14 results about "Load displacement" patented technology

The invention discloses an on-load displacement counterweight system and a crane. The on-load displacement counterweight system comprises a rotary table, a displacement mechanism and a counterweight, the displacement mechanism comprises a counterweight lifting device, a first end of which is rotatably connected with the rotary table, and a second end of which is rotatably connected with the rotary table. The sliding connection structure is in sliding connection with the counterweight lifting device and is provided with a connection part connected with the counterweight; and the driving device is used for driving the counterweight lifting device to rotate relative to the turntable so as to drive the counterweight to move back and forth relative to the turntable, so that the gravity center position and the turning radius of the counterweight are changed. After the counterweight and the counterweight lifting device are hung through the sliding connection structure, the counterweight lifting device can be driven by the driving device to achieve on-load displacement of the counterweight, and the counterweight does not need to be disassembled in the displacement process.

The invention provides a method for determining cohesion model parameters. The method comprises the steps of obtaining a to-be-analyzed structure; performing a thrust shear test on the to-be-analyzed structure to obtain a load displacement test curve of the to-be-analyzed structure; inputting the load displacement test curve into a pre-trained cohesion model parameter prediction model to obtain cohesion model parameters of the to-be-analyzed structure; wherein the structure to be analyzed is a structure comprising a bonding interconnection layer. According to the method, the thrust shear test is performed on the to-be-analyzed structure to obtain the load displacement test curve of the to-be-analyzed structure, and the cohesion model parameters of the to-be-analyzed structure can be obtained by inputting the load displacement curve into the pre-trained cohesion model parameter prediction model, so that rapid determination of the cohesion model parameters is realized; the determination difficulty of cohesion model parameters is reduced, and the determination efficiency is improved.

This invention discloses a method for determining the loosening load of the bearing arch in mega-span tunnels based on plastic zone parameters, relating to the field of geotechnical engineering and underground engineering support design technology. The method includes the following steps: inputting tunnel and support parameters; obtaining the height of the plastic zone at the arch crown through numerical simulation; calculating the equivalent thickness of the bearing arch formed by the system anchors; determining the equivalent loosening load height; calculating the vertical loosening pressure; determining the lateral pressure coefficient based on the surrounding rock strength index; calculating the non-uniformly distributed horizontal loosening pressure; and cyclically outputting the verified load through load displacement verification. This invention directly incorporates the plastic zone development state into the load calculation and establishes a self-correction mechanism, achieving refined and dynamic determination of the loosening load, thus improving the safety and economy of mega-span tunnel support design.

This invention relates to a method for determining the load-bearing capacity of anchor bolts considering cementation damage behavior, belonging to the field of roadway surrounding rock control. The method includes calculating and determining the normal compressive stress at the anchorage interface between the anchor bolt and the anchoring agent; calculating the anchor bolt load-bearing capacity envelope, which is composed of the load-bearing capacity generated by the shear dilatation of the ribbed section of the anchor bolt and the load-bearing capacity generated by the cohesive force of the anchoring agent; dividing the anchor bolt loading process into two stages, including a pre-peak stage and a post-peak stage, defining the dynamic shear dilatation angle of the anchorage interface and the method for determining the cohesive force of the anchoring agent for the pre-peak and post-peak stages respectively; calculating the anchor bolt load-bearing capacity; and summarizing the calculated anchor bolt load-bearing capacity and the anchor bolt loading displacement results to plot the relationship curve between the anchor bolt load-bearing capacity and the anchor bolt loading displacement. Based on this invention, the load-bearing capacity of anchor bolts can be accurately calculated and the influence of cementation damage behavior on the load-bearing capacity of anchor bolts can be clarified, which is of great significance for revealing the anchoring mechanism of anchor bolt support.

The invention relates to a method for determining the bearing performance of an anchor rod by considering a cementing damage behavior, which belongs to the field of roadway surrounding rock control and comprises the following steps: calculating and determining the normal pressure stress of an anchoring interface between the anchor rod and an anchoring agent; calculating the bearing capacity envelope line of the anchor rod, wherein the bearing capacity envelope line of the anchor rod is composed of the bearing capacity generated by the rib section of the anchor rod due to the shear expansion effect and the bearing capacity generated by the cohesion of the anchoring agent; the loading process of the anchor rod is divided into two stages including a pre-peak stage and a post-peak stage, and an anchoring interface dynamic dilatancy angle and an anchoring agent cohesion determination method are defined for the pre-peak stage and the post-peak stage respectively; calculating the bearing capacity of the anchor rod; and summarizing the calculated bearing capacity of the anchor rod and the loading displacement result of the anchor rod, and drawing a relation curve of the bearing capacity of the anchor rod and the loading displacement of the anchor rod. Based on the method, the bearing performance of the anchor rod can be accurately calculated, the influence of the cementing damage behavior on the bearing performance of the anchor rod can be clarified, and the method has important significance on revealing an anchor rod supporting anchoring mechanism.

The application provides a heave compensation system, method, device and equipment for a ship crane. The heave compensation method comprises the following steps: obtaining a ship body heave signal measured by a heave measuring unit, and obtaining a prediction signal of ship body motion according to the ship body heave signal; performing displacement conversion on the prediction signal of the ship body motion to obtain a vertical integrated heave displacement of a cable extension point; generating a feedforward compensation amount according to the vertical integrated heave displacement; obtaining a tracking error by subtracting a load displacement fed back by a feedback control chain from an instruction displacement; obtaining a basic control amount according to the tracking error; performing superposition operation on the feedforward compensation amount and the basic control amount to obtain a total control amount, and outputting the total control amount to a winch to drive the winch to wind or unwind the cable. The heave compensation method has strong anti-disturbance ability, high control precision and fast dynamic response speed.

This product is a gap filler member for anchors used in displacement-suppressing anchors that suppress displacement caused by loads on driven anchors. When load displacement occurs in the main anchor 1 of a driven anchor, which is mainly used on slopes, as shown in the first reference figure (before displacement) and the second reference figure (after displacement), the auxiliary anchor 2 contacts the main anchor 1 and resists the displacement, receiving the external force acting on the main anchor 1, and moves in a direction having a directional component substantially perpendicular to the displacement direction (arrow) of the main anchor 1 so that the two cylindrical parts 2a and 2b move away from each other, thereby distributing the external force acting on the main anchor 1 to the surrounding ground and suppressing the amount of displacement of the main anchor 1. As shown in the first reference diagram (before displacement) and the third reference diagram (both showing the state of use), this item is placed in the gap created during anchor installation between the two cylindrical parts 2a and 2b of the auxiliary anchor and the main anchor 1. It fills this gap, so that when the main anchor 1 is displaced by an external force acting on the main anchor 1, a load is applied to the auxiliary anchor 2 without any time lag from the very beginning.

This product is an auxiliary anchor that suppresses the displacement of driven anchors due to load. This product is mainly used on slopes, and as shown in the first and second reference diagrams showing the state of use, the two cylindrical parts of the auxiliary anchor are positioned on either side of the direction (arrow) in which the central anchor is displaced when in use. When load displacement occurs in the anchor, as shown in the third and fourth reference diagrams showing the state of use, the auxiliary anchor contacts the anchor to resist its displacement and absorbs the external force acting on the anchor, while moving in a direction that has a component approximately perpendicular to the direction of the anchor's displacement, so that the two cylindrical parts move away from each other, thereby distributing the external force acting on the anchor to the surrounding ground. At this time, the range of movement of the cylindrical parts is restricted by a stopper. With this product, anchors used for holding fences, etc., can be installed even in soft ground (e.g., N-value of 4 or less) with boulders or bedrock present.

The invention discloses a micro-pile probe and an in-situ bearing capacity testing method thereof.The micro-pile probe comprises a bearing plate used for bearing external acting force and pressed into a soil layer, an upper loading chamber fixedly installed at the bottom of the bearing plate, and a side resistance assembly movably installed on the upper loading chamber and sliding along the axis of the upper loading chamber to measure pile side resistance; the lower loading chamber is fixedly installed at the bottom of the upper loading chamber, and the end resistance assembly is installed in the lower loading chamber and below the shaft and used for measuring pile end resistance. The pile foundation bearing capacity in-situ testing device can carry out pile foundation bearing capacity in-situ testing, can directly measure the side resistance and the end resistance of each section of the pile foundation, can measure the displacement corresponding to the side resistance and the end resistance at the same time, and can obtain a load displacement curve of each section of the pile foundation based on the side resistance, the end resistance and the corresponding displacement. The pile foundation bearing capacity can be obtained through a load transmission method, the measurement precision is high, and the measurement result is reliable.

The present application belongs to the technical field of rock mass engineering support, and proposes a calculation method of full-length anchoring anchor rod pulling load considering multiple anchoring defects. The specific steps are: obtaining anchoring interface bonding strength parameters, anchor rod mechanical parameters, anchoring defect parameters and anchoring anchor rod length and diameter; establishing a full-length anchoring anchor rod load transmission mechanical model considering multiple anchoring defects, anchoring interface nonlinear slip and anchor rod plastic hardening, solving the axial stress, shear stress and displacement of each node of the anchor rod anchoring section and the defect section based on the model; obtaining the load-displacement curve of the full-length anchoring anchor rod containing multiple defects, the ultimate pulling load and the peak displacement, which are directly used for support design optimization. The present application considers the nonlinear shear slip behavior of the anchoring interface, the plastic hardening of the anchor rod and the multiple anchoring defects, can more accurately predict the load displacement curve, the ultimate pulling load and the peak displacement of the anchor rod, and has important significance for the design of anchor rods and the evaluation of anchoring quality in rock mass support construction.

The present application belongs to the technical field of vehicle simulation and relates to a positive design method for preventing the disengagement of a shock absorber sleeve; under the condition of defining the design target of the sleeve pull-out force, based on the test data of the sleeve pull-out force bench, in combination with the finite element model of the shock absorber fork, sleeve and bolt assembly, the real friction coefficient between the shock absorber fork and the sleeve is calibrated, the finite element model is corrected, the pull-out force of the sleeve is calculated based on the corrected finite element model by using the load displacement curve method, the bolt pre-tightening force is back calculated, the appropriate standard bolt is matched, the positive design is realized, the problem that the simulation result of the sleeve pull-out force is small and leads to design redundancy is solved, the problem that the simulation result of the sleeve pull-out force is large in simulation and leads to the disengagement of the sleeve in the vehicle test is solved, and the simulation result of the sleeve pull-out force is more accurate.

The application discloses a kind of micro pile probe and its in-situ bearing capacity test method, wherein micro pile probe, including the pressure plate for bearing external force and being pressed into soil layer, the upper loading chamber of fixed installation in the bottom of pressure plate, the side resistance component of active installation on the upper loading chamber and along its axis sliding to measure pile side resistance, the lower loading chamber of fixed installation in the bottom of upper loading chamber, and the end resistance component of installation in the inside of lower loading chamber and below axis and for measuring pile end resistance.The application can carry out pile foundation bearing capacity in-situ test, can directly measure the side resistance and end resistance of each section of pile foundation, and simultaneously measure the displacement corresponding to side resistance and end resistance, based on side resistance and end resistance and corresponding displacement, the load displacement curve of each section of pile foundation can be obtained, and the bearing capacity of pile foundation can be obtained by load transfer method, with high measurement accuracy and reliable measurement result.

This product is a displacement-suppressing anchor that suppresses displacement caused by the load of a driven anchor. This product is mainly used on slopes, and when in use, as shown in the first reference diagram (before displacement) showing the state of use, the two cylindrical parts 2a and 2b that form the auxiliary anchor 2 are positioned on both sides of the direction (arrow) in which the central anchor 1 is displaced. When load displacement occurs in anchor 1, as shown in the second reference diagram (after displacement) showing the state of use, the two cylindrical parts 2a and 2b of the auxiliary anchor 2 come into contact with anchor 1 via the filler material 3, resisting the displacement of anchor 1 and moving away from each other while receiving the external force acting on anchor 1. That is, they move in a direction having a directional component approximately perpendicular to the direction of displacement of anchor 1, distributing the external force acting on anchor 1 to the surrounding ground and suppressing the amount of displacement of anchor 1. With this product, anchors used for holding fences, etc., can be installed even in soft ground (e.g., N-value of 4 or less) with boulders or bedrock.

This product is a displacement-suppressing anchor that suppresses displacement caused by the load of a driven anchor. This product is mainly used on slopes, and when in use, as shown in the first reference diagram (before displacement) showing the state of use, the two cylindrical parts 2a and 2b that form the auxiliary anchor 2 are positioned on both sides of the direction (arrow) in which the central anchor 1 is displaced. When load displacement occurs in anchor 1, as shown in the second reference diagram (after displacement) showing the state of use, the two cylindrical parts 2a and 2b of the auxiliary anchor 2 come into contact with anchor 1 via the filler material 3, resisting the displacement of anchor 1 and moving away from each other while receiving the external force acting on anchor 1. That is, they move in a direction having a component in a direction substantially perpendicular to the direction of displacement of anchor 1, distributing the external force acting on anchor 1 to the surrounding ground and suppressing the amount of displacement of anchor 1. At this time, the range of movement of the cylindrical parts 2a and 2b is restricted by the stopper bolts that connect them. With this product, anchors used for holding fences, etc., can be installed even in soft ground (e.g., N-value of 4 or less) with boulders or bedrock.