CN115078694B - Rotary soil and structure interface mechanical property test device and method - Google Patents
Rotary soil and structure interface mechanical property test device and method Download PDFInfo
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- CN115078694B CN115078694B CN202210739597.6A CN202210739597A CN115078694B CN 115078694 B CN115078694 B CN 115078694B CN 202210739597 A CN202210739597 A CN 202210739597A CN 115078694 B CN115078694 B CN 115078694B
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- 239000002689 soil Substances 0.000 title claims abstract description 74
- 238000012360 testing method Methods 0.000 title claims abstract description 40
- 238000000034 method Methods 0.000 title claims abstract description 28
- 230000035515 penetration Effects 0.000 claims abstract description 28
- 230000008569 process Effects 0.000 claims abstract description 12
- 238000010998 test method Methods 0.000 claims abstract description 8
- 239000003292 glue Substances 0.000 claims description 8
- 229920006395 saturated elastomer Polymers 0.000 claims description 5
- 238000006073 displacement reaction Methods 0.000 claims description 4
- 238000004364 calculation method Methods 0.000 claims description 3
- 238000007667 floating Methods 0.000 claims description 3
- 230000035699 permeability Effects 0.000 claims description 2
- 230000003068 static effect Effects 0.000 abstract description 8
- 238000011065 in-situ storage Methods 0.000 abstract description 5
- 230000000149 penetrating effect Effects 0.000 abstract description 3
- 238000005259 measurement Methods 0.000 description 6
- 238000010586 diagram Methods 0.000 description 4
- 108700023707 TUG1 Proteins 0.000 description 3
- 239000004927 clay Substances 0.000 description 3
- 239000000523 sample Substances 0.000 description 3
- 230000008859 change Effects 0.000 description 2
- 238000002474 experimental method Methods 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000011160 research Methods 0.000 description 2
- 230000003313 weakening effect Effects 0.000 description 2
- 238000005452 bending Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 229940125773 compound 10 Drugs 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000011156 evaluation Methods 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 238000012625 in-situ measurement Methods 0.000 description 1
- 230000003993 interaction Effects 0.000 description 1
- ZLVXBBHTMQJRSX-VMGNSXQWSA-N jdtic Chemical compound C1([C@]2(C)CCN(C[C@@H]2C)C[C@H](C(C)C)NC(=O)[C@@H]2NCC3=CC(O)=CC=C3C2)=CC=CC(O)=C1 ZLVXBBHTMQJRSX-VMGNSXQWSA-N 0.000 description 1
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- 239000002699 waste material Substances 0.000 description 1
- 238000004804 winding Methods 0.000 description 1
Classifications
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N33/00—Investigating or analysing materials by specific methods not covered by groups G01N1/00 - G01N31/00
- G01N33/24—Earth materials
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01D—MEASURING NOT SPECIALLY ADAPTED FOR A SPECIFIC VARIABLE; ARRANGEMENTS FOR MEASURING TWO OR MORE VARIABLES NOT COVERED IN A SINGLE OTHER SUBCLASS; TARIFF METERING APPARATUS; MEASURING OR TESTING NOT OTHERWISE PROVIDED FOR
- G01D21/00—Measuring or testing not otherwise provided for
- G01D21/02—Measuring two or more variables by means not covered by a single other subclass
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A90/00—Technologies having an indirect contribution to adaptation to climate change
- Y02A90/30—Assessment of water resources
Abstract
The invention provides a device and a method for testing mechanical properties of a rotary soil and structure interface. According to the test method, the evolution rule of friction parameters between the friction cylinder and surrounding soil is measured by continuously rotating the cylinder structure embedded in the target soil layer. The friction cylinder can be arranged at the top end of a traditional static cone penetration tester, and the friction cylinder and the matched structure are penetrated to the depth of a target soil layer through vertical penetrating equipment. And the torque sensors are arranged at the upper end and the lower end of the friction cylinder, so that a shear stress attenuation rule in the rotation process of the friction cylinder is obtained. And obtaining soil intensity parameters in the sounding process of the sounding instrument through a force transducer arranged at the cone tip. The matched test device of the test method has the advantages of the traditional static cone penetration tester, and a new function of measuring the friction characteristic of the measuring structure-interface is added. By adopting the method provided by the invention, the evolution rule of the frictional parameter of the in-situ soil body and the structure interface can be obtained once only by carrying out a rotation test on the basis of the traditional static cone penetration test.
Description
Technical Field
The invention belongs to the research fields of rock soil, geology, environment and the like, in particular to a method for testing mechanical properties of a rotary soil-structure interface, which can be used for measuring the bearing capacity of a soil layer and the mechanical properties of the interface between the soil and a structure contact surface.
Background
The mechanical parameters of the interaction between the structure and the soil are the heavy basis for calculating the bearing capacity and evaluating the stability of the structure, and the structural bearing performance and stability are seriously affected due to the weakening of the strength and the deformation phenomena of local disengagement, dislocation, sliding and the like caused by the larger shear stress generated by the structure-soil contact surface in engineering. The realization of rapid, continuous and accurate measurement of the mechanical parameters of the structure-soil interface is an important test for a test method, and the measurement of the mechanical characteristics of the interface becomes more difficult especially for ocean engineering.
The test method for the mechanical properties of the structure-soil interface mainly comprises a model test and a site full-scale test at present. The on-site full-scale test can better obtain the interface friction parameters of the structure under the in-situ load condition, but the method faces the problems of serious high cost, time and labor waste, so that the adoption of the method in engineering practice should be avoided as much as possible. The model test is considered to be the most direct and effective way of researching the mechanical properties of the interface because of simple operation and strong repeatability. However, as the indoor model test conditions (including soil conditions, stress conditions and scale effect) are obviously different from the in-situ test, the research result can be used for revealing qualitative rules, and the mechanical parameters and evolution rules between in-situ soil and structures are difficult to quantitatively and accurately obtain.
Aiming at the problems existing in the engineering practice, the invention provides a method for testing the mechanical properties of the interface between the rotary soil and the structure, and the matched test device has important significance for measuring the mechanical properties of the interface between the in-situ soil and the structure.
Disclosure of Invention
Aiming at the problem that the prior test method equipment is difficult to accurately measure the mechanical properties of the interface between the soil and the structure, the invention provides a rotary test method for the mechanical properties of the interface between the soil and the structure, and the evolution rule of the friction parameters between the soil and the structure is measured through the continuous rotation of the structure. The matched novel cone penetration tester is partially similar to a traditional static cone penetration tester, and the cone tip resistance in the penetrating process is measured through a pressure sensor so as to evaluate the soil body strength characteristics; and through continuous torsion, the interface mechanical properties of the outer wall of the sleeve of the feeler gauge are measured by using the distributed double-torque sensor. The method provided by the invention can be used for in-situ measurement of mechanical parameters of land, lake, ocean and other sites and structural interfaces. Especially, as deep sea oil and gas resource development is increased, the method provided by the invention is used for developing and measuring the mechanical properties of ocean soil and structural kingdom, and has important significance for ocean geotechnical engineering design and stability evaluation.
The technical scheme of the invention is as follows:
the rotary soil and structure interface mechanical property test device comprises an actuator 4 and a novel feeler instrument 5; the actuator 4 is connected to the towing cable terminal equipment 2 on the towing vessel 1 through the towing cable 3, and the lower surface of the actuator 4 is connected with the novel feeler instrument 5; the actuator 4 is positioned on the surface of the seabed, the novel feeler 5 is driven by the actuator 4 to rotate and penetrate into the depth of the target soil layer, and data acquisition is carried out;
the novel feeler instrument 5 is divided into an external structure and an internal dowel bar 17, wherein the external structure consists of a top sleeve 6, a side wall friction cylinder 7, a bottom sleeve 8 and a bottom cone tip 9 which are sequentially connected from top to bottom and are hollow; the joint of the side wall friction cylinder 7, the top sleeve 6 and the bottom sleeve 8 is filled with glue; the dowel bar 17 extends into the bottom sleeve 8 from the hollow structure of the top sleeve 6, the end part of the dowel bar 17 is connected with the actuator 4, the dowel bar 17 is connected with the dowel blades 16 between the side wall friction cylinder 7, and the actuator 4 drives the novel feeler gauge 5 to rotate through the dowel bar 17; the two torque sensors are fixed on the dowel bar 17 and are respectively positioned at the lower glue filling position of the top sleeve 6 and the lower glue filling position of the side wall friction cylinder 7; the cone tip resistance force measuring rod 13 is positioned in the bottom sleeve 8, and the inner and outer cylinder walls of the cone tip resistance force measuring rod are respectively attached to the dowel bar 17 and the bottom sleeve 8; the cone tip resistance force sensor 13 is provided with two groups of strain gauges, and the two groups of strain gauges 14 are symmetrically adhered to the outer side wall of the cone tip resistance force measuring rod 13; the bottom sleeve 8 is connected with the bottom cone tip 9 through a waterproof connecting belt, and the penetration resistance of the bottom cone tip 9 is transmitted to the cone tip resistance sensor through the connecting belt and the strain gauge 14.
The bottom sleeve 8 and the side wall friction cylinder 7 are fixedly connected through threads of the bottom torque sensor 12.
The strain gauge 14 adopts a full-bridge vertical strain-relief pasting and bridging mode.
A method for testing mechanical properties of a rotary soil-structure interface comprises the following specific steps:
step 1, arranging a side wall friction cylinder 7 at a target soil layer position, connecting the upper end and the lower end of the side wall friction cylinder 7 with torque sensors respectively, continuously rotating the side wall friction cylinder 7 at a specific angular speed, and obtaining an interface friction parameter attenuation rule between a soil body and the side wall friction cylinder 7 by calculating the difference value of the upper torque sensor and the lower torque sensor in the rotation process of the side wall friction cylinder 7;
step 2, the side wall friction cylinder 7 penetrates into the depth of the target soil layer; and obtaining the strength and the permeability coefficient of the soil body according to the cone tip resistance obtained by the cone tip resistance sensor.
The interface friction parameter attenuation law carries out different calculation methods according to different soil conditions;
when the soil condition is sandy soil, the friction coefficient between the soil and the structure is obtained by measuring the pressure and friction force of the side wall friction cylinder 7; in the penetration test process, the penetration resistance of the bottom cone tip 9 is obtained by collecting the electric signals of the strain gauge 14, and the interface friction force is obtained by torque sensors at the upper end and the lower end of the side wall friction cylinder 7; according to the coulomb friction criterion, the friction coefficient is calculated by:
wherein: τ is the friction stress applied to the side wall friction cylinder 7 and kPa; sigma (sigma) N Is the compressive stress, kPa, the side wall friction cylinder 7 receives during rotation;
σ N ＝K 0 γ′h
wherein: k (K) 0 Standing soil pressure coefficient for soil body; h is the test depth of the side wall friction cylinder 7 and N; gamma' is the soil body floating weight, N/m 3 ；
Gamma' cone tip penetration resistance q t Is calculated according to the following relation
After the side wall friction cylinder rotates for time t, the accumulated friction displacement generated between the soil body and the structure is as follows
S＝wtD/2
Wherein: w is the rotational angular velocity of the novel feeler 5, rad/s; d is the diameter of the side wall friction cylinder 7, m; when the soil condition is cohesive soil, the interfacial friction attenuation coefficient of saturated cohesive soil is
Wherein: τ max For the maximum shear stress measured during the initial rotation of the sidewall friction cylinder 7.
The invention has the beneficial effects that:
1) Based on the traditional static cone penetration test probe, the friction sleeve is additionally arranged, so that the test method has the functions and advantages of the traditional static cone penetration test instrument, and the function of measuring the friction parameters of the soil and structural interface is increased.
2) The two groups of torque sensors are arranged in the probe, so that the accuracy of data can be effectively ensured, and the friction force between the side wall friction cylinder and the soil body can be obtained through the difference value between the two torques. By continuous rotation, the evolution rule of the mechanical parameters of the interface between the soil and the structure under the condition of large shear displacement can be continuously obtained.
Drawings
Fig. 1 is a schematic view of a test apparatus according to an embodiment of the present invention.
Fig. 2 is a schematic diagram of a novel feeler provided in an embodiment of the present invention.
Fig. 3 is a schematic view of a friction cylinder of the novel feeler provided by the embodiment of the invention.
Fig. 4 is a schematic cross-sectional view of a friction cylinder of a novel feeler provided by an embodiment of the invention.
Fig. 5 is a schematic diagram of measurement data of a novel feeler provided in an embodiment of the present invention: (a) pull-pressure sensor measurements; (b) torque sensor measurements.
Fig. 6 is a schematic diagram of a final weakening rule of the interface friction parameter obtained in the embodiment of the present invention: (a) a cohesive soil interface friction parameter; (b) sandy soil interfacial friction parameters.
In the figure: 1, tug; 2 towing cable terminal equipment (covering equipment such as a winding and unwinding winch and data acquisition equipment); 3 streamer (with higher tensile strength and transmissible sensor acquisition signal); 4 actuators (penetrating and twisting the feeler vertically); 5, a novel feeler; 6, a top sleeve; 7, a side wall friction cylinder; 8, a bottom sleeve; 9 cone points; 10, filling the bottom glue; 11 top torque sensor; 12 a bottom torque sensor; 13, a cone tip resistance force measuring rod; 14 strain gage; 15, filling the top glue; 16 force transmission blades; 17 dowel bars.
Detailed Description
The following describes the embodiments of the present invention further with reference to the drawings and technical schemes.
Examples
Embodiments of the present invention are described in detail below with reference to the attached drawings.
Referring to fig. 1, an overall schematic diagram of a test apparatus is provided in this embodiment. Can place the seabed surface with actuator 4 through tug 1, penetrate novel feeler gauge 5 to target soil layer degree of depth through actuator 4, drive novel feeler gauge 5 through the rotation of actuator 4 and rotate, carry out data acquisition in the test process. As shown in fig. 2, the external structure of the novel feeler of the present embodiment is divided into a top sleeve 6, a side wall friction cylinder 7, a bottom sleeve 8 and a bottom cone tip 9. The cone tip 9 is connected with the bottom sleeve 8. The bottom sleeve 8 and the side wall friction cylinder 7 are fixedly connected through threads of a bottom torque sensor 11.
The bottom of the static cone penetration tester probe of the embodiment is connected by the cone tip 9 through a waterproof connecting belt, and the connecting belt obtains penetration resistance of the cone tip of the cone penetration tester through the strain gauge 14 and then is transmitted by a sensor signal wire.
The middle part of this embodiment is used for determining the frictional force between soil and the side wall friction cylinder, and novel feeler gauge rotates at specific angular velocity through actuator 4, carries out the moment of torsion through bottom torque sensor 11 and top torque sensor 12 and disappears and obtain the moment of torsion that side wall friction cylinder 7 receives, and then obtains the interface frictional force between soil-structure. The influence of the measuring result of the friction cylinder on the side wall of the upper sleeve and the lower sleeve is reduced by the joint compound 10.
In this embodiment, the penetration resistance of the cone tip 9 is obtained by the strain gauge 14, and the strain gauge 14 adopts the full-bridge vertical strain-relief pasting and bridging method.
With reference to the drawings and the technical scheme, the main steps of the embodiment are as follows:
first, the assembly device:
referring to fig. 2, the cone tip 9, the bottom sleeve 8, the sidewall friction cylinder 7, the top sleeve 6, and the like are assembled in sequence. After the connection is completed, the novel static cone penetration tester is arranged on the actuator 4. Referring to fig. 1, an actuator 4 is placed at a specified location on the seabed using a tug 1. The stability of rotation and penetration thereof was measured by the actuator 4. After the equipment is completely free of problems, the next experiment is prepared.
Second, the feeler gauge calibration
Referring to fig. 2, the feeler 5 is placed vertically, and the effectiveness of the cone head 9, the friction sleeve 7, and the like is calibrated. The data of the strain gage 14 were measured by placing a rated weight at the lower end of the cone tip 9. The top torque sensor 11 and the bottom torque sensor 12 are calibrated by applying bending moments.
Third, penetration test of feeler
Referring to fig. 1, the actuator 4 is arranged at a designated position, the novel feeler 5 is penetrated to a target depth at a predetermined speed, and then the penetration is stopped. During the penetration process, the measurement data is transmitted to the towing cable terminal device 2 through a signal line for data acquisition.
Fourth, a feeler torsion test
The feeler 5 is driven to rotate at a specified angular speed by the actuator 4, test data of the top torque sensor 11 and the bottom torque sensor 12 in the rotation process of the feeler are measured, and data acquisition is performed at the same time.
Fifth, equipment recovery
After the experiment is completed, the feeler gauge 5 is lifted to the soil layer surface, the tug 1 slowly backs up and simultaneously takes up the cable, the actuator 4 is lifted upwards, and after the device is recovered to the tug deck, the device is inspected and stored.
Sixth, test data processing
(1) Sandy soil interface parameters
For sandy soil, the coefficient of friction is the primary friction parameter between the soil and the structural interface. The coefficient of friction between the earth and the structure is obtained by measuring the pressure and frictional resistance of the sidewall friction cylinder. In the penetration resistance of the cone tip 9 is estimated and obtained in the penetration test process, and the variation condition of the penetration resistance measured by the cone tip 9 in the test is shown in fig. 5 (a); the interfacial friction is obtained by a top torque sensor 11 and a bottom torque sensor 12 at the upper and lower ends of the side wall friction cylinder 7, and the measured friction change is shown in fig. 5 (b). According to the coulomb friction criterion, the coefficient of friction can be calculated by:
wherein: τ is the friction force exerted by the side wall friction cylinder 7 and kPa; sigma (sigma) N Is the pressure exerted by the side wall friction cylinder during rotation and kPa.
σ N ＝K 0 γ′h
Wherein: k (K) 0 Standing soil pressure coefficient for soil body; h is the test depth of the side wall friction cylinder and N; gamma' is the soil body floating weight, N/m 3 。
Gamma' and cone tip penetration resistance (q t ) The relation of (2) can be calculated as follows
After the side wall friction cylinder rotates for time t(s), the accumulated friction displacement between the soil body and the structure is that
S＝wtD/2
Wherein: w is the rotation angular speed of the novel feeler gauge, and rad/s; d is the diameter of the side wall friction cylinder and m. The change in the coefficient of friction measured by the test is shown in FIG. 6 (a).
(2) Clayey soil-structure interface friction parameter
Since the friction force between the saturated clay and the interface is hardly affected by normal stress under the condition of no drainage, the friction attenuation coefficient of the interface of the saturated clay in the test is
Wherein: τ max The maximum shear stress measured at the initial rotation of the sidewall friction cylinder 7 is kPa.
By the calculation, the attenuation rule of the friction parameter (shear stress) between the saturated clay and the structure interface can be obtained, as shown in fig. 6 (b).
The above is only a preferred example of the present invention and is not intended to limit the present invention, and various modifications and variations of the present invention will be apparent to those skilled in the art. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (3)
1. The method for testing the mechanical properties of the rotary soil and structure interface is characterized in that the method is implemented by using a device for testing the mechanical properties of the rotary soil and structure interface, and the device comprises an actuator (4) and a novel feeler gauge (5); the actuator (4) is connected to a towing cable terminal device (2) on the towing vessel (1) through a towing cable (3), and the lower surface of the actuator (4) is connected with a novel feeler instrument (5); the actuator (4) is positioned on the surface of the seabed, the novel feeler instrument (5) rotates under the drive of the actuator (4) to penetrate into the depth of the target soil layer, and data acquisition is carried out;
the novel feeler instrument (5) is divided into an external structure and an internal dowel bar (17), wherein the external structure consists of a top sleeve (6), a side wall friction cylinder (7), a bottom sleeve (8) and a bottom cone tip (9) which are sequentially connected from top to bottom and are hollow; the joint of the side wall friction cylinder (7) with the top sleeve (6) and the bottom sleeve (8) is filled with glue; the dowel bar (17) stretches into the bottom sleeve (8) from the hollow structure of the top sleeve (6), the end part of the dowel bar (17) is connected with the actuator (4), a dowel blade (16) is connected between the dowel bar (17) and the side wall friction cylinder (7), and the actuator (4) drives the novel feeler gauge (5) to rotate through the dowel bar (17); the two torque sensors are fixed on the dowel bar (17) and are respectively positioned at the lower glue filling position of the top sleeve (6) and the lower glue filling position of the side wall friction cylinder (7); the cone tip resistance force measuring rod (13) is positioned in the bottom sleeve (8) and the inner and outer cylinder walls of the cone tip resistance force measuring rod are respectively attached to the dowel bar (17) and the bottom sleeve (8); the cone tip resistance force measuring rod (13) is provided with two groups of strain gauges, and the two groups of strain gauges (14) are symmetrically adhered to the outer side wall of the cone tip resistance force measuring rod (13); the bottom sleeve (8) is connected with the bottom cone tip (9) through a waterproof connecting belt, and penetration resistance of the bottom cone tip (9) is transmitted to the cone tip resistance sensor through the connecting belt and the strain gauge (14);
the test method comprises the following specific steps:
step 1, arranging a side wall friction cylinder (7) at a target soil layer position, connecting the upper end and the lower end of the side wall friction cylinder with torque sensors respectively, continuously rotating the side wall friction cylinder (7) at a specific angular speed, and obtaining an interface friction parameter attenuation rule between a soil body and the side wall friction cylinder (7) by calculating the difference value of the upper torque sensor and the lower torque sensor in the rotation process of the side wall friction cylinder (7);
step 2, the side wall friction cylinder (7) penetrates into the depth of the target soil layer; acquiring the strength and permeability coefficient of a soil body according to the cone tip resistance acquired by the cone tip resistance sensor;
the interface friction parameter attenuation law carries out different calculation methods according to different soil conditions;
when the soil condition is sandy soil, the friction coefficient between the soil and the structure is obtained by measuring the pressure and friction force of the side wall friction cylinder (7); in the penetration test process, the penetration resistance of the bottom cone tip (9) is obtained by collecting the electric signals of the strain gauge (14), and the interface friction force is obtained by torque sensors at the upper end and the lower end of the side wall friction cylinder (7); according to the coulomb friction criterion, the friction coefficient is calculated by:
wherein: τ is the friction stress born by the side wall friction cylinder (7), kPa; sigma (sigma) N Is the compressive stress, kPa, the side wall friction cylinder (7) receives in the rotating process;
σ N ＝K 0 γ′h
wherein: k (K) 0 Standing soil pressure coefficient for soil body; h is the test depth of the side wall friction cylinder (7) and N; gamma' is the soil body floating weight, N/m 3 ；
Gamma' and cone tip penetration resistance (q t ) Is calculated according to the following relation
After the side wall friction cylinder rotates for time t, the accumulated friction displacement generated between the soil body and the structure is as follows
S＝wtD/2
Wherein: w is the rotational angular speed of the novel feeler (5), rad/s; d is the diameter of the side wall friction cylinder (7), m;
when the soil condition is cohesive soil, the interfacial friction attenuation coefficient of saturated cohesive soil is
Wherein: τ max Is the maximum shear stress measured during the initial rotation of the side wall friction cylinder (7).
2. The method for testing mechanical properties of a rotary soil-structure interface according to claim 1, wherein the bottom sleeve (8) and the side wall friction cylinder (7) are fixedly connected through threads of a bottom torque sensor (12).
3. The method for testing mechanical properties of a rotary soil-structure interface according to claim 1 or 2, wherein the strain gauge (14) adopts a full-bridge vertical strain-relief pasting group bridge mode.
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