CN209891184U - Deep soft soil rigid-flexible pile and lattice wall combined composite foundation - Google Patents
Deep soft soil rigid-flexible pile and lattice wall combined composite foundation Download PDFInfo
- Publication number
- CN209891184U CN209891184U CN201920356392.3U CN201920356392U CN209891184U CN 209891184 U CN209891184 U CN 209891184U CN 201920356392 U CN201920356392 U CN 201920356392U CN 209891184 U CN209891184 U CN 209891184U
- Authority
- CN
- China
- Prior art keywords
- foundation
- piles
- pile
- rigid
- flexible
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 239000002689 soil Substances 0.000 title claims abstract description 77
- 239000002131 composite material Substances 0.000 title claims abstract description 28
- 230000002787 reinforcement Effects 0.000 claims abstract description 33
- 150000001875 compounds Chemical class 0.000 claims abstract 2
- 239000004568 cement Substances 0.000 claims description 6
- 238000005192 partition Methods 0.000 claims description 4
- 230000002265 prevention Effects 0.000 abstract description 6
- 238000004062 sedimentation Methods 0.000 abstract 1
- 238000006073 displacement reaction Methods 0.000 description 6
- 230000000694 effects Effects 0.000 description 6
- 238000010276 construction Methods 0.000 description 2
- 238000000034 method Methods 0.000 description 2
- 238000000465 moulding Methods 0.000 description 2
- 208000035126 Facies Diseases 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000001125 extrusion Methods 0.000 description 1
- 239000008239 natural water Substances 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
- 238000001363 water suppression through gradient tailored excitation Methods 0.000 description 1
Images
Abstract
The utility model relates to a compound foundation of combination of deep weak soil rigid-flexible stake and lattice wall. Comprises a foundation vertical reinforcement, a lattice wall and a mattress layer; the foundation vertical reinforcement body is composed of a mixed pile group, and the mixed pile group is formed by uniformly mixing, arranging and combining a plurality of rigid piles and a plurality of flexible piles; the number of the rigid piles is 20-30% of the number of the flexible piles; a plurality of lattice walls are arranged in the foundation vertical reinforcement body, each lattice wall is in a plane rectangle in a horizontal plane, and each side wall body is formed by continuously arranging a plurality of flexible piles; a mattress layer is arranged between the foundation bottom plate of the building, the top of the foundation vertical reinforcement and the top of the lattice wall; the top of the flexible pile is positioned at the bottom surface of the mattress layer, and the top of the rigid pile extends into the mattress layer. The flexible piles provide most of the bearing capacity of the composite foundation; the rigid pile is used for controlling the sedimentation deformation of the composite foundation; the lattice walls form transverse reinforcement of the foundation. The requirements of hydraulic buildings on deep soft soil on the strength, deformation control, stability, seepage prevention and the like of the foundation are effectively met.
Description
Technical Field
The utility model relates to a hydraulic engineering ground and basic technical field especially relate to a deep weak soil foundation reinforcement technique.
Background
The stratums along rivers or river network areas are mostly river and lake facies alluvial layers, soft soil represented by silt loam is widely distributed, and the soft soil layer is deep, and the depth of some soft soil layers is more than 30 m. The soft soil is generally in a flow molding to soft molding shape, has large compressibility and low strength, and hydraulic buildings built on the soft soil often have large building settlement or settlement difference, are easy to creep towards one side with smaller vertical load of the buildings, even have soft soil lateral extrusion damage, cause dangerous situations such as large horizontal displacement of the buildings, horizontal dislocation among the buildings, lateral instability and the like, and have large harm to engineering quality and safety.
Vertical reinforcement is mainly used in soft soil foundation hydraulic engineering with a certain depth, and two processing modes of a composite foundation and a pile foundation are usually adopted. Because the hydraulic building foundation has the seepage-proofing requirement, the composite foundation treatment represented by the cement soil mixing pile can ensure the combination between the building bottom plate and the foundation soil, does not weaken the seepage-proofing capability of the natural foundation and can better meet the double requirements of foundation seepage-proofing and strength reinforcement, but the treatment depth of the cement soil mixing pile exceeds 12-15 m, the engineering reinforcement treatment effect is weakened, and the requirements of improving the strength of the building foundation and controlling deformation are difficult to achieve for the deep soft soil foundation. The pile foundation adopted for the soft soil foundation with large depth can penetrate through a deep soft soil layer and enter a relatively hard soil layer, the bearing capacity and settlement control requirements are met, the settlement of soft soil around the pile may exceed that of a foundation pile, so that a building bottom plate and the foundation soil layer are hollowed to form a centralized seepage passage, foundation seepage prevention control measures such as vertical seepage prevention are required to be added, the engineering investment is increased, the horizontal displacement of the pile foundation in the soft soil is often large under the load action of water pressure, soil pressure and the like, the horizontal displacement of the building is further driven, and the problem of overall stability of the foundation is still required to be solved for a soil retaining structure with a high near-to-empty surface.
The composite foundation treatment in the deep soft soil area has the problems of insufficient non-reinforcement depth, foundation deformation, difficult soft soil creep control and the like, and the pile foundation has the problems of seepage prevention, stable foundation, large investment and the like.
SUMMERY OF THE UTILITY MODEL
For solving hydraulic engineering deep soft soil foundation and handling complicated technological problem, through to the full deep treatment of deep soft soil foundation, formed the vertical and horizontal reinforcement of ground, effectively controlled deep soft soil foundation deformation and soft soil foundation creep effect under the complicated load effect, satisfied the requirement such as intensity, deformation, stability and the prevention of seepage of the deep soft soil foundation of hydraulic building, the utility model provides a deep soft soil rigid-flexible stake and lattice wall combination composite foundation.
A composite foundation combining a deep soft soil rigid flexible pile and a lattice wall comprises a foundation vertical reinforcement body, the lattice wall and a mattress layer;
the foundation vertical reinforcement body is composed of a mixed pile group, and the mixed pile group is formed by uniformly mixing, arranging and combining a plurality of rigid piles and a plurality of flexible piles; the pile spacing of the adjacent rigid piles is larger than that of the adjacent flexible piles; the number of the rigid piles is 20-30% of the number of the flexible piles;
a plurality of lattice walls are arranged in the foundation vertical reinforcement body, each lattice wall is in a plane rectangle in a horizontal plane, and each side wall body is formed by continuously arranging a plurality of flexible piles;
a mattress layer is arranged between the foundation bottom plate of the building, the top of the foundation vertical reinforcement and the top of the lattice wall; the top of the flexible pile is positioned at the bottom surface of the mattress layer, and the top of the rigid pile extends into the mattress layer;
the flexible piles reinforce the shallow foundation and provide most of bearing capacity of the composite foundation; the rigid pile reinforces the soft soil in full depth, and the rigid and flexible pile forms a vertical reinforcement of the foundation and is used for controlling the settlement deformation of the composite foundation; the lattice walls horizontally reinforce the soft soil foundation to restrain the lateral deformation of the soft soil foundation to form a transverse reinforcement body of the foundation. The flexible piles and the rigid piles are arranged in the enclosure range of the lattice type wall according to the number of piles required by design and are suitable for the contour line of the building.
The technical scheme for further limiting is as follows:
the flexible piles are cement soil mixing piles, the pile length and the pile spacing of the flexible piles are calculated and determined according to the requirement of foundation bearing capacity, and the pile length of the flexible piles is 8-15 m; the pile spacing of the flexible piles is 0.8-1.5 m.
The rigid piles are prefabricated tubular piles or prefabricated piles, the rigid piles penetrate through a soft soil layer and are supported on a relatively hard soil layer, the pile length is 20-40 m, and the pile spacing of the rigid piles is not less than 3 times of the diameter of the rigid piles.
The plane area in each lattice wall is not more than 50m2An aspect ratio of less than 4; the depth requirement of each side wall body is that the ratio R of shear stress of foundation soil to ultimate shear strength is less than or equal to 50% of the horizontal depth and exceeds the depth of a deep sliding surface by more than 2m and is 8-15 m. The shear resistance bearing capacity of each side wall of the lattice wall should be greater than the unbalanced shear force borne by the lattice wall.
And longitudinal inner partition walls and transverse inner partition walls are additionally arranged in each lattice wall.
The mattress layer is a plastic concrete layer with the thickness of 0.5 m-1.2 m.
The beneficial technical effects of the utility model are embodied in the following aspects:
1. the utility model discloses a shallow layer ground is strengthened to the flexile pile, and the rigid pile consolidates the soft soil foundation full depth, and rigid pile forms the vertical reinforcement of ground, improves the perpendicular bearing capacity of ground, and the rigid pile supporting is on relative hard soil layer, and the deformation is subsided to the effective control ground. The 'mouth' -shaped lattice walls are used for blocking and enclosing the soft soil foundation to form a transverse reinforcement body of the foundation, so that the lateral (creeping) deformation of the soft soil foundation is restrained, and the integral stability of the foundation is enhanced. Receive the construction process restriction, when flexible cement mixing stake processing depth reached more than 10 ~ 15m, the treatment effect is unsatisfactory, results in the building to subside and horizontal displacement is big, the utility model discloses changed hydraulic engineering flexible mixing stake composite foundation and handled not more than 12 ~ 15m current situation deeply, greatly increased composite foundation processing depth.
2. The utility model discloses a higher, the better plastic concrete mattress layer of elasticity of intensity, the coordinated deformation of soil between effective adjustment rigid pile, flexible pile, stake, the combined action of full play stake and foundation soil for many stake types composite foundation atress is more reasonable.
3. The utility model relates to an existing vertical reinforcement has horizontal reinforcement's novel composite foundation again to having kept the composite foundation characteristic that takes flexible pile as the main, effectively having satisfied hydraulic structure on the deep weak soil and having had very big popularization and application value to requirements such as foundation intensity, deformation, stability and prevention of seepage.
Drawings
Fig. 1 is a plane reinforcing plan view of a composite foundation combined by a deep soft soil rigid flexible pile and a lattice wall.
Fig. 2 is a sectional view a-a of fig. 1.
FIG. 3 is a plan view of a foundation reinforcement of a composite foundation of the box culvert adopting soft soil rigid flexible piles and lattice walls.
Fig. 4 is a sectional view B-B of fig. 3.
The sequence numbers in the above figures illustrate: the flexible pile 1, the rigid pile 2, the lattice wall 3, the mattress layer 4, the building bottom plate 5 and the building concrete cushion layer 6.
Detailed Description
The present invention will be further described with reference to the accompanying drawings by way of examples.
Example 1
The main bearing layer of a river channel check gate and a water gate is a silt silty soil layer, the thickness of the layer is about 30m, the natural water content of the silt silty soil layer is 32.2% -53.1%, the porosity ratio is 0.951-1.497, the average value of the compression modulus is 3.50MPa, the average impact number of standard penetration is 1.4 impact, and the permeability coefficient is 1.05×10-5～3.51×10-5cm/s, soft plastic shape, high compressibility, low bearing capacity, low shearing strength and the like, and is easy to cause the problems of large settlement deformation, uneven settlement and the like of soft soil.
Referring to fig. 1, the composite foundation combining the deep soft soil rigid flexible piles and the lattice walls comprises a foundation vertical reinforcement body, the lattice walls and a mattress layer.
The foundation vertical reinforcement body is composed of a mixed pile group, and the mixed pile group is formed by uniformly mixing, arranging and combining a plurality of rigid piles 2 and a plurality of flexible piles 1; the pile spacing of the adjacent rigid piles 2 is larger than that of the adjacent flexible piles 1; the number of rigid piles 2 is 20% of the number of flexible piles.
Referring to fig. 2, a plurality of lattice walls 3 are arranged in the foundation vertical reinforcement, each lattice wall 3 is in a plane rectangle in the horizontal plane, and the plane size is 6m × 8 m; each side wall body is formed by continuously arranging a plurality of flexible piles 1, and the depth of the lattice wall is 13m (determined according to the principle that the ratio R of shear stress of foundation soil to ultimate shear strength is less than or equal to 50% of the horizontal depth and exceeds the depth of a deep sliding surface by more than 2 m). The shear-resistant capacity of the wall body on each side of the lattice wall 3 should be greater than the unbalanced shear force to which the lattice wall body is subjected.
The flexible piles 1 are cement soil mixing piles, the diameter of each pile is 0.5m, the length of each pile is 15.0m, and the distance between every two adjacent piles is 1.0m, and the flexible piles are determined by calculation according to the bearing capacity requirement of the foundation.
The rigid piles are prefabricated tubular piles, penetrate through a soft soil layer and are supported on a relatively hard soil layer, the length of each pile is 32m, the diameter of each pile is 0.4, and the pile spacing of the rigid piles is not less than 3 times the diameter of each rigid pile and is 2.0-4.0 m. And (3) backfilling sand in the precast tubular pile, and plugging the pile head by using C25 concrete within 0.5 m.
A mattress layer 4 with the thickness of 0.5m is poured between the foundation slab of the building, the top of the vertical foundation reinforcement and the top of the lattice wall; the top of the flexible pile 1 is positioned at the bottom surface of the mattress layer 4, and the top of the rigid pile 2 extends into the mattress layer 4 by 0.3 m. The foundation slab of the building is composed of a building slab 5 and a building slab concrete cushion layer 6, and the cushion layer 4 is a plastic concrete cushion layer.
During construction, after the site is leveled, the rigid pile 2 is constructed firstly, the flexible pile 1 and the lattice wall 3 are constructed later, and then the mattress layer 4 is poured.
In this embodiment 1, utilize what flexible pile 1 and rigid pile 2 constitute to the full degree of depth reinforcement of deep weak soil, utilize lattice wall 3 restriction weak soil lateral creep, through the better deformability of plastic concrete itself, the coordinated deformation of soil between adjustment rigid pile, flexible pile, the stake guarantees the combined action of stake and foundation soil, has formed the neotype composite foundation of a deep weak soil rigid-flexible pile and lattice wall combination.
Example 2
Referring to fig. 3 and 4, the foundation at the bottom of a culvert is made of silt silty clay, the compressibility is large, the bearing capacity is low, the thickness of a soft soil layer is about 22-30 m, the foundation is reinforced by adopting a composite foundation comprehensive treatment technology combining rigid flexible piles and lattice walls, namely, the flexible piles 1 are arranged in the range of the culvert foundation, the pile diameter is 0.5m, the pile distance is 1.0m, and the pile length is 15.0 m; two rows of lattice walls 3 are arranged at the positions of side lines on two sides of the culvert and the joints of the culvert, and the pile diameter and the pile length of each lattice wall are the same as those of the flexible piles 1; arranging rigid piles 2 at intervals, wherein the pile diameter of each rigid pile 2 is 0.4m, the pile distance is 2.4m, the pile length is 24-32 m, and the pile enters a relative hard soil layer for 2.0 m; a mattress layer 4 is arranged on the foundation treatment layer, and the thickness of the mattress layer 4 is 0.8 m. The project is built in 2015 and 2016. After more than 3 years of operation, no large settlement and displacement are found, the settlement of the culvert is within 30mm, the settlement difference between the sections and the horizontal displacement are less than 10mm, and the foundation treatment achieves good effect.
The above, only be the concrete implementation of the preferred embodiment of the present invention, but the protection scope of the present invention is not limited thereto, and any person skilled in the art is in the technical scope of the present invention, according to the technical solution of the present invention and the utility model, the concept of which is equivalent to replace or change, should be covered within the protection scope of the present invention.
Claims (6)
1. The utility model provides a compound foundation of combination of deep weak soil rigid flexible pile and lattice wall which characterized in that: comprises a foundation vertical reinforcement, a lattice wall and a mattress layer;
the foundation vertical reinforcement body is composed of a mixed pile group, and the mixed pile group is formed by uniformly mixing, arranging and combining a plurality of rigid piles and a plurality of flexible piles; the pile spacing of the adjacent rigid piles is larger than that of the adjacent flexible piles; the number of the rigid piles is 20-30% of the number of the flexible piles;
a plurality of lattice walls are arranged in the foundation vertical reinforcement body, each lattice wall is in a plane rectangle in a horizontal plane, and each side wall body is formed by continuously arranging a plurality of flexible piles;
a mattress layer is arranged between the foundation bottom plate of the building, the top of the foundation vertical reinforcement and the top of the lattice wall; the top of the flexible pile is positioned at the bottom surface of the mattress layer, and the top of the rigid pile extends into the mattress layer;
the flexible piles reinforce the shallow foundation and provide most of bearing capacity of the composite foundation; the rigid pile reinforces the soft soil in full depth, and the rigid and flexible pile forms a vertical reinforcement of the foundation and is used for controlling the settlement deformation of the composite foundation; the lattice walls horizontally reinforce the soft soil foundation to restrain the lateral deformation of the soft soil foundation and form a transverse reinforcement body of the foundation; the flexible piles and the rigid piles are arranged in the enclosure range of the lattice type wall according to the number of piles required by design and are suitable for the contour line of the building.
2. The composite foundation combining the deep soft soil rigid-flexible pile and the lattice wall according to claim 1, characterized in that: the flexible piles are cement soil mixing piles, the pile length and the pile spacing of the flexible piles are calculated and determined according to the requirement of foundation bearing capacity, and the pile length of the flexible piles is 8-15 m; the pile spacing of the flexible piles is 0.8-1.5 m.
3. The composite foundation combining the deep soft soil rigid-flexible pile and the lattice wall according to claim 1, characterized in that: the rigid piles are prefabricated tubular piles or prefabricated piles, the rigid piles penetrate through a soft soil layer and are supported on a relatively hard soil layer, the pile length is 20-40 m, and the pile spacing of the rigid piles is not less than 3 times of the diameter of the rigid piles.
4. A deep soft mattress according to claim 1The composite foundation of combination of soil rigid flexible pile and lattice wall, its characterized in that: the plane area in each lattice wall is not more than 50m2An aspect ratio of less than 4; the depth requirement of each side wall body is that the ratio R of shear stress of foundation soil to ultimate shear strength is less than or equal to 50% of the horizontal depth, and exceeds the depth of a deep sliding surface by more than 2m and is 8-15 m; the shear resistance bearing capacity of each side wall of the lattice wall should be greater than the unbalanced shear force borne by the lattice wall.
5. The composite foundation combining the deep soft soil rigid-flexible pile and the lattice wall according to claim 1, characterized in that: and longitudinal inner partition walls and transverse inner partition walls are additionally arranged in each lattice wall.
6. The composite foundation combining the deep soft soil rigid-flexible pile and the lattice wall according to claim 1, characterized in that: the mattress layer is a plastic concrete layer with the thickness of 0.5 m-1.2 m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201920356392.3U CN209891184U (en) | 2019-03-20 | 2019-03-20 | Deep soft soil rigid-flexible pile and lattice wall combined composite foundation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201920356392.3U CN209891184U (en) | 2019-03-20 | 2019-03-20 | Deep soft soil rigid-flexible pile and lattice wall combined composite foundation |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN209891184U true CN209891184U (en) | 2020-01-03 |
Family
ID=69017587
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201920356392.3U Active CN209891184U (en) | 2019-03-20 | 2019-03-20 | Deep soft soil rigid-flexible pile and lattice wall combined composite foundation |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN209891184U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109778829A (en) * | 2019-03-20 | 2019-05-21 | 安徽省水利水电勘测设计院 | A kind of Deep Thick Soft Ground rigid and flexible pile combines composite foundation with lattice wall |
| CN111810712A (en) * | 2020-07-17 | 2020-10-23 | 中铁十二局集团有限公司 | Push pipe starting construction method for bent pipeline |
-
2019
- 2019-03-20 CN CN201920356392.3U patent/CN209891184U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109778829A (en) * | 2019-03-20 | 2019-05-21 | 安徽省水利水电勘测设计院 | A kind of Deep Thick Soft Ground rigid and flexible pile combines composite foundation with lattice wall |
| CN111810712A (en) * | 2020-07-17 | 2020-10-23 | 中铁十二局集团有限公司 | Push pipe starting construction method for bent pipeline |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN202672093U (en) | Anchoring type dock wall structure of sheet-pile wall | |
| CN111395267A (en) | Core wall rock-fill dam | |
| CN109778829A (en) | A kind of Deep Thick Soft Ground rigid and flexible pile combines composite foundation with lattice wall | |
| CN209891184U (en) | Deep soft soil rigid-flexible pile and lattice wall combined composite foundation | |
| CN111472326A (en) | Method and structure for building gravity dam on deep covering layer | |
| CN103334450B (en) | Construction method of pile precast slab retaining wall with drainage ditch | |
| CN107090837A (en) | Hole reinforced concrete barricade composite supporting construction and its construction method in one kind hole | |
| CN212248108U (en) | Core wall rock-fill dam | |
| CN114753313B (en) | Small-size reservoir dam body seepage prevention structure | |
| CN108411934B (en) | Floating tubular pile, dam retaining structure and construction method thereof | |
| CN206667263U (en) | A kind of foundation pit supporting construction | |
| CN216075134U (en) | Rich water district faces lake sandy soil deep basal pit hillside top construction road structure | |
| CN213476933U (en) | Ecological steel sheet pile island-building cofferdam structure | |
| CN205329735U (en) | Foundation ditch excavation closes on existing shallow foundation protection architecture | |
| CN210887256U (en) | Straight combined sheet pile-ground wall-connecting type frame of water retaining cofferdam | |
| CN211815255U (en) | Rock mass abrupt slope road structure | |
| CN210975403U (en) | Treatment structure of high water level soft soil bridgehead roadbed | |
| CN107130617A (en) | A kind of flat pressure dispersing anchorage cable wall retaining structure of rock matter cut slope | |
| CN207079600U (en) | A kind of flat pressure dispersing anchorage cable wall retaining structure of rock matter cut slope | |
| CN108374392B (en) | River seepage-proofing method and river seepage-proofing structure | |
| CN112323726A (en) | Artificial lake enclosure structure for collapsible loess high-fill area and construction method | |
| CN207331699U (en) | One kind cheats reinforced concrete barricade composite supporting construction in hole | |
| CN215714984U (en) | Lifting structure of sea pond | |
| CN219568637U (en) | Buried drainage box culvert | |
| CN210917236U (en) | Flood drainage channel structure |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CP03 | Change of name, title or address |
Address after: 230088 No. 185 Haitang Road, hi tech Zone, Anhui, Hefei Patentee after: Anhui water resources and Hydropower Survey, design and Research Institute Co.,Ltd. Address before: 230088 No. 185 Haitang Road, Hefei Hi-tech Development Zone, Anhui Province Patentee before: ANHUI SURVEY AND DESIGN INSTITUTE OF WATER CONSERVANCY AND HYDROPOWER |
|
| CP03 | Change of name, title or address | ||
| CP03 | Change of name, title or address |
Address after: 230031, 185 Haitang Road, High tech Development Zone, Hefei City, Anhui Province Patentee after: Anhui water conservancy and hydropower survey and design research institute Co.,Ltd. Guo jiahuodiqu after: Zhong Guo Address before: 230088 No. 185 Haitang Road, Hefei High-tech Zone, Anhui Province Patentee before: Anhui water resources and Hydropower Survey, design and Research Institute Co.,Ltd. Guo jiahuodiqu before: Zhong Guo |
|
| CP03 | Change of name, title or address |