3.1, measuring the original elevation of each measuring point before loading the load;
step 3.2, loading the load by adopting a graded loading mode, measuring and reading the settlement of each measuring point for multiple times after each grade of load is loaded, and keeping a certain time interval between each measurement and reading;
3.3, when the settlement rate of the measuring point obtained by measuring and reading reaches a relatively stable standard, applying the next-stage load;
step 3.4, after the load loading is finished, if the settlement rate of the measuring point is always in a relatively stable standard within 24 hours, unloading can be carried out;
and 3.5, measuring the elevation of each measuring point after unloading.
Preferably, the specific process of the second loading test in step 4 is as follows:
step 4.1, measuring the elevation of each measuring point before loading the load;
step 4.2, loading the load by adopting a graded loading mode, measuring and reading the settlement of each measuring point for multiple times after each grade of load is loaded, and keeping a certain time interval between each measurement and reading;
4.3, when the settlement rate of the measuring points obtained by measuring and reading reaches a relatively stable standard, recording the elevation of each measuring point, and applying the next-stage load;
step 4.4, measuring and reading the measuring point elevation every 30min for the first 2 hours after the load loading is finished, and measuring and reading the measuring point elevation every 3 hours within 3 days;
and 4.5, unloading when the settlement rate of the measuring points obtained by measuring and reading reaches a relatively stable standard, and measuring the elevation of each measuring point after unloading.
Preferably, the step 5 comprises:
step 5.1, calculating sedimentation amount: calculating the elevation difference value, namely the settlement amount, of each measuring point in the two-stage loading in the second loading experiment;
step 5.2, calculating the differential settlement: calculating the difference of the settlement amounts of a pair of measuring points symmetrically arranged on the left side and the right side of the second area, and calculating the difference of the settlement amounts of a pair of measuring points symmetrically arranged on the left side and the right side of the third area;
and 5.3, selecting the maximum differential settlement difference to compare with a standard threshold value, and judging whether the construction requirements are met.
The invention has the following advantages: the method has the advantages that the measuring points are arranged at proper positions according to the structure of the prefabricated pedestal with the three load areas, so that the elevation data of the measuring points better reflect the settlement change of the positions of the prefabricated pedestal under different loads, and the uneven settlement difference of the two sides of the matched beam and the area to be cast can be obtained through elevation measurement.
According to the method, before load change before and after simulated pouring, firstly, a first loading test is carried out, inelastic deformation which may occur to the prefabricated pedestal foundation under the load condition is eliminated, existing equipment is detected and checked in the elimination process, and through a graded loading mode and multiple elevation detection, the elimination process of the inelastic deformation can be effectively detected, reliable elimination is guaranteed, deformation can be found timely and stably, next-stage loading is carried out, and adverse effects of the inelastic deformation on the checking result are effectively avoided.
Drawings
FIG. 1 is a schematic structural diagram of a prefabricated pedestal after a measuring point is embedded.
Fig. 2 is a schematic view of the structure of the prefabricated stand itself in the structure shown in fig. 1.
Fig. 3 is a cross-sectional view of a portion a-a of the structure shown in fig. 2.
The figures of the drawings are numbered: 1. prefabricating a pedestal, 2, a first area, 3, a second area, 4, a third area, 5, a longitudinal track beam, 6 and measuring points, wherein the measuring points comprise C1-C8.
Detailed Description
The following detailed description of the embodiments of the present invention will be given in order to provide those skilled in the art with a more complete, accurate and thorough understanding of the inventive concept and technical solutions of the present invention.
As shown in fig. 1-3, a prefabrication platform 1 for a prior art load-carrying box girder is provided with a pair of longitudinal rail beams 5 in the middle, symmetrical with respect to the centre line of the prefabrication platform, at the bottom for support and guidance and to improve the structural strength of this part of the prefabrication platform 1. The prefabricating pedestal 1 is sequentially provided with a first area 2, a second area 3 and a third area 4 which are respectively used for bearing the equal-strength beam, the matching beam and the beam to be poured from front to back. The maximum load analysis for each region was as follows:
maximum load for zone one 2: the heaviest segment load of the equal-strength beam and the weight of the bottom die.
Maximum load for region two 3: matching the heaviest segment load of the beam and the weight of the bottom die.
Maximum load for zone three 4: and (4) the heaviest section load of the beam to be cast plus the weight of the whole template. The equipment and devices involved in the loading test of the method are as follows: the loading machine is a 50t truck crane and an 85t crawler crane; the loading objects are 13t square iron blocks and 17t square stone blocks; the measuring instrument is an electronic level-Tianbao dini03 with the accuracy of 0.01 mm.
The invention provides a measuring and checking method based on a section box girder short line matching prefabricated pedestal foundation, which comprises the following steps:
step 1, burying a measuring point 6 on a prefabricated pedestal 1, wherein a first area 2, a second area 3 and a third area 4 which are respectively used for bearing a uniform-strength beam, a matching beam and a beam to be poured are sequentially arranged on the prefabricated pedestal 1 from front to back; the measuring points 6 are arranged according to the relative position with each area.
As shown in fig. 1, there are 8 measuring points 6, which are respectively C1-C8, a pair of measuring points 6 are located in front of the first area 2 and on the corresponding longitudinal track beam 5, a pair of measuring points 6 are located on the corresponding longitudinal track beam 5 behind the third area 4, a pair of measuring points 6 are symmetrically arranged on the left and right sides of the second area 3, and a pair of measuring points 6 are symmetrically arranged on the left and right sides of the third area 4. Wherein four stations 6C 3-C6 were used to determine and calculate differential settling.
And 2, setting an electronic level gauge for measuring the elevation of each measuring point.
And 3, carrying out a first loading test, carrying out an integral uniform loading test on each area on each prefabricated pedestal 1, and dividing each area into 4 grades for loading according to 50%, 80%, 100% and 120% of the total load. The method comprises the following specific steps:
and 3.1, measuring the original elevation of each measuring point 6 before loading the load.
And 3.2, loading by adopting a graded loading mode, measuring and reading the sedimentation amount of each measuring point 6 for multiple times after each grade of loading, wherein a certain time is arranged between each measurement and reading, measuring and reading the sedimentation amount of the pedestal according to 10min, 20min, 30min, 45min and 60min at the earlier stage in sequence, and measuring and reading the sedimentation amount of the measuring point once every 30min later.
And 3.3, when the settlement rate of the measuring point 6 obtained by measuring and reading reaches a relatively stable standard, applying the next stage of load. The relative stability criterion is 2 hours in succession, the sedimentation amount per hour being less than 0.1 mm.
And 3.4, after the load loading is finished, unloading if the settlement rate of the measuring point 6 is always in a relatively stable standard within 24 hours.
And 3.5, measuring the elevation of each measuring point 6 after unloading.
The loading process can be completed to eliminate the inelastic deformation of the foundation of the prefabricated pedestal 1. The following are specific data of examples.
1. Elevation of origin (1 month and 30 days 2018, 9: 00):
date 30 days 1 month in 2018
Measuring time 9:40
Measuring point Elevation (m)
c1 0.32331
c2 0.28828
c3 0.28757
c4 0.31657
c5 0.31104
c6 0.28066
c7 0.28766
c8 0.31321
2. Level 1 loading (50%, total load 195t), observation time 2018, 1 month 30 days, 22: 40-4: 30, 5 observations were made, with a last observation interval of 2 hours, and the data were as follows:
date 30 days 1 month in 2018 30 days 1 month in 2018 2C13 year, 1 month and 30 days 31/1/2018 31/1/2018
Measuring time 22:40 23:20 0:50 2:30 4:30
Measuring point This sinking (mm) This sinking (mm) This sinking (mm) This sinking (mm) This sinking (mm)
c1 0.06 0.3 0.12 -0.02 0.06
c2 0.45 0.27 0.29 -0.13 -0.08
c3 0.31 0.11 0.16 0.11 -0.02
c4 0.58 0.26 0.24 -0.28 0.12
c5 0.53 0.17 0.32 -0.44 0.1
c6 0.42 0.06 0.2 -0.29 0.01
c7 0.18 0.03 -0.01 -0.17 0.08
c8 0.1 0.04 0.14 -0.1 -0.1
The maximum sedimentation amount per hour is 0.06mm in 2 hours, and the stable state is achieved, so that the lower-level loading can be carried out.
3. Level 2 loading (80%, total load 314t), observation time 2018, 1 month 31 day, 9: 00-11: 25, 3 observations were made in total, with a last observation interval of 2 hours, and the data are as follows:
date 31/1/2013 31/1/2018 31/1/2018
Measuring time 9:00 9:50 11:50
Measuring point This sinking (mm) This sinking (mm) This sinking (mm)
c1 0.17 0.09 -0.14
c2 0.23 0.14 -0.01
c3 0.17 0.01 0.04
c4 0.21 0.22 -0.04
c5 0.25 0.35 0.04
c6 0.15 0.1 -0.15
c7 0.26 0.16 0.04
c8 0.3 0.08 -0.01
The maximum sedimentation amount per hour is 0.07mm in 2 hours, and the stable state is achieved, so that the lower-level loading can be carried out.
4. Level 3 loading (100%, total load 382t), observation time 2018, 1 month 31 days, 15:00-17:00, 3 times of total observation, interval time of last observation is 2 hours, and data are as follows:
date 31/1/2018 31/1/2018 31/1/2018
Measuring time 15:00 15:30 17:00
Measuring point This sinking (mm) This sinking (mm) This sinking (mm)
c1 0.06 0.06 -0.04
c2 0.16 0.15 -0.08
c3 0.34 0.22 -0.11
c4 0.15 0.09 -0.13
c5 0.09 0.19 -0.2
c6 0.14 0.14 -0.14
c7 0.17 0.18 -0.06
c8 0.2 0.13 -0.05
The maximum sedimentation amount per hour is 0.07mm in 2 hours, and the stable state is achieved, so that the lower-level loading can be carried out.
5. Level 4 loading (120%, total load 476t), observation time 2018, 1 month 31 days, 20:40-9:30, 8 observations in total, the interval time between the last observation is 3 hours, and the data are as follows:
the maximum sedimentation amount per hour is 0.05mm in 3 hours, and the sedimentation tank reaches a stable state and can be unloaded.
6. And (3) observing for 3 times of 0 load observation time of 2018, 2 months and 1 day at a ratio of 14:10-17:00, basically stabilizing and recording data.
Date 2 month and 1 day of 2018 2 month and 1 day of 2018 2 month and 1 day of 2018
Measuring time 14:10 14:50 17:00
Measuring point This sinking (mm) This sinking (mm) This sinking (mm)
c1 -0.52 -0.02 0.09
c2 -0.51 -0.06 0.04
c3 -0.41 -0.04 -0.03
c4 -0.74 -0.02 0.11
c5 -0.64 -0.11 0.02
c6 -0.87 -0.13 0.11
c7 -0.63 -0.1 0.07
c8 -0.44 -0.08 0.02
The first loading test is divided into four stages of loading, the average accumulated sinking amount is 1.48mm, the maximum point is 2.07mm, the average total sinking amount after unloading is 0.87mm, and the nonelastic deformation amount is eliminated by about 0.87 mm.
And 4, carrying out a second loading test, carrying out full load on the first area 2 and the second area 3, respectively loading the third area 4 according to the total weight of the template and the full load after pouring, and simulating the load condition of the prefabrication construction process to obtain the settlement before and after pouring of the beam to be poured. The specific process is as follows:
and 4.1, measuring the elevation of each measuring point 6 before loading the load.
And 4.2, loading by adopting a graded loading mode, measuring and reading the sedimentation amount of each measuring point 6 for multiple times after each grade of loading, wherein a certain time is arranged between each measurement and reading, measuring and reading the sedimentation amount of the pedestal in the earlier stage according to 10min, 20min, 30min, 45min and 60min, and measuring and reading the sedimentation amount of the measuring point once every 30min later.
And 4.3, when the settlement rate of the measuring points 6 obtained by measuring and reading reaches the relatively stable standard (the same as above), recording the elevation of each measuring point 6, and applying a second-stage load.
And 4.4, measuring and reading the elevation of the measuring point 6 every 30min for the first 2 hours after the second-stage load loading is finished, and measuring and reading the elevation of the measuring point 6 every 3 hours within 3 days.
And 4.5, unloading when the settlement rate of the measuring points 6 obtained by measuring and reading reaches a relatively stable standard, and measuring the elevation of each measuring point 6 after unloading.
The loading conditions of the two-stage load are as follows:
a first stage: 100% of zone one 2 load + 100% of zone two 3 load + zone three 4 total template weight.
And a second stage: 100% for zone one 2 load + 100% for zone two 3 load + 100% for zone three 4 load.
The specific data of this example are as follows:
1. recording initial data under the load of 0;
2. level 1 loading (state before casting, total load 284t), observation time 2018, 2 months and 1 day, 21: 00-8: 00, 6 observations were performed in total, with the interval between the last observation being 2 hours, and the data are as follows:
date 2 month and 1 day of 2018 2 month and 1 day of 2018 2 month and 1 day of 2018 2.2.2018 2.2.2018 2.2.2018
Measuring time 21:00 22:00 23:00 1:30 6:00 8:00
Measuring point This sinking (mm) This sinking (mm) This sinking (mm) This sinking (mm) This sinking (mm) This sinking (mm)
c1 0.28 0.34 -0.46 -0.31 0.31 0.08
c2 0.69 0.17 -0.43 -0.2 0.24 0.01
c3 0.72 0.37 -0.65 -0.23 0.26 0
c4 0.48 0.43 -0.19 -0.1 0.16 0.09
c5 0.46 0.33 -0.12 -0.01 0.25 0.16
c6 0.62 0.41 -0.17 0.05 0.37 0.09
c7 0.38 0.32 -0.19 0.07 0.52 0.18
c8 0.29 0.18 -0.24 0.15 0.14 0.06
The maximum sedimentation amount per hour is 0.09mm in 2 hours, and the stable state is achieved, so that the next stage of loading can be carried out.
3. 2-level loading (state before pouring, 378t), observation time of 2 months and 2 days in 2018, observation time of 14:00-2018, 2 months and 5 days in 2: 00, observation time of 8 times in total, and observation interval time of the last time of 3 hours, wherein the data are as follows:
the maximum sedimentation amount per hour is 0.05mm in 3 hours, and the sedimentation tank reaches a stable state and can be unloaded.
4. The load observation time of 0 year, 2018, 2 months, 5 days, 15:00-17:00, is 3 times in total, the stability is basically realized, and the final data are shown in the figure.
And 5, analyzing and calculating the maximum differential settlement difference of the prefabricated pedestal 1 and judging whether the maximum differential settlement difference meets the construction requirements or not.
Step 5.1, calculating sedimentation amount: and calculating the elevation difference value, namely the settlement amount, of each measuring point 6 in the two-stage loading in the second loading experiment. C3-C6 at Point 6 were used to calculate differential settlement, the main comparison table is as follows.
C3 C4 C5 C6
Test 1 0.48 1.28 0.47 1.37
Test 2 0.73 1.54 0.79 1.55
Difference value 0.25 0.26 0.32 0.18
Step 5.2, calculating the differential settlement: and calculating the difference of the settlement amounts of the pair of measuring points 6 symmetrically arranged at the left side and the right side of the second area 3, and calculating the difference of the settlement amounts of the pair of measuring points 6 symmetrically arranged at the left side and the right side of the third area 4. The specific data are as follows: C5-C3-0.32-0.25-0.07 mm; C4-C6-0.26-0.18-0.08 mm;
and 5.3, selecting the maximum differential settlement difference to compare with a standard threshold value, and judging whether the construction requirements are met. Therefore, the maximum differential settlement is 0.08mm, and the standard threshold is 3mm, so that the maximum differential settlement is obviously smaller than the labeling threshold, and the use requirement of the prefabricated pedestal is met; if the value exceeds the preset value, the prefabricated pedestal does not meet the requirement of subsequent use.
The invention is described above with reference to the accompanying drawings, it is obvious that the specific implementation of the invention is not limited by the above-mentioned manner, and it is within the scope of the invention to adopt various insubstantial modifications of the inventive concept and solution of the invention, or to apply the inventive concept and solution directly to other applications without modification.

Claims (6)

1. A measurement and check method based on a section box girder short line matching prefabrication pedestal (1) foundation is characterized by comprising the following steps of: comprises the following steps:
step 1, burying a measuring point (6) on a prefabricated pedestal (1), wherein a first area (2), a second area (3) and a third area (4) which are respectively used for bearing an equal-strength beam, a matching beam and a beam to be poured are sequentially arranged on the prefabricated pedestal (1) from front to back; the measuring points (6) are arranged according to the relative positions of the measuring points and the areas;
step 2, setting an electronic level;
step 3, carrying out a first loading test, carrying out an integral uniform loading test on each area on each prefabricated pedestal (1), and eliminating inelastic deformation;
step 4, carrying out a second loading test, carrying out full load on the area I (2) and the area II (3), respectively loading the area III (4) under the conditions of the total weight of the template and the full load after pouring, and simulating the load condition of the prefabrication construction process to measure the settlement before and after pouring of the beam to be poured;
and 5, analyzing and calculating the maximum differential settlement difference of the prefabricated pedestal (1) through data, and judging whether the maximum differential settlement difference meets the construction requirements or not.
2. The measurement and check method based on the section box girder stub matching prefabrication pedestal (1) foundation is characterized in that: in the step 3, a hierarchical loading mode is adopted for loading, and each area is divided into 4 levels for loading according to 50%, 80%, 100% and 120% of the total load.
3. The measurement and check method based on the section box girder stub matching prefabrication pedestal (1) foundation is characterized in that: the middle of the bottom of the prefabricated pedestal (1) is provided with a pair of longitudinal track beams (5) which are symmetrical relative to the center line of the prefabricated pedestal (1), and the number of the measuring points (6) in the step 1 is 8, and the measuring points comprise a pair of measuring points (6) which are positioned in the front of the first area (2) and on the corresponding longitudinal track beam (5), a pair of measuring points (6) which are positioned behind the third area (4) and on the corresponding longitudinal track beam (5), a pair of measuring points (6) which are symmetrically arranged on the left side and the right side of the second area (3), and a pair of measuring points (6) which are symmetrically arranged on the left side and the right side of the third.
4. The measurement and check method based on the section box girder stub matching prefabrication pedestal (1) foundation is characterized in that: the specific process of the first loading test in the step 3 is as follows:
step 3.1, measuring the original elevation of each measuring point (6) before loading the load;
step 3.2, loading the load by adopting a graded loading mode, measuring and reading the settlement of each measuring point (6) for multiple times after each grade of load is loaded, and keeping a certain time interval between each measuring and reading;
3.3, when the settlement rate of the measuring point (6) obtained by measuring and reading reaches a relatively stable standard, applying the next-stage load;
step 3.4, after the load loading is finished, unloading if the settlement rate of the measuring point (6) is always in a relatively stable standard within 24 hours;
and 3.5, measuring the elevation of each measuring point (6) after unloading.
5. The measurement and check method based on the section box girder stub matching prefabrication pedestal (1) foundation is characterized in that: the specific process of the second loading test in the step 4 is as follows:
step 4.1, measuring the elevation of each measuring point (6) before loading the load;
4.2, loading the load in a graded loading mode, measuring and reading the settlement of each measuring point (6) for multiple times after each grade of load is loaded, and keeping a certain time interval between each measurement and reading;
4.3, when the settlement rate of the measuring points (6) obtained by measuring and reading reaches a relatively stable standard, recording the elevation of each measuring point (6), and applying the next-stage load;
4.4, measuring and reading the elevation of the measuring point (6) every 30min within the first 2 hours after the load loading is finished, and measuring and reading the elevation of the measuring point (6) every 3h within 3 days;
and 4.5, unloading when the sedimentation rate of the measuring points (6) obtained by measuring and reading reaches a relatively stable standard, and measuring the elevation of each measuring point (6) after unloading.
6. The measurement and check method based on the section box girder stub matching prefabrication pedestal (1) foundation is characterized in that: the step 5 comprises the following steps:
step 5.1, calculating sedimentation amount: calculating the elevation difference value, namely the settlement amount, of each measuring point (6) in the two-stage loading in the second loading experiment;
step 5.2, calculating the differential settlement: calculating the difference of the settlement amounts of a pair of measuring points (6) symmetrically arranged at the left side and the right side of the second area (3), and calculating the difference of the settlement amounts of a pair of measuring points (6) symmetrically arranged at the left side and the right side of the third area (4);
and 5.3, selecting the maximum differential settlement difference to compare with a standard threshold value, and judging whether the construction requirements are met.
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