CN114809698B - Earthen archaeological site fracture grouting method based on real-time monitoring - Google Patents
Earthen archaeological site fracture grouting method based on real-time monitoring Download PDFInfo
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- CN114809698B CN114809698B CN202210483058.0A CN202210483058A CN114809698B CN 114809698 B CN114809698 B CN 114809698B CN 202210483058 A CN202210483058 A CN 202210483058A CN 114809698 B CN114809698 B CN 114809698B
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Abstract
The invention provides a soil ruins crack grouting method based on real-time monitoring, which comprises the following steps of: acquiring the historic site parameters of the historic site body of the fracture, and grading the historic site according to the historic site parameters; removing floating soil on two sides of the crack; grooving on the surface of the crack: determining control indexes of the cracks on the surface according to the earthen archaeological site in a grading manner, and cleaning the floating soil in the cracks according to the control indexes; spraying and moistening the surfaces of the cracks; the monitoring sensors are arranged in layers; face sky face layering formwork: according to the layering height of the monitoring sensor, layering formwork support is carried out on the crack free face from bottom to top, and counter pressure is provided; monitoring layered grouting: and grouting from the bottommost layer, vibrating by using a miniature vibrating rod, monitoring data of soil bodies on two sides of the crack by using a monitoring sensor, and grouting the next layer when the monitored data meet a preset threshold value. The invention effectively enhances the reinforcing effect by slotting; the grouting process is guaranteed to be smoothly carried out through real-time monitoring, and data support is provided for subsequent fracture grouting reinforcement effect evaluation.
Description
Technical Field
The invention relates to the technical field of earthen archaeological site crack grouting reinforcement, in particular to an earthen archaeological site crack grouting method based on real-time monitoring, which can be applied to the relevant fields of geotechnical engineering and the like.
Background
In northwest areas of arid and semi-arid environments in China, a large number of ancient earthen sites are left, such as the human residential site in the gulf of Qin' an county in Gansu, the city of estuary in Turpan area in Xinjiang, yinchuan Xia Ling, and the like. Under the influence of building process and natural environment, the earthen site body has cracks or fissures with different forms and dimensions. The cracks are mainly weathered cracks, unloading cracks, construction process cracks and the like through investigation. Because the development severity is different, some cracks develop and penetrate through the ruins to form through cracks, even part of cracks lose constraint and flash or incline, and part of cracks just develop and do not form through cracks. The development of the cracks damages the structure of the site, reduces the physical and mechanical properties of the site, can cause the collapse of the site under the action of external power, and particularly, the generation of unloading cracks is mostly formed by wall foundation erosion, thus influencing the stability of the soil site. Fracture reinforcement is an important technological means for protecting earthen sites.
Fracture reinforcement has various forms, and different technical measures are often adopted according to different types and widths of fractures. The cracks can be divided into 3 types according to the width, the cracks smaller than 5cm are I-type cracks, and the statistical percentage is about 70% -85%; II-type cracks are between 5cm and 15cm, and the statistics accounts for about 10% -25%; the thickness of the crack is more than 15cm, and the crack is counted to be less than 5%. In the current industry, besides extra anchoring measures are added to the type III fractures, grouting measures are adopted for the type I fractures and the type II fractures. The I-type cracks are small in width, and can achieve a good reinforcing effect generally through direct grouting, but the II-type cracks are large in width, and the fact that the cracks are full of the grout can not be guaranteed usually through direct grouting, so that the bonding force of a grout-soil interface is influenced, and the reinforcing effect is reduced. Therefore, it is necessary to provide additional treatment to the class ii fractures while the application means ensures that the fractures are filled with the slurry.
In the current engineering practice, the auxiliary treatment of the II-type fracture is usually to add interface treatment, but the method is still in an exploration stage, and the method has no uniform regulation and standard for the interface treatment mode, which is insufficient for the evaluation of the reinforcing effect provided by the interface treatment. Whether direct grouting or auxiliary means are added, grouting is a key step of the whole reinforcing process, and whether grout can fill cracks and play a role is an important factor for judging the reinforcing effect. Meanwhile, due to the drying shrinkage of the traditional slurry, the slurry is often separated from the soil-pulp interface after being hardened, and the phenomenon of 'two sheets' is generated, so that the problem of separation of the soil-pulp interface is also the key work of grouting reinforcement.
Through the existing grout research and grouting reinforcement practices, the problem of grout-soil interface separation can be effectively solved by using the micro-expansion type grout, the micro-expansion type grout is generally added with quicklime as an expansion raw material, the quicklime has the characteristics of hydration and heat release, and the influence of temperature on the grouting process and soil bodies on two sides of a crack needs to be considered in the grouting work. Therefore, compared with the traditional grout, whether the grout is completely filled in the crack or not needs to be considered, the slightly-expanded grout also needs to consider the action of the temperature and the expansion force generated by the grout on soil bodies on two sides of the crack. Meanwhile, the grouting process of the traditional grout is not generally monitored, the grouting effect liquid can only be evaluated through later-stage observation, sampling test and field test, hysteresis, one-sidedness and destructiveness are usually achieved, the destructive test is not advocated in the cultural relic protection, and the hysteresis and the one-sidedness can be solved through comprehensive monitoring.
Disclosure of Invention
Aiming at the technical problems that interface treatment is lacked in the existing earthen archaeological site crack grouting reinforcement and the grouting process is not accurately controlled sufficiently, the invention provides the earthen archaeological site crack grouting method based on real-time monitoring.
In order to achieve the purpose, the technical scheme of the invention is realized as follows: an earthen site fracture grouting method based on real-time monitoring comprises the following steps:
s1, obtaining site parameters of an earthen site body with a crack of 5-15cm in width, and grading the earthen site according to the site parameters;
s2, removing floating soil on two sides of the crack;
s3, grooving on the surface of the crack: determining control indexes of the crack surface grooving in a grading manner according to the earthen archaeological site, and cleaning the whole crack floating soil in the grooving according to the control indexes;
s4, crack surface spraying and moistening: spraying and permeating the crack surface from bottom to top by using a reinforcing liquid;
s5, monitoring sensor layering arrangement: arranging monitoring sensors in a soil body in a layered mode within the range of 0.5-2 times of the average width of the cracks on the two sides of the cracks;
s6, layered formwork support of the face empty surface: according to the layering height in the step S5, layering and formwork erecting are carried out on the crack free face from bottom to top, and counter pressure is provided;
s7, layered grouting monitoring: and (5) grouting from the bottommost layer, performing layered grouting from bottom to top according to the height of 15 to 30cm, vibrating by using a miniature vibrating rod, monitoring data of soil bodies on two sides of the crack by using the monitoring sensors arranged in the step S5, and performing grouting on the next layer when the monitoring data meet a preset threshold value.
Preferably, the historic site parameters in the step S1 are uniaxial compressive strength of the historic site body, and the method for grading the historic site according to the historic site parameters comprises the following steps: the material is soft when the uniaxial compressive strength is less than 1.5MPa, medium when the uniaxial compressive strength is in the range of 1.5 to 3MPa, and hard when the uniaxial compressive strength is more than 3 MPa; and in the step S2, testing the strength of the floating soil on two sides of the crack by using a foundation bearing capacity penetrometer, and removing the soil body with the penetration resistance ranging from 0 to 75N.
Preferably, the control indexes of the slotting comprise a section shape, a height interval and an inclination angle, the section shape and the height interval are determined by soil ruins in a grading manner, the section shape is an isosceles triangle, an isosceles trapezoid or an arc, the opening width and the soil penetration depth of the section shape are determined by the soil ruins in a grading manner, and the section shape is determined according to an upper boundary point and a lower boundary point of the opening width and a vertex of the soil penetration depth; the inclination angle is an included angle between the horizontal plane and the crack depth direction, and the range of the inclination angle is 8-15 degrees.
Preferably, the opening width is 0.3 to 0.5 times, 0.2 to 0.3 times and 0.1 to 0.2 times of the crack width of the soft, medium and hard three levels classified according to the earthen site, and the soil penetration depth is 0.3 to 0.5 times, 0.2 to 0.3 times and 0.1 to 0.2 times of the crack width of the soft, medium and hard three levels classified according to the earthen site; the height interval is 1.2 to 1.5 times, 0.8 to 1.2 times and 0.5 to 0.8 time of the fracture width according to the soft, medium and hard grades of the earthen site; the isosceles triangle is formed by connecting an upper boundary point and a lower boundary point of the opening width and a vertex of the penetration depth in a straight line, the arch is formed by connecting an upper boundary point and a lower boundary point of the opening width and a vertex of the penetration depth in an arc line, one base side of the isosceles trapezoid is the opening width, and the length of the other base side of the isosceles trapezoid is 0.4 to 0.6 times of the opening width.
Preferably, the step S4 includes 3 times of spraying and infiltration, the first spraying is finished when runoff appears on the fracture surface, the second spraying is performed at intervals of 5-10min, the second spraying is finished when runoff appears on the fracture surface, the third spraying is performed at intervals of 15-25min, and the third spraying is finished when runoff appears on the fracture surface.
Preferably, the method for layering the monitoring sensors in step S5 includes:
s5.1, carrying out layering on the fracture from bottom to top according to the height of the fracture, wherein the range of the height of each layer is 15 to 30cm; determining the total number of grouting layers, wherein the number of groups of monitoring sensors is 2 times of the total number of grouting layers, a group of monitoring sensors are respectively arranged on the left side and the right side of a crack in the range of the grouting height of each layer, and the monitoring sensors are positioned in the center of the height of the layer;
s5.2 the arrangement mode of the monitoring sensors at one side of the crack is as follows: the distance between the bottommost monitoring sensor and the fracture wall is 0.5 times of the fracture width, and the distance between the topmost monitoring sensor and the fracture wall is 2 times of the fracture width; the distance between the monitoring sensor at the bottommost part and the monitoring sensor at the topmost part from bottom to top and the fracture wall is uniformly and equidistantly increased along with the increase of the number of layers;
the arrangement mode of the sensor at the other side of the crack is as follows: the distance between the bottommost monitoring sensor and the fracture wall is 2 times of the fracture width, and the distance between the topmost monitoring sensor and the fracture wall is 0.5 times of the fracture width; the distance between the monitoring sensor at the bottommost part and the monitoring sensor at the topmost part from bottom to top and the fracture wall is uniformly and equidistantly reduced along with the increase of the number of layers;
s5.3, arranging a multifunctional monitoring sensor at the determined position;
s5.4, debugging the monitoring sensor and recording the initial value of the monitoring sensor.
Preferably, the monitoring sensors comprise a temperature and moisture sensor and a pressure sensor, the temperature and moisture sensor is used for measuring the temperature and moisture of the earthen site body, and the pressure sensor is used for measuring the pressure of the earthen site body.
Preferably, the layering height of the blank facing surface layering formwork in the step S6 is the height of each layer section in the step S5, an inner flexible membrane and an outer template are used for jointly blocking a crack blank facing surface, and a reaction frame is used for providing pressure not less than 20 kPa; the inner flexible membrane and the outer template are bonded into a whole, the height of the outer template is 1/6 to 1/4 of the height of the layer, and the distance between the outer templates is 1 to 3cm.
Preferably, the preset threshold value in step S7 is set by monitoring the difference of the horizontal distance between the sensor and the fracture.
Preferably, the setting method of the preset threshold value is as follows: a monitoring sensor of a crack width range with the horizontal distance of 0.5 to 0.7 times of the crack: the temperature is increased by 1 to 2 ℃, the volume water content is increased by 0.8 to 1.5 percent, and the pressure is increased by 2 to 3 kPa; a monitoring sensor of a crack width range with the horizontal distance of 0.7 to 1.0 times to the crack: the temperature is increased by 0.5 to 1 ℃, the volume water content is increased by 0.3 to 0.8 percent, and the pressure is increased by 1 to 2kPa; a monitoring sensor of a crack width range with the horizontal distance of 1.0 to 1.4 times to the crack: the temperature rises by 0.3 to 0.5 ℃, the volume water content rises by 0.1 to 0.3 percent, and the pressure rises by 0.5 to 1kPa; a fracture width range monitoring sensor with the horizontal distance to the fracture of 1.4 to 2 times: the temperature is increased by 0 to 0.3 ℃, the volume water content is increased by 0 to 0.1 percent, and the pressure is increased by 0 to 0.5kPa.
Compared with the prior art, the invention has the beneficial effects that: a reasonable grooving mode is used for fracture interfaces with the widths of 5-15cm, so that the mechanical behavior of slurry-soil deformation can be effectively changed, and a higher reinforcing effect is provided; meanwhile, the changes of the temperature, the water content and the pressure of the soil body within the crack width range of 0.5 to 2 times of the crack two sides in the grouting process are monitored in real time, the grouting process is guaranteed to be smoothly carried out, the crack is filled with the slurry, the later-stage slurry-soil binding power is effectively guaranteed, and data support is provided for the follow-up crack grouting reinforcement effect evaluation. Meanwhile, the real-time continuity and diversity of multi-index monitoring also avoid the hysteresis and the one-sidedness of the reinforcement effect evaluation monitoring result.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the embodiments or the prior art descriptions will be briefly described below, it is obvious that the drawings in the following description are only some embodiments of the present invention, and other drawings can be obtained by those skilled in the art without creative efforts.
FIG. 1 is a schematic flow chart of the present invention.
FIG. 2 is a schematic diagram of a triangular slot of the present invention, wherein (a) is a front view, (b) is a partial enlarged view of A in (a), and (c) is a schematic diagram of the slot on the right side wall of the slot.
FIG. 3 is a schematic diagram of the structure of the arcuate slot of the present invention, wherein (a) is a front view, (B) is a partial enlarged view of B in (a), and (c) is a schematic diagram of the slot on the right side wall of the slot.
FIG. 4 is a schematic structural diagram of an isosceles trapezoid slot of the present invention, wherein (a) is a front view, (b) is a partial enlarged view of C in (a), and (C) is a schematic diagram of the slot on the right side wall of the slit.
Fig. 5 is a schematic diagram of a monitoring sensor arrangement of the present invention.
FIG. 6 is a schematic view of a layered formwork of the present invention, wherein (a) is a front view and (b) is a side view.
FIG. 7 is a diagram showing the monitoring results of the present invention, wherein (a) is a temperature monitoring curve, (b) is a moisture monitoring curve, and (c) is a pressure monitoring curve.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be obtained by a person skilled in the art without inventive effort based on the embodiments of the present invention, are within the scope of the present invention.
Example 1
As shown in fig. 1, the invention provides a method for grouting earthen ruins cracks based on real-time monitoring, which comprises the following steps:
step S1, acquiring a site parameter: the ruins parameters comprise the width of cracks and the uniaxial compressive strength of an earthen ruins body; testing the width of the crack, and performing crack grouting reinforcement on the crack with the crack width of 5-15cm by using the method; testing the uniaxial compressive strength of the earthen site body, grading, and classifying into three grades of soft, medium and hard according to the uniaxial compressive strength of less than 1.5MPa, 1.5 to 3MPa and more than 3 MPa.
Step S2, floating soil treatment: and testing the strength of the floating soil on two sides of the crack by using a foundation bearing capacity penetrometer, marking the soil body with the penetration resistance ranging from 0 to 75N, and removing the soil body.
The strength of the soil body is obviously reduced due to weathering on two sides of the crack, and if the part of the floating soil is not cleaned, a weak layer is formed between the slurry and the body, so that the optimal reinforcing effect cannot be achieved. Clear up the soil of deficiency and promptly loose soil, can make the direct body that bonds each other with intensity of thick liquid, reach better reinforcement effect.
S3, grooving on the surface of the crack: and (5) grooving the surface of the crack and cleaning floating dust of the whole crack.
The control indexes of the slots in the slot on the surface of the crack comprise three indexes of section shape, height spacing and inclination angle, and the section shape and the spacing are determined by the uniaxial compressive strength of the earthen site body in grades, namely three grades of soft, medium and hard. The sectional shape refers to the shape of the slot seen from the front view of the fissure, including an isosceles triangle, an isosceles trapezoid and an arc, the open slots are arranged at both sides of the fissure, as shown in fig. 2, 3 and 4, and the sizes of the three shapes are determined by the central axis, the opening width and the soil penetration depth. One of the three shapes is selected. Of the various cross-sectional shapes, these three are the best, and the best reinforcement is achieved. The central axis is a perpendicular bisector of the opening width, the soil penetration depth is the distance of the opening width entering the soil body along the central axis, and three points are determined as an upper boundary point and a lower boundary point of the opening width and a top point of the soil penetration depth respectively; the isosceles triangle is a figure formed by connecting three straight lines, as shown in fig. 2 (b). The bow is a figure formed by connecting three arcs, as shown in (b) in fig. 3; one bottom side of the isosceles trapezoid is the opening width, and the length of the other bottom side is 0.4 to 0.6 times of the opening width, as shown in (b) in fig. 4, the long side in the two bottom sides of the isosceles trapezoid is the opening on the outer side, and the short side is the inner side, so that the slurry can enter the groove and completely fill the crack. The length of the short side is 0.4 to 0.6 times of the opening width, and the shape can bear the maximum breaking load. The opening width is 0.3 to 0.5 times, 0.2 to 0.3 times and 0.1 to 0.2 times of the crack width of the soft, medium and hard three stages which are distinguished according to the compressive strength, and the penetration depth is 0.3 to 0.5 times, 0.2 to 0.3 times and 0.1 to 0.2 times of the crack width of the soft, medium and hard three stages which are distinguished according to the compressive strength. The height distance refers to the boundary distance of adjacent slots in the height direction, and the soft, medium and hard three levels of the height distance are respectively 1.2 to 1.5 times, 0.8 to 1.2 times and 0.5 to 0.8 times of the width of a crack according to the compressive strength. The inclination angle is an included angle between the depth direction of the crack and the horizontal plane, and is 8-15 degrees as shown in (c) in FIGS. 2-4.
The traditional slurry-soil interface stress is mainly provided by adhesive force and friction force, after the groove is opened, slurry in the groove is embedded into the soil body, and the slurry-soil interface stress is changed into the slurry-soil interface stress consisting of the adhesive force, the friction force and the pressure, so that the maximum load borne by the slurry-soil interface can be obviously improved. The wider the fissures, the more grout needs to be packed, the greater the forces the grout-soil interface is subjected to, and the greater the pressure the section must provide. The size of the slot should depend on the width of the crack, with the larger the crack width, the larger the slot size. Meanwhile, the opening width and the soil penetration depth in the section shape of the slot should not exceed half of the width of the crack, namely 0.5 time, if the soil on two sides of the crack is damaged too much, the reinforcing effect is not obviously improved if the slot is too small, and therefore the width of the crack is selected from 0.1 to 0.5 time. For softer soil, the cross-sectional size needs to be increased to enlarge the cross-sectional area and improve the bearing force, and for harder soil, the smaller size can be adopted to bear larger force. The height interval of the grooves is also in inverse proportion to the width of the cracks, namely the larger the width of the cracks is, the denser the grooves are, but if the grooves are too dense, the site body is damaged greatly; if the thickness is too thin, the reinforcement effect is not obviously improved, so the crack width is selected to be 0.5 to 1.5 times. The softer soil body bears more soil bodies with the same force, namely the height interval is enlarged, and for the harder soil body, the thinner soil body can be adopted, namely the smaller height interval. The inclined angle can resist deformation in the front-back direction, and the influence between adjacent slots can be effectively avoided within 8-15 degrees by considering the reasons of the width and the height interval of the slots.
S4, crack surface spraying and moistening: and spraying and permeating the additive liquid to the surface of the crack from bottom to top.
Spraying and infiltrating for 3 times, ending the first spraying when runoff appears on the fracture surface, carrying out the second spraying at intervals of 5-10min, ending the second spraying when runoff appears on the fracture surface, carrying out the third spraying at intervals of 15-25min, and ending the third spraying when runoff appears on the fracture surface.
Spray penetration has four characteristics: spraying for three times from top to bottom, marking the end of spraying and spacing time, wherein when spraying from top to bottom, the lower non-spraying area is affected when runoff appears on the upper part; the wetting range of soil bodies on two sides of the crack can be enlarged as much as possible by spraying for three times; runoff appears on the surface, which indicates that the infiltration speed of water is obviously reduced, and the effect of continuous spraying is not obvious and is used as a mark for finishing spraying; at the end of each spray, it was shown that the maximum effect was achieved when the spray was applied, but that the surface moisture continued to penetrate as time progressed. After the surface moisture content is reduced, spraying again, the moisture infiltration just can be more obvious, and the more the spraying number of times, the slower the surface moisture content reduces, the time that needs the interval is also longer. Meanwhile, the evaporation amount of the surface moisture of the soil body to the air is obviously increased due to the fact that the time is too long, so that the interval time is not suitable to exceed 25min.
S5, layered arrangement of monitoring instruments: and (3) layering monitoring sensors in the earthen site body within the range of 0.5 to 2 times of the average width of the crack on two sides of the crack.
The method comprises the following specific steps:
s5.1, as shown in figure 5, dividing the fracture into layers from bottom to top according to the fracture height, determining the total number of grouting layers according to the interval height of 15 to 30cm, wherein the number of the monitoring sensors 1 is 2 times of the total number of grouting layers, and each group of sensors on the left side and the right side of the fracture are positioned in the height center of the interval in the grouting height range of each layer.
The left and right sides are provided with the sensors, so that more comprehensive monitoring data can be obtained, and meanwhile, the situation that the single sensor cannot be judged after abnormality occurs is avoided. And is positioned at the height center of the layer section, so that the data is more stable. The height of each layer is 15 to 30cm: when the distance is less than 15cm, grouting is too frequent and more sensors are needed, and when the distance is more than 30cm, grouting is too much, and full grouting is difficult to guarantee.
S5.2 arrangement mode of sensors at one side of the crack is as follows: the position of the sensor at the bottommost part is closest to the fracture wall and is 0.5 times of the fracture width, and the position of the sensor at the topmost part is farthest from the fracture wall and is 2 times of the fracture width; the distance between the sensor between the bottommost sensor and the topmost sensor and the fracture wall from bottom to top is uniformly and equidistantly increased along with the increase of the layer number. The arrangement mode of the sensors on the other side of the crack is as follows: the position of the sensor at the bottommost part is farthest away from the fracture wall and is 2 times of the fracture width, and the position of the sensor at the topmost part is closest to the fracture wall and is 0.5 times of the fracture width; the distance between the sensor between the bottommost sensor and the topmost sensor and the crack wall from bottom to top is uniformly and equidistantly reduced along with the increase of the layer number.
According to the judgment of experience, the influence range of the slurry is up to 2 times of the fracture width, and the influence is generally small when the influence range exceeds 2 times; meanwhile, the sensor is too close to the fissure, so that the necessity of testing is avoided, and the slurry can be certainly reinforced to a soil body with the width of 0.5 time of the fissure. The left and right asymmetric arrangement can ensure the continuity and the integrity of data between 0.5 time and 2 times as much as possible, and meanwhile, the influence of a layered grouting pipe on test data is avoided.
And S5.3, a temperature and moisture sensor and a pressure sensor are arranged at the determined positions, so that the temperature, moisture and pressure in the soil body of the site can be tested.
S5.4, debugging the monitoring sensor, recording the initial value of the temperature and moisture sensor, and returning the initial value of the pressure sensor to zero. The test data is convenient for follow-up layered grouting monitoring and practical.
Step S6: face empty face layering formwork: and (5) carrying out layered formwork support on the crack free face from bottom to top and providing counter pressure.
As shown in fig. 6, the lamination height of the cavity face lamination formwork is the height of each layer in the step S5.1, in the step S6, the cavity face lamination formwork uses the inner flexible film 2 and the outer formwork 3 to jointly block the crack cavity face, and uses the reaction frame 4 to provide a pressure not less than 20kPa, the purpose of providing the initial pressure is to prevent the cavity face formwork from deforming under the pressure of the slurry after grouting, and generally, the slurry pressure at the height of 15 to 30cm can be resisted by 20 kPa. The inner flexible film and the outer template are bonded into a whole, the flexible film is continuous and complete in the layer, the height of the single outer template is 1/6 to 1/4 of the height of the layer section, and the distance between the outer templates is 1 to 3cm. As shown in fig. 6 (a) and (b), an inner flexible membrane 2 is arranged at the bottom of each layer section of the crack, a plurality of outer formworks 3 are arranged on the inner flexible membrane 2, and the outer formworks 3 are hinged with a reaction frame 4 so as to apply acting force to the outer formworks 3. The inner flexible film is more tightly attached to the free surface of the soil body, the sealing performance to the crack is better, the flexible film is not bonded with the slurry, and the later-stage mold removal is more convenient; the outer side template has higher rigidity and is a main stressed component for plugging cracks and bearing slurry pressure; the force borne by the template is transferred to the reaction frame.
Step S7: monitoring layered grouting: and (3) performing layered grouting from bottom to top according to the height of 15-30cm, vibrating by using a miniature vibrating rod, and monitoring the temperature, water and pressure data of soil bodies on two sides of the fracture. And after the formwork is layered and supported, the layer of slurry is injected, and then the upper layer of formwork is supported and then the slurry is injected. Steps S6 and S7 are looped.
The method comprises the following specific steps:
s7.1, grouting from the bottommost layer, and compacting the grouting slurry by using a miniature vibrating rod during grouting, wherein the length of the vibrating rod is 15-20cm, and the diameter of the vibrating rod is 8-15mm. The length of the vibrating rod basically meets the requirement of a layering height, the diameter is moderate, and the vibrating range is wider and more comprehensive.
S7.2, observing the monitoring data of the layer, and when the data of the monitoring sensor meets the following conditions, performing the following layer of grouting: a monitoring sensor of a crack width range with the horizontal distance from the crack being 0.5 to 0.7 times: the temperature is increased by 1 to 2 ℃, the volume water content is increased by 0.8 to 1.5 percent, and the pressure is increased by 2 to 3 kPa; a monitoring sensor of a crack width range with the horizontal distance of 0.7 to 1.0 times to the crack: the temperature rises by 0.5 to 1 ℃, the volume water content rises by 0.3 to 0.8 percent, and the pressure rises by 1 to 2kPa; a monitoring sensor of a crack width range with the horizontal distance of 1.0 to 1.4 times to the crack: the temperature rises by 0.3 to 0.5 ℃, the volume water content rises by 0.1 to 0.3 percent, and the pressure rises by 0.5 to 1kPa; a fracture width range monitoring sensor with the horizontal distance to the fracture of 1.4 to 2 times: the temperature rises by 0 to 0.3 ℃, the volume water content rises by 0 to 0.1 percent, and the pressure rises by 0 to 0.5kPa.
And (4) completing grouting of the layer, enabling the monitoring data to meet the step S7.2, returning to the step S6, and erecting and grouting layer by layer from bottom to top until grouting of the top layer is completed.
The steps are completed in sequence.
Example 2
An earthen site fracture grouting method based on real-time monitoring is provided, in the embodiment, a fracture of an earthen site at a certain position is selected for grouting reinforcement, and the concrete steps are as follows:
step S1: the width of the test crack is 10cm, the uniaxial compressive strength of the soil body is 3.5MPa, and the soil body belongs to hard classification.
Step S2: and testing the penetration resistance of the soil bodies on two sides of the crack by using a foundation bearing capacity penetrometer, and removing the soil bodies smaller than 75N.
And step S3: the section of each groove is in an isosceles triangle shape, the width of each opening is 2cm, the depth of each soil is 1cm, the height intervals are 6cm, and the inclination angle is 10 degrees.
And step S4: spraying an SH solution with the mass concentration of 1.5% on the surface of a fissure from bottom to top for three times, ending the first spraying when the surface of the fissure has runoff, spraying for the second time at an interval of 5-10min, ending the third spraying when the surface of the fissure has runoff, spraying for the second time at an interval of 15-25min, and ending the third spraying when the surface of the fissure has runoff.
Step S5: arranging a monitoring sensor: selecting 30cm as the layering grouting height, completing grouting of the whole crack by 3 times, and arranging monitoring sensors on the soil bodies on the left side and the right side of each layer of grouting to obtain 6 groups; and determining the positions of the sensors to be 5cm, 8cm and 11cm away from the crack respectively according to 0.5-2 times of the average width of the crack, wherein the intervals are 3cm. From bottom to top, the left side is sequentially increased, and the right side is sequentially decreased; a temperature and moisture sensor and a pressure sensor are arranged on each measuring point, and calibration and initial value measurement are carried out after completion; according to the test, the initial temperature of the soil body on two sides of the crack is 5 ℃, the initial volume water content is 2.5%, and the initial pressure is adjusted to be 0kPa.
Step S6: face empty face layering formwork: the crack face-to-face surface is blocked by the inner flexible membrane and the outer template together, a reaction frame is used for providing pressure not less than 20kPa, the inner flexible membrane and the outer template are bonded into a whole, the flexible membrane is continuous and complete in the layer, the height of a single outer template is 6cm, and the distance between the outer templates is 2cm.
Step S7: monitoring layered grouting: grouting from the bottommost layer, and vibrating the grouting slurry tightly by using a miniature vibrating rod with the diameter of 10mm and the length of 15cm during grouting; and (3) displaying monitoring data within 5 min: the temperature of a 5cm monitoring point on the left side is increased by 1.4 ℃, the volume water content is increased by 0.7%, the lateral pressure is increased by 2.32kPa, the temperature of a 11cm monitoring point on the right side is increased by 0.15 ℃, the volume water content is unchanged, and the lateral pressure is increased by 0.66kPa; then, middle layer grouting is carried out, and monitoring data within 5min shows that: the temperature of the left 8cm monitoring point is increased by 0.8 ℃, the volume water content is unchanged, the side pressure is increased by 1.13kPa, the temperature of the right 8cm monitoring point is increased by 0.9 ℃, the volume water content is unchanged, and the side pressure is increased by 1.07kPa; and finally, top layer grouting is carried out, and 5min monitoring data show that: the temperature of the left 11cm monitoring point is increased by 0.5 ℃, the volume water content is unchanged, the side pressure is increased by 0.78kPa, the temperature of the right 5cm monitoring point is increased by 4 ℃, the volume water content is increased by 0.5%, and the side pressure is increased by 2.83kPa. The monitoring result of the whole process is shown in fig. 7, wherein (a) is a temperature monitoring curve, graph (b) is a moisture monitoring curve, and graph (c) is a pressure monitoring curve, and the temperature, moisture and pressure of each monitoring point in each time period can be seen from fig. 7.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents, improvements and the like that fall within the spirit and principle of the present invention are intended to be included therein.
Claims (9)
1. An earthen site fracture grouting method based on real-time monitoring is characterized by comprising the following steps:
s1, obtaining site parameters of an earthen site body with a crack of 5-15cm in width, and grading the earthen site according to the site parameters;
the ruins parameter in the step S1 is the uniaxial compressive strength of the earthen ruins body, and the method for grading the earthen ruins according to the ruins parameter comprises the following steps: the material is soft when the uniaxial compressive strength is less than 1.5MPa, medium when the uniaxial compressive strength is in the range of 1.5 to 3MPa, and hard when the uniaxial compressive strength is more than 3 MPa;
s2, removing floating soil on two sides of the crack;
s3, grooving on the surface of the crack: determining control indexes of the crack surface slots according to the earthen archaeological site in a grading manner, and cleaning the whole crack floating soil in the slots according to the control indexes;
the control indexes of the slotting comprise a section shape, a height interval and an inclination angle, the section shape and the height interval are determined by soil relic grading, the section shape is an isosceles triangle, an isosceles trapezoid or an arc, the opening width and the soil penetration depth of the section shape are determined by the soil relic grading, and the section shape is determined according to the upper boundary point and the lower boundary point of the opening width and the top point of the soil penetration depth; the inclination angle is an included angle between the fracture depth direction and the horizontal plane, and the range of the inclination angle is 8 to 15 degrees;
the opening width is 0.3 to 0.5 times, 0.2 to 0.3 times and 0.1 to 0.2 times of the fracture width respectively according to the soft, medium and hard three levels of the soil site grading, and the soil penetration depth is 0.3 to 0.5 times, 0.2 to 0.3 times and 0.1 to 0.2 times of the fracture width respectively according to the soft, medium and hard three levels of the soil site grading; the height interval is 1.2 to 1.5 times, 0.8 to 1.2 times and 0.5 to 0.8 time of the fracture width according to the soft, medium and hard grades of the earthen site;
s4, crack surface spraying and moistening: spraying and permeating the crack surface from bottom to top by using a reinforcing liquid;
s5, monitoring sensor layering arrangement: arranging monitoring sensors in a soil body in a layered mode within the range of 0.5-2 times of the average width of the cracks on the two sides of the cracks;
s6, layered formwork support of the face empty surface: according to the layering height of the monitoring sensor in the step S5, layering and formwork erecting are carried out on the crack free face from bottom to top, and counter pressure is provided;
s7, layered grouting monitoring: and (5) grouting from the bottommost layer, performing layered grouting from bottom to top, vibrating by using a miniature vibrating rod, monitoring data of soil bodies on two sides of the crack by using the monitoring sensors arranged in the step S5, and performing grouting on the next layer when the monitoring data meet a preset threshold value.
2. The method for grouting the earthen site fracture based on real-time monitoring as claimed in claim 1, wherein in the step S2, a foundation bearing capacity penetrometer is used for testing the strength of the floating soil on two sides of the fracture, and soil with penetration resistance ranging from 0 to 75n is removed.
3. The soil ruins crack grouting method based on real-time monitoring as claimed in claim 1 or 2, wherein the isosceles triangle is formed by connecting upper and lower boundary points of the opening width and a vertex straight line of the soil penetration depth, the arch is formed by connecting upper and lower boundary points of the opening width and a vertex three-point arc line of the soil penetration depth, one base line of the isosceles trapezoid is the opening width, and the length of the other base line is 0.4 to 0.6 times of the opening width.
4. The method for grouting the earthen archaeological site fissure based on real-time monitoring as claimed in claim 3, wherein the step S4 comprises 3 times of spraying and penetration, the first spraying is finished when runoff appears on the surface of the fissure, the second spraying is carried out at intervals of 5-10min, the second spraying is finished when runoff appears on the surface of the fissure, the third spraying is carried out at intervals of 15-25min, and the third spraying is finished when runoff appears on the surface of the fissure.
5. The earthen archaeological site fracture grouting method based on real-time monitoring according to any one of claims 1, 2 and 4, wherein the method for layering monitoring sensors in the step S5 comprises the following steps:
s5.1, layering the fracture from bottom to top according to the height of the fracture, wherein the range of the height of the layer is 15 to 30cm; determining the total number of grouting layers, wherein a group of monitoring sensors are respectively arranged on the left side and the right side of a crack in the grouting height range of each layer, and the monitoring sensors are positioned in the center of the height of the layer;
s5.2 the arrangement mode of the monitoring sensors at one side of the crack is as follows: the distance between the bottommost monitoring sensor and the fracture wall is 0.5 times of the fracture width, and the distance between the topmost monitoring sensor and the fracture wall is 2 times of the fracture width; the distance between the monitoring sensor at the bottommost part and the monitoring sensor at the topmost part from bottom to top and the fracture wall is uniformly and equidistantly increased along with the increase of the layer number;
the arrangement mode of the sensor at the other side of the crack is as follows: the distance between the position of the monitoring sensor at the bottommost part and the fracture wall is 2 times of the fracture width, and the distance between the position of the monitoring sensor at the topmost part and the fracture wall is 0.5 times of the fracture width; the distance between the monitoring sensor at the bottommost part and the monitoring sensor at the topmost part from bottom to top and the fracture wall is uniformly and equidistantly reduced along with the increase of the number of layers;
s5.3, arranging a multifunctional monitoring sensor at the determined position;
s5.4, debugging the monitoring sensor and recording the initial value of the monitoring sensor.
6. The earthen site fracture grouting method based on real-time monitoring is characterized in that the monitoring sensor comprises a temperature and moisture sensor and a pressure sensor, the temperature and moisture sensor is used for measuring the temperature and moisture of an earthen site body, and the pressure sensor is used for measuring the pressure of the earthen site body.
7. The method for grouting earthen site fractures based on real-time monitoring as claimed in any one of claims 1, 2, 4, 6, wherein the layering height of the blank facing surface layering formwork of step S6 is the height of each layer section in step S5, an inner flexible membrane and an outer template are used for jointly blocking the blank facing surface of the fracture, and a reaction frame is used for providing pressure not less than 20 kPa; the inner flexible film and the outer template are bonded into a whole, the height of the outer template is 1/6 to 1/4 of the height of the layer section, and the distance between the outer templates is 1 to 3cm.
8. The method for grouting earthen archaeological site fractures based on real-time monitoring, according to claim 7, wherein the preset threshold in step S7 is set by monitoring the difference of horizontal distance between a sensor and a fracture.
9. The earthen archaeological site fracture grouting method based on real-time monitoring as claimed in claim 8, wherein the setting method of the preset threshold value is as follows: a monitoring sensor of a crack width range with the horizontal distance of 0.5 to 0.7 times of the crack: the temperature is increased by 1 to 2 ℃, the volume water content is increased by 0.8 to 1.5 percent, and the pressure is increased by 2 to 3 kPa; a monitoring sensor of a crack width range with the horizontal distance from the crack being 0.7 to 1.0 times: the temperature is increased by 0.5 to 1 ℃, the volume water content is increased by 0.3 to 0.8 percent, and the pressure is increased by 1 to 2kPa; a monitoring sensor for the fracture width range with the horizontal distance from the fracture being 1.0 to 1.4 times: the temperature rises by 0.3 to 0.5 ℃, the volume water content rises by 0.1 to 0.3 percent, and the pressure rises by 0.5 to 1kPa; a fracture width range monitoring sensor with the horizontal distance to the fracture of 1.4 to 2 times: the temperature is increased by 0 to 0.3 ℃, the volume water content is increased by 0 to 0.1 percent, and the pressure is increased by 0 to 0.5kPa.
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