CN108560580B - Earth-retaining wall construction method - Google Patents
Earth-retaining wall construction method Download PDFInfo
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- CN108560580B CN108560580B CN201810087053.XA CN201810087053A CN108560580B CN 108560580 B CN108560580 B CN 108560580B CN 201810087053 A CN201810087053 A CN 201810087053A CN 108560580 B CN108560580 B CN 108560580B
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- earth
- retaining
- concrete column
- unloads
- carrier beam
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/02—Retaining or protecting walls
- E02D29/0258—Retaining or protecting walls characterised by constructional features
- E02D29/0275—Retaining or protecting walls characterised by constructional features cast in situ
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/02—Retaining or protecting walls
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/02—Retaining or protecting walls
- E02D29/0225—Retaining or protecting walls comprising retention means in the backfill
- E02D29/0233—Retaining or protecting walls comprising retention means in the backfill the retention means being anchors
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- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a kind of earth-retaining wall construction methods, it is characterized in that construction procedure includes: at (1) earth excavation to base plate bottom surface absolute altitude, supporting module simultaneously pours basic board concrete；(2) breast boards is installed；(3) earth-retaining concrete column and concrete capping beam are poured；(4) it pours and unloads carrier beam concrete；(5) it unloads the laying of carrier beam top and unloads support plate；(6) hawser is installed, and is tensed with turnbuckle；(7) construction prestress anchorage cable is straight；(8) clay is filled above support plate unloading, unload and drainage layer is set in the middle part of the argillic horizon of carrier beam top.
Description
Technical field
The present invention relates to building field, in particular to a kind of earth-retaining wall construction method.
Background technique
Traditional retaining wall uses gravity retaining wall, gravity retaining wall one side higher cost, on the other hand due to opening
Digging amount is larger, and the earthwork is easy to appear unstable stance, make gravity retaining wall construction when safety coefficient reduce, ground not
Gravity retaining wall is built in good area can increase the burden of ground, and foundation stability allows people to worry, and how large area be avoided to excavate
It is the project that engineering staff faces with engineering cost is saved.
Summary of the invention
The purpose of the present invention is to provide a kind of earth-retaining wall construction methods to solve safe construction and to save engineering cost
Problem.
The present invention is arranged at 1/3 earth-retaining concrete column height to unload carrier beam and unloads support plate, passes through hawser and retaining wall shape
It is integral, active earth pressure is balanced by the native weight unloaded above support plate, reinforces soil body resistant slide by prestress anchorage cable
Ability.
Earth-retaining concrete column carries on the back native face to be vertical vertical, and the gradient is arranged towards native face, is 5~10 towards native face and vertical angle
Degree, earth-retaining concrete column section is down big up small, and earth-retaining concrete column advantageously reduces active earth pressure towards the native face setting gradient.Gear
Earth concrete column be arranged spacing according to retaining wall height determine, here retaining wall height refer to concrete capping beam elevation of top with
The distance between ground elevation, when retaining wall height is greater than or equal to 7m, it is 2.5m that spacing, which is arranged, in earth-retaining concrete column；Work as gear
When cob wall height is less than 7m and is greater than or equal to 6.5m, earth-retaining concrete column setting spacing is less than or equal to 2.8m and is greater than
2.5m；When retaining wall height is less than 6.5m and is greater than or equal to 6m, earth-retaining concrete column is arranged spacing and is less than or equal to 3.2m
And it is greater than 2.8m；When retaining wall height is less than 6m and is greater than or equal to 5.5m, earth-retaining concrete column setting spacing is less than or waits
In 3.7m and it is greater than 3.2m；When retaining wall height is less than 5.5m and is greater than or equal to 5m, it is small that spacing is arranged in earth-retaining concrete column
In 4.3m and it is greater than 3.7m；When retaining wall height is less than 5m, it is 4.3m that spacing, which is arranged, in earth-retaining concrete column.
Earth-retaining concrete column protrudes into base plate, and base plate is with a thickness of 300~350mm, base plate and earth-retaining concrete column point
Two-step pouring, base plate, which stays, sets preformed hole so as to the insertion of earth-retaining concrete column, and base plate buries embedded bar in reserved hole site,
Embedded bar is the reinforcing bar that 2 diameters are 25~28mm, and breast boards is arranged towards native side in earth-retaining concrete column, and breast boards is using prefabricated
Plate, for breast boards with a thickness of 10~12mm, breast boards is reserved to unload carrier beam and angle steel mounting hole, is arranged in the lower part of earth-retaining concrete column
Carrier beam is unloaded, unloading carrier beam setting position is 1/3 earth-retaining concrete column height, and unloading depth of beam is 400~600mm, unloads carrier beam and passes through
Angle steel couples with the formation of earth-retaining concrete column, and angle steel is welded with earth-retaining concrete column main reinforcement, unloads carrier beam lower part main reinforcement and angle
Steel welding unloads to be laid with above carrier beam and unloads support plate, unloads support plate using prefabricated board, and unloading plate thickness is 10~12mm, is unloaded on the right side of carrier beam
Concrete capping beam is arranged so that hawser penetrates in reserved inclined hole at the top of retaining wall, concrete bear down on one depth of beam be 500~
700mm, hawser upper end, which passes through concrete capping beam, to be reserved inclined hole and is fixed on concrete capping beam upper end with anchorage, under hawser
End is fixed on anchorage and unloads carrier beam lower end across unloading carrier beam and reserve inclined hole, and setting turnbuckle adjusts hawser in the middle part of hawser
Elasticity, prestress anchorage cable be arranged the gradient be 40~65 degree, here the gradient refer to prestress anchorage cable with level angle, answer in advance
Power anchor cable upper end is protruded into the reserved inclined hole of concrete capping beam and is fixed with anchorage.
Construction procedure includes:
(1) at earth excavation to base plate bottom surface absolute altitude, supporting module simultaneously pours basic board concrete, and when supporting module is pre-
Stay earth-retaining concrete column pouring hole and embedded embedded bar；
(2) breast boards is installed；
(3) breast boards is arranged complementary modulus plate in angle steel position of mounting hole, pours directly as the right side template of earth-retaining concrete column
Build earth-retaining concrete column and concrete capping beam；
(4) it excavates the earthwork on the right side of earth-retaining concrete column and complementary modulus plate is removed, by angle steel and earth-retaining to Liang Dibubiaogaochu is unloaded
Concrete column main reinforcement is welded；Then carrier beam lower part main reinforcement will be unloaded and angle steel welds；
(5) it unloads the laying of carrier beam top and unloads support plate；
(6) hawser is installed, and is tensed with turnbuckle；
(7) construction prestress anchorage cable
Anchor cable drilling uses drilled dry, to ensure hole wall adhesive property, if meeting the hole that collapses, should stop to bore immediately, carry out grouting for braced wall
Processing, grouting pressure are 0.1~0.2MPa, and after cement mortar initial set, cleaning bottom of hole is crept into again.Height must be used after the completion of drilling
Press air that dust in hole and water whole removing portal outer, in order to avoid reduce the adhesion strength of cement mortar and hole wall, wind pressure 0.2
~0.4MPa；Anchor cable divides free segment and Anchoring part；Free segment steel strand wires coating butter covers PVC hose, PVC after making preservative treatment again
Hose diameter is 16mm, and one of guide ring is arranged every 2m to guarantee that steel strand wires are straight in free segment steel strand wires.
Prestressd anchor cable tensioning uses two times tensioning, bankets on breast boards and carries out opening for the first time when filling half
It draws, first time tensioning value is 0.22 times of anchorage cable design value of thrust, carries out second again after the completion of unloading and banketing and fill above support plate
Secondary tensioning, second of tensioning value are 1.1 times of anchorage cable design value of thrust, prevent the loss of prestress in work progress.Tensioning is arrived
It is locked after pre- tensioning value using anchorage.
The Anchoring part slip casting time is to carry out after anchor cable is packed into.Injecting paste material uses cement mortar, and the ratio of mud is 0.4~0.6,
Cement-sand ratio is 1:1, and slurry intensity is greater than or equal to 30MPa.Slip casting will be completed once, and centre must not be interrupted, and reach to mortar strength
To after 30MPa, anchorage cable stretching can be carried out.Free segment slip casting carries out after second of tensioning.
(8) clay is filled above support plate unloading, clay is 400~500mm using layering hand compaction, lift height, is unloaded
Drainage layer is set in the middle part of the argillic horizon of carrier beam top, and drainage layer presss from both sides gravel using sand with a thickness of 0.3m, drainage layer material, in favor of row
Water.
The present invention has the advantages that mechanical property is good, safe and reliable, with good application prospect.
Detailed description of the invention
Fig. 1 is retaining wall schematic diagram.
Attached drawing mark: 1, earth-retaining concrete column, 2, breast boards, 3, angle steel, 4, concrete capping beam, 5, hawser, 6, flower
Basket screw, 7, prestress anchorage cable, 8, unload support plate, 9, unload carrier beam, 10, base plate.
Specific embodiment
The present embodiment is described in detail below in conjunction with attached drawing.
The present embodiment highly locates setting and unloads carrier beam 9 and to unload support plate 8 in 1/3 earth-retaining concrete column 1, passes through hawser 5 and gear
Cob wall forms entirety, balances active earth pressure by the native weight unloaded above support plate 8, reinforces soil by prestress anchorage cable 7
Body resistant slide ability.
It is vertical vertical that earth-retaining concrete column 1, which carries on the back native face, is 8 degree towards native face and vertical angle towards the native face setting gradient, gear
1 section of earth concrete column is down big up small, and earth-retaining concrete column 1 advantageously reduces active earth pressure towards the native face setting gradient.Earth-retaining
It is 4.5m that spacing, which is arranged, in concrete column 1.
Earth-retaining concrete column 1 protrudes into base plate 10, and base plate 10 is with a thickness of 320mm, base plate 10 and earth-retaining concrete column 1
It pours in two times, base plate 10, which stays, sets preformed hole so as to the insertion of earth-retaining concrete column 1, and base plate 10 is embedded pre- in reserved hole site
Reinforcing bar is buried, embedded bar is the reinforcing bar that 2 diameters are 25mm, and breast boards 2 is arranged towards native side in earth-retaining concrete column 1, and breast boards 2 is adopted
With prefabricated board, breast boards 2 is with a thickness of 12mm, and breast boards 2 is reserved to unload 3 mounting hole of carrier beam 9 and angle steel, in earth-retaining concrete column 1
Carrier beam 9 is unloaded in lower part setting, and unloading carrier beam 9 position is arranged is 1/3 earth-retaining concrete column, 1 height, and unloading 9 height of carrier beam is 500mm, unloading
Beam 9 is coupled by angle steel 3 with the formation of earth-retaining concrete column 1, and angle steel 3 is welded with 1 main reinforcement of earth-retaining concrete column, unloads carrier beam 9
Lower part main reinforcement and angle steel 3 weld, and unload carrier beam 9 and are laid with above and unload support plate 8, unload support plate 8 using prefabricated board, unload support plate 8 with a thickness of
12mm is unloaded and is reserved inclined hole on the right side of carrier beam 9, so that hawser 5 penetrates, concrete capping beam 4, coagulation soil pressure are arranged at the top of retaining wall
4 height of top beam is 600mm, and 5 upper end of hawser reserves inclined hole across concrete capping beam 4 and is fixed on concrete capping beam with anchorage
4 upper ends, 5 lower end of hawser, which passes through to unload carrier beam 9 and reserve inclined hole and be fixed on anchorage, unloads 9 lower end of carrier beam, and flower is arranged in the middle part of hawser 5
Basket screw 6 adjusts the elasticity of hawser 5, and it is 50 degree that the gradient, which is arranged, in prestress anchorage cable 7, and 7 upper end of prestress anchorage cable is protruded into mixed
Solidifying soil pressure top beam 4 is reserved inclined hole and is fixed with anchorage.
Construction procedure includes:
(1) at earth excavation to 10 bottom surface absolute altitude of base plate, supporting module simultaneously pours 10 concrete of base plate, supporting module
When reserved 1 pouring hole of earth-retaining concrete column and embedded embedded bar；
(2) breast boards 2 is installed；
(3) complementary modulus is arranged in 3 position of mounting hole of angle steel directly as the right side template of earth-retaining concrete column 1 in breast boards 2
Plate pours earth-retaining concrete column 1 and concrete capping beam 4；
(4) excavate the 1 right side earthwork of earth-retaining concrete column to unloading at 9 elevation of bottom of carrier beam, remove complementary modulus plate, by angle steel 3 with
1 main reinforcement of earth-retaining concrete column is welded；Then 9 lower part main reinforcement of carrier beam will be unloaded to weld with angle steel 3；It pours and unloads 9 concrete of carrier beam；
(5) it unloads the laying of 9 top of carrier beam and unloads support plate 8；
(6) hawser 5 is installed, and is tensed with turnbuckle 6；
(7) construction prestress anchorage cable 7
Anchor cable drilling uses drilled dry, to ensure hole wall adhesive property, if meeting the hole that collapses, should stop to bore immediately, carry out grouting for braced wall
Processing, grouting pressure 0.15MPa, after cement mortar initial set, cleaning bottom of hole is crept into again.High pressure must be used empty after the completion of drilling
Gas dust in hole and water are all removed portal it is outer, in order to avoid reduce the adhesion strength of cement mortar and hole wall, wind pressure is 0.2~
0.4MPa；Anchor cable divides free segment and Anchoring part；Free segment steel strand wires coating butter covers PVC hose after making preservative treatment again, and PVC is soft
Pipe diameter is 16mm, and one of guide ring is arranged every 2m to guarantee that steel strand wires are straight in free segment steel strand wires.
Prestressd anchor cable tensioning uses two times tensioning, carries out opening for the first time when unloading and banketing above support plate 8 and fill half
It draws, first time tensioning value is 0.22 times of anchorage cable design value of thrust, bankets on breast boards 2 and carries out second after the completion of filling again
Secondary tensioning, second of tensioning value are 1.1 times of anchorage cable design value of thrust, prevent the loss of prestress in work progress.Tensioning is arrived
It is locked after pre- tensioning value using anchorage.
The Anchoring part slip casting time is to carry out after anchor cable is packed into.Injecting paste material uses cement mortar, the ratio of mud 0.5, sand-lime
Than for 1:1, slurry intensity is greater than or equal to 30MPa.Slip casting will be completed once, and centre must not be interrupted, and reach to mortar strength
After 30MPa, anchorage cable stretching can be carried out.Free segment slip casting carries out after second of tensioning.
(8) clay is filled above support plate 8 unloading, clay is 400~500mm using layering hand compaction, lift height, is unloaded
Drainage layer is set in the middle part of 9 top argillic horizon of carrier beam, drainage layer presss from both sides gravel using sand with a thickness of 0.3m, drainage layer material, in favor of
Draining.
Claims (1)
1. a kind of earth-retaining wall construction method, it is characterized in that construction procedure includes:
(1) at earth excavation to base plate bottom surface absolute altitude, supporting module simultaneously pours basic board concrete, reserved gear when supporting module
Earth concrete column pouring hole and embedded embedded bar；
Setting unloads carrier beam and unloads support plate at 1/3 earth-retaining concrete column height, forms entirety by hawser and retaining wall；Earth-retaining
Concrete column carries on the back native face to be vertical vertical, and the gradient is arranged towards native face, is 5~10 degree towards native face and vertical angle, earth-retaining concrete
Column section is down big up small；
(2) breast boards is installed；
Breast boards is arranged towards native side in earth-retaining concrete column, and breast boards uses prefabricated board, and breast boards is with a thickness of 10~12mm, breast boards
Reserved to unload carrier beam and angle steel mounting hole, in the lower part of earth-retaining concrete column, carrier beam is unloaded in setting；
(3) breast boards is arranged complementary modulus plate in angle steel position of mounting hole, pours gear directly as the right side template of earth-retaining concrete column
Earth concrete column and concrete capping beam；
(4) it excavates the earthwork on the right side of earth-retaining concrete column and complementary modulus plate is removed, by angle steel and earth-retaining coagulation to Liang Dibubiaogaochu is unloaded
Earth pillar main reinforcement is welded；Then carrier beam lower part main reinforcement will be unloaded and angle steel welds；It pours and unloads carrier beam concrete；
Unloading carrier beam setting position is 1/3 earth-retaining concrete column height, and unloading depth of beam is 400~600mm, unloads carrier beam and passes through angle steel
Couple with the formation of earth-retaining concrete column；
(5) it unloads the laying of carrier beam top and unloads support plate；
Support plate is unloaded using prefabricated board, unloading plate thickness is 10~12mm, unloads and reserves inclined hole on the right side of carrier beam, so that hawser penetrates；
(6) hawser is installed, and is tensed with turnbuckle；
Concrete capping beam is set at the top of retaining wall, and concrete bears down on one depth of beam as 500~700mm, and hawser upper end passes through mixed
Solidifying soil pressure top beam reserves inclined hole and is fixed on concrete capping beam upper end with anchorage, and hawser lower end, which passes through, unloads the reserved inclined hole use of carrier beam
Anchorage, which is fixed on, unloads carrier beam lower end, and turnbuckle is arranged in the middle part of hawser to adjust the elasticity of hawser；
(7) construction prestress anchorage cable
It is 40~65 degree that the gradient, which is arranged, in prestress anchorage cable, and prestress anchorage cable upper end protrudes into concrete capping beam and reserves inclined hole anchorage
It is fixed；
Anchor cable divides free segment and Anchoring part；Free segment steel strand wires coating butter covers PVC hose, PVC hose after making preservative treatment again
Diameter is 16mm, and one of guide ring is arranged every 2m to guarantee that steel strand wires are straight in free segment steel strand wires；
The Anchoring part slip casting time is to carry out after anchor cable is packed into；Injecting paste material uses cement mortar, and the ratio of mud is 0.4~0.6, sand-lime
Than for 1:1, slurry intensity is greater than or equal to 30MPa；Slip casting will be completed once, and centre must not be interrupted, and reach to mortar strength
After 30MPa, anchorage cable stretching can be carried out；Free segment slip casting carries out after second of tensioning；
(8) clay is filled above support plate unloading, clay is 400~500mm using layering hand compaction, lift height, unloads carrier beam
Drainage layer is set in the middle part of the argillic horizon of top, and drainage layer presss from both sides gravel using sand with a thickness of 0.3m, drainage layer material, in favor of draining.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810087053.XA CN108560580B (en) | 2016-04-07 | 2016-04-07 | Earth-retaining wall construction method |
Applications Claiming Priority (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610288377.0A CN105926667B (en) | 2016-04-07 | 2016-04-07 | A kind of retaining wall |
| CN201810087053.XA CN108560580B (en) | 2016-04-07 | 2016-04-07 | Earth-retaining wall construction method |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201610288377.0A Division CN105926667B (en) | 2016-04-07 | 2016-04-07 | A kind of retaining wall |
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| CN108560580A CN108560580A (en) | 2018-09-21 |
| CN108560580B true CN108560580B (en) | 2019-11-05 |
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| CN201610288377.0A Active CN105926667B (en) | 2016-04-07 | 2016-04-07 | A kind of retaining wall |
| CN201810087053.XA Active CN108560580B (en) | 2016-04-07 | 2016-04-07 | Earth-retaining wall construction method |
| CN201810087082.6A Active CN108277819B (en) | 2016-04-07 | 2016-04-07 | A kind of retaining wall structure |
| CN201810087125.0A Active CN108277820B (en) | 2016-04-07 | 2016-04-07 | The construction method of retaining wall structure |
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| CN201810087082.6A Active CN108277819B (en) | 2016-04-07 | 2016-04-07 | A kind of retaining wall structure |
| CN201810087125.0A Active CN108277820B (en) | 2016-04-07 | 2016-04-07 | The construction method of retaining wall structure |
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Families Citing this family (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106592626B (en) * | 2016-11-18 | 2019-06-18 | 广东省基础工程集团有限公司 | A kind of construction method of the retaining wall structure for superelevation embankment |
| CN108678001A (en) * | 2018-08-08 | 2018-10-19 | 上海勘测设计研究院有限公司 | A kind of box-type retaining wall |
| CN108797636A (en) * | 2018-09-06 | 2018-11-13 | 中铁二院北方勘察设计有限责任公司 | A kind of upper font retaining wall structure and its construction method |
| JP6482715B1 (en) * | 2018-10-18 | 2019-03-13 | ケミカルグラウト株式会社 | Support structure and support method for anti-side pressure structure |
| CN109457726B (en) * | 2018-12-29 | 2024-09-17 | 仵社教 | Retaining wall with shear plates and optimal design method thereof |
| CN110397050B (en) * | 2019-08-05 | 2020-07-14 | 河北工业大学 | Beam-anchor type light drainage retaining wall and construction method thereof |
| CN115075306B (en) * | 2022-07-05 | 2024-07-23 | 四川省交通运输发展战略和规划科学研究院 | Isolation wall structure for protecting building safety in normal fault and construction method thereof |
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| CN2197388Y (en) * | 1994-05-10 | 1995-05-17 | 彭高培 | T-shape retaining wall |
| JP2013136922A (en) * | 2011-12-28 | 2013-07-11 | Ohbayashi Corp | Earth retaining wall supporting method, earth retaining wall supporting structure, and underground skeleton constructing method |
| CN103452132A (en) * | 2013-09-05 | 2013-12-18 | 江苏省交通科学研究院股份有限公司 | Retaining wall |
| CN103572775A (en) * | 2012-07-30 | 2014-02-12 | 深圳市工勘岩土工程有限公司 | Semi-assembly type retaining wall of soil filling slope and construction method for semi-assembly type retaining wall |
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| CN201212151Y (en) * | 2008-07-01 | 2009-03-25 | 中铁二院工程集团有限责任公司 | Retaining wall foundation structure |
| CN202730796U (en) * | 2012-06-29 | 2013-02-13 | 深圳市工勘岩土工程有限公司 | Existing retaining wall rib plate type unloading reinforcing structure |
| CN205557560U (en) * | 2016-04-07 | 2016-09-07 | 叶香雄 | Retaining wall |
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- 2016-04-07 CN CN201610288377.0A patent/CN105926667B/en active Active
- 2016-04-07 CN CN201810087053.XA patent/CN108560580B/en active Active
- 2016-04-07 CN CN201810087082.6A patent/CN108277819B/en active Active
- 2016-04-07 CN CN201810087125.0A patent/CN108277820B/en active Active
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|---|---|---|---|---|
| CN2197388Y (en) * | 1994-05-10 | 1995-05-17 | 彭高培 | T-shape retaining wall |
| JP2013136922A (en) * | 2011-12-28 | 2013-07-11 | Ohbayashi Corp | Earth retaining wall supporting method, earth retaining wall supporting structure, and underground skeleton constructing method |
| CN103572775A (en) * | 2012-07-30 | 2014-02-12 | 深圳市工勘岩土工程有限公司 | Semi-assembly type retaining wall of soil filling slope and construction method for semi-assembly type retaining wall |
| CN103452132A (en) * | 2013-09-05 | 2013-12-18 | 江苏省交通科学研究院股份有限公司 | Retaining wall |
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| 衡重式桩板挡墙的应用与研究;刘永春等;《铁道建筑》;20101231(第10期);第73-76页 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN108277819B (en) | 2019-11-05 |
| CN108277819A (en) | 2018-07-13 |
| CN108277820B (en) | 2019-11-05 |
| CN105926667B (en) | 2018-05-15 |
| CN105926667A (en) | 2016-09-07 |
| CN108277820A (en) | 2018-07-13 |
| CN108560580A (en) | 2018-09-21 |
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