Qingdao University of Technology

Qingdao Green Technology Geotechnical Engineering Co., Ltd.

China State Construction Zhongxin Construction Engineering Co., Ltd. Shandong Branch

Shandong Luqiao Group Co., Ltd., Jinan, China

Zhongji Jiurui Geotechnical Engineering Co., Ltd.

Other

Chongqing University

East China Architecture Design and Research Institute Co., Ltd.

Yonghong Wang

Xiang Fang

Qijun Zhang

Chuantong Zhang

Mingyi Zhang

Bo Han

Jiangbin Wu

Jun Wang

Yishun Jiang

Yuning Ge

Wengang Zhang

Guodong Shao

Weihui Tian

Yamei Zhang

Bin Wang

Jun Chi Yan

Lin Yang

Jian Huang

Yan Li

Xin Wang

Weidong Wang

Lei Su

Zuodong Liang

Xiaoyu Bai

Cuicui Li

Lin Cui

Xiaoning Liu

Shiqiang Li

Chengyue Jia

Ziguang Jia

Shujuan Yang

Bingxiang Yuan

Xun Zhu

Zhaolong Li

Jiabin Wei

Peiyuan Lin

Zhidao Zhou

Qianqing Zhang

Jifei Cui

Baochang Zhang

Junning Xiang

Nan Yan

Yongfeng Huang

Yujin Jiao

Wenzhuo Liu

Dazhong Xu

A system and method for monitoring an earth pressure and displacement of a miniature steel pipe pile body. Sensor installation holes are drilled at predetermined positions outside the steel pipe pile body and sensor metal protective shell with a thickness slightly lower than that of the XY-TY02A resistance-type miniature earth pressure gauge is welded on the steel pipe pile body. The XY-TY02A resistance-type miniature earth pressure gauges are stuck on the steel pipe pile body. The transmission line of the XY-TY02A resistance-type miniature earth pressure gauges passes through the sensor installation holes and are connected to data acquisition system. The reflective sheet base is welded at the preset position of the miniature steel pipe pile and the reflective sheet is attached to the reflective sheet base to realize displacement monitoring.

System and method for monitoring earth pressure and displacement of miniature steel pipe pile body

Provided is an indoor test device for simulating a vibration pile sinking process and testing a bearing capacity thereof and a test method thereof. The indoor test device comprises a container, a soil located in the container, a vibration penetration system and a balanced vibration damping system, the vibration penetration system is vertically arranged above the soil in the container, and the balanced vibration damping system is located right above the vibration penetration system and coaxially arranged with the vibration penetration system. The indoor test device and the test method apply to researching on the vibration pile sinking process and testing the bearing capacity thereof in different types of soil, and adapts to different frequencies and different exciting forces.

Indoor test device for simulating a vibration pile sinking process and testing a bearing capacity thereof and test method thereof

Provided are a testing apparatus for a pile end settlement of a rock-socketed driven PHC tube pile and an installation method thereof. The testing apparatus comprises a PHC tube pile, two measuring tubes, a cross pile tip, a pile tip steel plate, a fixer fixed in the PHC tube pile, a perforated steel plate located at a pile top of the PHC tube pile and a jack pressed on the perforated steel plate. The two measuring tubes are symmetrically arranged, the fixer is provided with two first measuring tube outlet holes, and the two measuring tubes respectively pass through the first measuring tube outlet holes of the fixer; and the perforated steel plate is also provided with two second measuring tube outlet holes, and the two measuring tubes respectively pass through the second measuring tube outlet holes of the perforated steel plate. (FIG.)

Testing apparatus for pile end settlement of rock-socketed driven PHC tube pile and installation method

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.

Device and method for testing compression amount of pile body of rock-socketed cast-in-place pile

Provided are a device for simulating a full-scale pile-sinking process of a static pressure pile by air bag preloading and a test method thereof. The device comprises a frame, a beam, a hydraulic jack, a model box, a model pile, a first sand layer, an undisturbed soil mass, a second sand layer, a rubber pad, a forcing air bag, a counter-force steel plate, a model box top cover, a forcing pipe, a pressure relief pipe, a steel casing and a control system. The first sand layer, the undisturbed soil mass, the second sand layer, the rubber pad, the forcing air bag and the counter-force steel plate are laid in the model box in sequence; and the steel casing passes through the model box top cover, the counter-force steel plate, the forcing air bag and the rubber pad in sequence and then reaches a bottom portion of the second sand layer.

Device for simulating full-scale pile-sinking process of static pressure pile by air bag preloading and test method thereof

A concrete inside interface processing structure for secant pile construction, including secant concrete pile, formed plain concrete pile, rotary jet grouting piles, steel mesh sheet, ribbed steel bar, Y-shaped connecting piece, reinforced concrete pile, and U-shaped connecting piece; drilled holes are arranged at intervals along axis of the formed plain concrete pile; the ribbed steel bar is anchored in each drilled hole; the steel mesh sheet is formed by connecting longitudinal bars and transverse bars, and driven into a soil body between the formed plain concrete piles; the concrete layer is formed by spraying concrete on the steel mesh sheet; the reinforced concrete pile is cast at outside of the formed plain concrete pile, and tangent to the formed plain concrete pile, and interlocked with the rotary jet grouting piles; the rotary jet grouting piles are tangent to the formed plain concrete pile or secant concrete pile.

Concrete inside interface processing structure and method for secant pile construction

Growing community of inventors

Qingdao, China

Yonghong Wang