Disclosed is a wireless detection device for quickly positioning a throw-fill stone falling depth and long-term settlement in blasting silt-squeezing construction, including a gravity ball and a signal receiving, processing and controlling system. The gravity ball is internally provided with test mechanisms, signal collecting and transmitting apparatuses and batteries. Also disclosed is a wireless detection method implemented using the above wireless detection device. The device and the method can detect the throw-fill stone falling depth and distribution situation in a blasting silt-squeezing construction process in real time, so that the effect evaluation and quality control of blasting silt-squeezing can be monitored in real time, the situation that the falling of throw-fill stones is incomplete can be acquired in time, monitoring data support can be provided for corresponding processing measures, and long-term settlement and other monitoring can be carried out.

Disclosed is a wireless detection device for quickly positioning a throw-fill stone falling depth and long-term settlement in blasting silt-squeezing construction, including a gravity ball and a signal receiving, processing and controlling system. The gravity ball is internally provided with test mechanisms, signal collecting and transmitting apparatuses and batteries. Also disclosed is a wireless detection method implemented using the above wireless detection device. The device and the method can detect the throw-fill stone falling depth and distribution situation in a blasting silt-squeezing construction process in real time, so that the effect evaluation and quality control of blasting silt-squeezing can be monitored in real time, the situation that the falling of throw-fill stones is incomplete can be acquired in time, monitoring data support can be provided for corresponding processing measures, and long-term settlement and other monitoring can be carried out.

In one embodiment, a system and method for determining a natural frequency of a structure involve modeling the structure, creating a synthesized excitation comprising a plurality of waves having various frequencies within a defined range of frequencies, applying the synthesized excitation to a base of the modeled structure, and generating response data indicative of a natural frequency of the modeled structure that is based upon the application of the synthesized excitation.

In one embodiment, a system and method for determining a natural frequency of a structure involve modeling the structure, creating a synthesized excitation comprising a plurality of waves having various frequencies within a defined range of frequencies, applying the synthesized excitation to a base of the modeled structure, and generating response data indicative of a natural frequency of the modeled structure that is based upon the application of the synthesized excitation.

The vertical counterforce loading device includes a concrete support member, four transfer components, four connection components, a vertical force transmission component and a load test soil layer. The concrete support member is formed by pouring and concreting below the load test soil layer. The four transfer components are divided into two groups to be symmetrically and parallelly anchored in the concrete support member. The vertical force transmission component includes a load plate, a jack, a primary beam and a secondary beam arranged in sequence from bottom to top. The load plate is installed on the load test soil layer. Two secondary beams are connected crosswise to both ends of the primary beam, where end portions of the secondary beams are respectively connected to second ends of the connection components through reinforcement components. The device can improve work efficiency, reduce construction costs and improve safety.

A device and a method for testing a compression amount of a pile body of a rock-socketed cast-in-place pile is provided. The testing device includes open flexible pipes which are correspondingly bound with two main reinforcements in the pile body of the rock-socketed cast-in-place pile, and lengths of the open flexible pipes are the same as those of the bound main reinforcements. One end of each of the two open flexible pipes is located at a bottom end of a corresponding main reinforcement and fixedly connected with a first sealing sheet, and other ends of the two open flexible pipes are located at a top portion of the rock-socketed cast-in-place pile and fixedly connected with second sealing sheets. A closed rigid pipe is located in the open flexible pipe, and pipe bodies of the closed rigid pipe and the open flexible pipe are not in contact.

A device and a method for testing a compression amount of a pile body of a rock-socketed cast-in-place pile is provided. The testing device includes open flexible pipes which are correspondingly bound with two main reinforcements in the pile body of the rock-socketed cast-in-place pile, and lengths of the open flexible pipes are the same as those of the bound main reinforcements. One end of each of the two open flexible pipes is located at a bottom end of a corresponding main reinforcement and fixedly connected with a first sealing sheet, and other ends of the two open flexible pipes are located at a top portion of the rock-socketed cast-in-place pile and fixedly connected with second sealing sheets. A closed rigid pipe is located in the open flexible pipe, and pipe bodies of the closed rigid pipe and the open flexible pipe are not in contact.

A method of monitoring a foundation of a building. The method includes placing altimeters at corresponding locations in the building. The method also includes measuring, using the altimeters, corresponding measurements. The method also includes modeling, using the corresponding altitude measurements, a modeled position of the foundation.

A method of monitoring a foundation of a building. The method includes placing altimeters at corresponding locations in the building. The method also includes measuring, using the altimeters, corresponding measurements. The method also includes modeling, using the corresponding altitude measurements, a modeled position of the foundation.

A platform, system, and method for simulating critical rock collapse of surrounding rock in underground engineering includes: four vertically arranged reaction walls defining a square reaction space, and a base mounted at a lower end opening of the wall; and a row of horizontally arranged stress loading plates at a side of each wall close to the reaction space, and a reaction beam above this space, where the reaction beam, the stress loading plate, and the base define a loading space, and the loading space is configured for placement of a surrounding rock simulation block to be tested; the stress loading plate capable of moving horizontally in a direction of the reaction wall, and the reaction beam capable of moving in a vertical direction, so as to load the surrounding rock simulation block; and the stress loading plate and the reaction beam being driven by linear motion units for movement.