Content introduction 1.1.3.1 Construction process of three pipe high-pressure jet grouting 1) Preparation: after "three connections and one leveling", two cement platforms and grouting platforms are arranged at one side of the construction axis of the three pipe high-pressure jet grouting cut-off wall of the dam, and the width is not less than 8.0m along the axis of the cut-off wallAccording to the Layout Plan of High Pressure Jet Grouting Impervious Wall Hole Locations, determine the high-pressure jet grouting hole locations on the axis of the impervious wall and mark them.After the hole location is determined, the drilling rig and high-pressure spray jumbo can be put in place and the equipment can be installed and debugged to prepare for the formal construction.2) Slurry preparation: as the stratum is mainly dam filling soil, slurry wall protection will be used for hole making. High quality clay will be used for slurry preparation. The specific gravity of slurry is controlled at 1.08~1.2, the viscosity is 17~20s, the colloid rate is>90%, and the sand content is<4%.3) Drilling: PH-5B deep mixing pile machine is used for drilling, with a hole diameter of φ 150mm. Mud retaining wall positive circulation drilling is used. The hole depth is controlled according to the design requirements. The construction is divided into two sequence holes. During the drilling process, attention should be paid to controlling the proportion of mud, avoiding hole collapse and drilling burying, and controlling the hole slope<1.0%.4) High pressure jet grouting: according to the design requirements, a triple tube parallel jet pipe is used. The jet pipe is longer than the hole depth, and the one-time lifting and spraying are completed to ensure the continuity and integrity of the cut-off wall.
Construction Scheme of Three pipe High pressure Jet Grouting Pile Cutoff Wall - Figure 1
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Tongnan Navigation and Power Junction Project is located in Tongnan County, Chongqing, about 3km away from the downstream of Fujiang Bridge in the urban area of Tongnan County. The development task is to focus on shipping and give consideration to power generation, and repair the water ecosystem in Tongnan County section of the main stream of Fujiang River.
1.1 Project introductionThis frame structure medium bridge is located in station P, the center mileage is changed to DK352+364.80, and the line is orthogonal to the axis of the medium bridge.The main body of the frame structure is 43.82m long, 7.23m+10.59m+7.70m wide, the structure span is (12+16+12) m, the clear height of the structure is 7.5m, and the cantilever width of the sidewalk is 1.0m. Open cut cast-in-situ construction is adopted for the middle bridge of the frame structure. 7582 high-pressure jet grouting pile foundations are used for the foundation, with a total length of 34069 linear meters, and 24 retaining wall foundation cast-in-place piles.1.2 Engineering geological conditionsAccording to the survey, this bridge is subject to sulfate erosion, with an environmental action level of H2 and chlorate erosion, with an environmental action level of L2. The groundwater is mainly recharged by atmospheric precipitation, with a water level variation of 1.0~2.0m. High pressure jet grouting piles are used for foundation treatment. The bridge is located in an alluvial plain, with flat and open terrain. The layers within the depth range are mainly silt, silty sand, silty clay, clay, etc.
The average excavation depth at the east side of the foundation pit is 7.5m. The supporting structure is double row high-pressure jet grouting piles, with a pile diameter of 600mm, a horizontal spacing of 400mm, a vertical spacing of 500mm, and a pile length of 12m. The pile top elevation is constructed according to the site elevation.
According to the design and support design drawings, the project covers an area of about 70000 square meters, and the foundation pit is roughly in the shape of a ladder.The average excavation depth at the east side of the foundation pit is 7.5m. The supporting structure is double row high-pressure jet grouting piles, with a pile diameter of 600mm, a horizontal spacing of 400mm, a vertical spacing of 500mm, and a pile length of 12m. The pile top elevation is constructed according to the site elevation.
This construction scheme is applicable to the construction of high-pressure jet grouting pile water stop curtain in Taiyuan North Middle Ring Road municipal pipeline crossing Shijiazhuang Taiyuan Passenger Dedicated Line and Shijiazhuang Taiyuan Line Project.
The open cut tunnel of Changsha Yuyu Road and Extension Project K0+240~K0+406 section is located in the west of Beijing Guangzhou Railway (south of the south gate of Kaifu District Government), and the open cut tunnel of K0+445~K0+475 section is located in the east of Beijing Guangzhou Railway.
The project mainly involves the network expansion of Changyuan Water Plant and the centralized water supply project of villages and groups.7 new Pitou (including 4 sedimentation tanks downstream of Pitou), 8 filter tanks and 8 clean water tanks will be built.The newly laid pipeline is 505.49km long, including 7.29km long water transmission pipeline, 310.38km long water distribution pipeline, and 187.82km long household pipeline. The pipeline is mainly laid by open cut pipe pits;Pipe jacking without slotting is adopted at Sanzhong Road and Pingyuan Road, which cross Jinlong Avenue. High pressure jet grouting piles are used at the front end of the working shaft for pipe jacking and behind the back wall for reinforcement.
The project is to expand the rainwater pump station, covering an area of 5186.8m2. According to the Construction Planning of the Rainwater Pump Station and Supporting Road Drainage Works in West Wuhan Iron and Steel Group Co., Ltd., the planned control elevation of the intersection of Yuehu Avenue is 25.0m. First, it ensures the clearance of the culvert crossing Beijing Guangzhou Railway under Yuehu Avenue, and second, it is conducive to the vertical connection with the surrounding site;In combination with the current terrain elevation, the design ground elevation of the station area is proposed to be 25.00m.
Construction Scheme of High Pressure Swing Shotcrete Cutoff Wall Construction Scheme of High Pressure Swing Shotcrete Cutoff Wall Construction Scheme of High Pressure Swing Shotcrete Cutoff Wall
High pressure jet grouting anti-seepage wall enclosure test scheme High pressure jet grouting anti-seepage wall enclosure test scheme High pressure jet grouting anti-seepage wall enclosure test scheme
Huayuan?The Golden Bund Project is prepared by Changsha Juyun Investment Co., Ltd. and located in the core area of Xiangjiang scenic belt near Pozi Street, the old city area on the east bank of Xiangjiang River in Changsha. It starts from Taiping Road in the east, Xiangjiang Avenue in the west, Xihu Road in the south, and Jiefang West Road in the north. With a total area of about 235 mu, it is the first 10 billion level project launched by the shed renovation in Changsha.
The project covers an area of about 70000 square meters, and the foundation pit is roughly in the shape of a ladder.The average excavation depth at the east side of the foundation pit is 7.5m. The supporting structure is double row high-pressure jet grouting piles, with a pile diameter of 600mm, a horizontal spacing of 400mm, a vertical spacing of 500mm, and a pile length of 12m. The pile top elevation is constructed according to the site elevation.
The mileage of high-pressure jet grouting pile in the shallow buried section of a tunnel is: left line ZK67+320 ～ ZK67+380 and ZK67+410 ～ ZK67+470, with a total length of 120m;The right line YK67+310~YK67+455 has a total length of 145m.The buried depth of this section is shallow, the water content is large, the permeability coefficient is small, the foundation bearing capacity is low, and the self stability ability is poor. The shallowest buried depth is about 5m, and the tunnel top is mainly of loam.
Huayuan • Golden Bund Project, prepared by Changsha Juyun Investment Co., Ltd., is located in the core area of Xiangjiang River scenic belt near Pozi Street, the old urban area on the east bank of Xiangjiang River in Changsha. It starts from Taiping Road in the east, Xiangjiang Avenue in the west, West Lake Crossing in the south, and Jiefang West Road in the north. With a total land area of about 235 mu, it is the first 10 billion level project in Changsha to start shed renovation
After 28 days of soil consolidation, the strength qu ≥ 0.8MPa, and the permeability coefficient K ≤ 10-6cm/s.The diameter of jet grouting pile is 1000mm, the spacing is 850mm, the occlusion is 150mm, the verticality deviation is not more than 5%, and the pile positioning deviation is not more than 50mm.The cement used to reinforce the rotary jet grouting pile at the end of the section is P.O42.5 ordinary Portland cement, and the cement content in the reinforcement area is 180kg/m3. During the construction, appropriate cement mixing ratio shall be selected according to the soil layer conditions, reinforcement effects and field tests.The effective diameter of jet grouting pile is 1000mm, and the triple pipe method is adopted for construction.
The construction site of the project is located at the intersection of Changde Road and Yuyuan Road, and the site is close to the underground wall of the subway tunnel.The project is ± 0.000=+3.200m, and the relative elevation of the natural floor after leveling is -0.700m. The foundation pit project is divided into two areas, namely, area I foundation pit is constructed in sequence first, and area II foundation pit is constructed in reverse.The excavation depth of the foundation pit in Zone I is -15.20m, the excavation depth of the general reinforcement area of the foundation pit in Zone II is -14.70m, and the excavation depth of the thick plate area is -15.20m. The excavation depth of the deep foundation pit area in the pit is -19.0m.
The mosque station of Line 3 is located at the east side of the intersection of Jingyu Street and Daowai Shidao Street, and is basically arranged under Jingyu Street in an east-west direction.The site is mainly surrounded by public land for residential and commercial buildings.The flow of people and vehicles is relatively dense.The south side of the station is the mosque, the north side is Zhengyang North Community and Marriott Business Hotel, the west side is Zhengyang South Community, and the east side of the station is Hongtai Community.
This frame structure medium bridge is located in station P, the center mileage is changed to DK352+364.80, and the line is orthogonal to the axis of the medium bridge.The main body of the frame structure is 43.82m long, 7.23m+10.59m+7.70m wide, with a structural span of (12+16+12) m, a clear height of 7.5m, and a cantilever width of 1.0m.
Special construction scheme for triple pipe high-pressure jet grouting pile Special construction scheme for triple pipe high-pressure jet grouting pile Special construction scheme for triple pipe high-pressure jet grouting pile Special construction scheme for triple pipe high-pressure jet grouting pile Special construction scheme for triple pipe high-pressure jet grouting pile
Xiangshuiyan Reservoir, with a total storage capacity of 2 million m3, is a small (1) reservoir mainly for irrigation and also for comprehensive utilization tasks such as flood control and aquaculture.The normal pool level is 294.0m, the capacity of Xingli reservoir is 1.715 million m3, and the dead water level is 265.5m, and the dead storage capacity is 50000 m3.
4. Curtain grouting construction The curtain grouting is arranged at the bedrock of the left and right gate abutments, and the outer curtain near the riverbed overburden is sleeved with the anti-seepage wall for a certain length.In order to ensure the construction quality of curtain grouting, the construction technical requirements are specially formulated.1. General Provisions 1.1 The technical requirements are applicable to the construction of curtain grouting for the head works of the project.1.2 The technical requirements are formulated in accordance with the Technical Specifications for Cement Grouting Construction of Hydraulic Structures (DL/T 5148-2001) and the bidding contract document Technical Specifications (Contract No.: SW/CIII), and in combination with the actual situation of the project. Matters not mentioned in the technical requirements shall comply with the above specifications.1.3 Before large-scale curtain grouting, the Contractor shall select a suitable site within the grouting scope to conduct on-site productive curtain grouting test according to the site conditions and in accordance with the supervision engineer's instructions or the test program approved by the supervision engineer, evaluate the grouting effect through the water pressure test, and submit the faithfully recorded grouting test results and test records to the supervision engineer,In order to modify and adjust the grouting design and construction process.1.4 Drilling and grouting work shall be carried out in three sequences from top to bottom in accordance with the principle of sequential densification.For the curtain composed of two rows of holes, the downstream row of holes shall be constructed first.The length of grouting section should be 5-6m, which can be appropriately reduced or extended under special circumstances, but should be more than 10m. 1.5 No blasting shall be carried out within 30m from the grouting area. If blasting must be carried out under special circumstances, the Contractor shall limit the amount of blasting charge according to the distance and relevant factors, and take effective measures. Blasting can only be carried out with the consent of the Supervisor.1.6 In order to prevent the foundation rock from lifting, a dial indicator and other deformation observation devices should be installed in the irrigation area. During the process of fissure washing, water pressure test and grouting, the foundation lifting should be observed at any time. The allowable deformation is 200 μ m. If it exceeds this value, the grouting pressure should be immediately reduced, and effective remedial measures should be taken to make up for it.1.7 The grouting project is a concealed project. The construction conditions occurring in the grouting process must be recorded truthfully and accurately, and no alteration is allowed.The grouting data shall be sorted and analyzed in time to provide basis for solving problems encountered in construction.
Overview: The total storage capacity of the regulation and storage reservoir is 46.11 million m3, which is a medium-sized reservoir.The regulation and storage reservoir project is a Grade II project. The main buildings are designed as Grade 2 buildings, and the flood standard is designed for 100 year return period flood.The anti-seepage wall axis is 3359m long and the wall thickness is 0.8m; the anti-seepage wall of the auxiliary dam is arranged at the upstream dam toe of the auxiliary dam, about 5m away from the dam toe. The anti-seepage wall axis is parallel to the axis of the auxiliary dam, with the axis length of 1268m and the wall thickness of 0.6m. The west end is connected with the bedrock, and the east end is connected with the anti-seepage wall of the central embankment section.
This document is the detailed supervision rules for high-pressure jet grouting anti-seepage wall project. This article is very valuable for reference and is hereby shared for everyone to learn. The contents are detailed and can be downloaded for reference.
The auxiliary structure of Shunyi Station, the enclosure structure of No. 1 air duct, northwest exit A, southeast exit C, evacuation exit and No. 2 air duct, adopts bored piles+snap jet grouting pile water stop curtain. The bored piles for the enclosure structure of No. 1 air duct, northwest exit A and No. 2 air duct are A, B, C and D piles,The enclosure structure of the southeast exit and evacuation exit of C is composed of four types of piles: A, B, E and F. Among them, the diameter of type A, B and C piles is 1000 with a spacing of 1500 mm, the diameter of type D piles is 800 mm with a spacing of 1400 mm, and the diameter of type E and F piles is 600 mm with a spacing of 1200 mm,The design of the water stop curtain of the occluded jet grouting pile is related to the diameter of the bored cast-in-place pile. See Figure 2.01 for the layout plan of the water stop curtain of the occluded jet grouting pile (including Figure 1, Figure 2 and Figure 3). See Table 2.01 for the detailed design of the occluded jet grouting pile
The project starts from the third line interchange (K21+386.208) of Shugang, Haibin Avenue, south of the Yongding New River estuary, and successively crosses the fourth line of Shugang (the planned Hong Kong Island passenger dedicated line) and the planned main river channel of Yongding New River northward.The line extends northward in the form of viaduct in the beach and tidal flat, intersects with Guihua Road (Beijing Port Expressway, Guihua Road 5) in the planned coastal leisure tourism area, crosses the sea access road reclaimed by Taida Holdings at about K24+200, and avoids the Kaibei embankment buffer zone at K27.
Construction scheme of high-pressure jet grouting pile, foundation pit support, high-pressure jet grouting pile water stop.The foundation pit is 9.2m deep.
The construction scheme of high-pressure jet grouting pile for dock wharf project, with dock mouth range of 113m × 39m, adopts high-pressure jet grouting pile for water stop and foundation reinforcement, of which high-pressure jet grouting pile for water stop, the pile top elevation at the ring dock mouth is -9.5m, the bottom elevation is -32.0m, and the pile length is 22.5m; the pile top elevation at the ring water pump room is -13.6m, the bottom elevation is -32.0m, and the pile length is 18.4m;High pressure jet grouting pile foundation reinforcement pile, the pile top elevation at the ring dock mouth is -9.5m, the bottom elevation is -14.0m, and the pile length is 4.5m
High pressure jet grouting pile construction scheme (reinforcement of shaft ends on the south line), project overview, general construction arrangement, construction methods, quality standards and inspection measures, quality, safety and environmental assurance measures, flood control, fire fighting and security assurance measures, and jet grouting pile construction plan
(1) Design scope: the length of the xx # 1 entrance section DK635+800 ～ DK635+869.6 and the xx # 1 exit section D3K635+215.4 ～ DK636+243 are 69.6m and 27.6m respectively. The diameter of jet grouting piles is 0.6m. The distance between DK635+800 ～ DK635+804.8 piles is 0.8 × 0.8m, and the distance between other piles is 1.2 × 1.2m. The jet grouting piles are arranged in quincunx shape, with an average pile length of 12.3m, and the pile top is 0.5m above the tunnel arch crown,The jet grouting on both sides of the tunnel excavation contour reaches 1m below the side wall. There are 2297 high-pressure jet grouting in these two sections, 28290 linear meters.(2) This section belongs to the denuded hilly landform of southeast Britain. The terrain is low and gently undulating. The surface elevation is 1440~1490m, and the maximum elevation difference is less than 50m. The cross slope of the terrain is low and the natural slope is 10 °~30 °. The slope vegetation is developed.The survey section is connected by an access road, and the traffic conditions are good.(3) The stratum composition of this section from top to bottom is: 1. soft soil;2. Silty clay;3. Clay;4. Basalt.(4) The surface water in this section is mainly pond water, which is mainly supplied by atmospheric precipitation and irrigation canal water.
Mud and water inrush occurred at working face DK193+801.The mud inrush flows to DK193+723, and the water inrush flows to DK193+656, with a maximum depth of about 1m.A 41.8m (length) × 33.26m (width) × 15m (depth) sinkhole is formed on the ground surface at DK193+789 ～ DK193+831 directly above the tunnel top, and there are many cracks on the surrounding ground surface.When water and mud inrush occurs, the construction of each working procedure in the tunnel is as follows: the construction mileage of the working face is DK193+801, the construction mileage of the second lining is DK193+769, and the construction mileage of the inverted arch is DK193+790. The buried depth of the tunnel body at this place is about 130m.
The ground surface of the tunnel top in the section XX225+140 ～ XX225+215 at the exit of XX tunnel is shallow, and the vault is located in a thicker soil layer. In order to ensure construction safety, the soil mass at the tunnel top in this section is reinforced by rotary jet grouting piles with a diameter of 600mm. The reinforcement range is 16.8m on the left and right sides of the tunnel centerline, and the reinforcement depth is 0.5m below the W2 bedrock embedded outside the tunnel excavation contour line,The excavation contour shall be reinforced to 0.5m above the contour vault. The spacing of jet grouting piles shall be 1.2 * 1.2m and staggered.The foundation treatment of all culvert works within XX23+200~XX25+600 is reinforced by jet grouting piles with a total length of 18405m. The length of jet grouting piles is 7.6~14.9m, and the compressive strength of the jet grouting pile (28d) is fcu ≥ 3.0MPa.
This paper is a special construction scheme of high-pressure jet grouting pile, which introduces the construction technology, precautions and quality control points of high-pressure jet grouting pile in detail.
The base layer of Dongxiang Dike is mainly Quaternary alluvium, and the sediments are mainly sand, clay, silt, etc.In view of the strong permeable layer foundation, the deep mixing equal thickness cement soil cut-off wall (also known as multi axial deep mixing equal thickness wall cut-off wall) is designed for treatment.The pile number of deep mixing equal thickness cement soil cut-off wall is 0+000~2+900, of which the cut-off wall of 0+400~0+600 section is implemented in the water receiving area project of Chaozhou Water Supply Complex.The top elevation of the wall is 9.0m~14.88m, the bottom elevation is -15.0m~0.5m, the maximum depth is 29.88m, the minimum thickness of the wall is 20cm, the depth of the underlying relative impervious layer is 2.0m, and the work amount is 63662.3m2.
This document is the construction plan (reclaimed water) for the diaphragm wall of bored and grooved underground diaphragm wall. The content is detailed and clear, and has high reference value. It can be downloaded for reference.
Overview: The dam is a medium-sized water conservancy project.The control drainage area above the dam site of the reservoir is 55.2km2, and the total storage capacity is 50.79 million m3. The dam is a homogeneous earth dam, with the maximum dam height of 36.0m and the length of the dam axis of 446m. Because the filling soil of the dam body contains large soil blocks and contains wind fossils, and the phenomenon of overhead is serious, the overall filling quality of the dam body is poor.During the operation of the dam, water seepage occurred at the top of the prism, and a concentrated seepage occurred 2m above the prism at stake No. 0+200, leaving a serious seepage hazard for the dam.
