CN108277820A - The construction method of retaining wall structure - Google Patents
The construction method of retaining wall structure Download PDFInfo
- Publication number
- CN108277820A CN108277820A CN201810087125.0A CN201810087125A CN108277820A CN 108277820 A CN108277820 A CN 108277820A CN 201810087125 A CN201810087125 A CN 201810087125A CN 108277820 A CN108277820 A CN 108277820A
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- China
- Prior art keywords
- earth
- retaining
- concrete column
- unloads
- carrier beam
- Prior art date
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- 238000010276 construction Methods 0.000 title claims abstract description 16
- 210000000481 breast Anatomy 0.000 claims abstract description 21
- 239000004927 clay Substances 0.000 claims abstract description 7
- 238000009412 basement excavation Methods 0.000 claims abstract description 4
- 238000000034 method Methods 0.000 claims abstract description 4
- 229910000831 Steel Inorganic materials 0.000 claims description 31
- 239000010959 steel Substances 0.000 claims description 31
- 230000002787 reinforcement Effects 0.000 claims description 12
- 238000007569 slipcasting Methods 0.000 claims description 9
- 239000011083 cement mortar Substances 0.000 claims description 8
- 238000004873 anchoring Methods 0.000 claims description 6
- 230000000295 complement effect Effects 0.000 claims description 6
- 238000005553 drilling Methods 0.000 claims description 6
- 239000000463 material Substances 0.000 claims description 6
- 239000002689 soil Substances 0.000 claims description 5
- 239000004576 sand Substances 0.000 claims description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 4
- 230000001070 adhesive effect Effects 0.000 claims description 3
- 230000015572 biosynthetic process Effects 0.000 claims description 3
- 235000014121 butter Nutrition 0.000 claims description 3
- 238000004140 cleaning Methods 0.000 claims description 3
- 239000011248 coating agent Substances 0.000 claims description 3
- 238000000576 coating method Methods 0.000 claims description 3
- 238000005056 compaction Methods 0.000 claims description 3
- 239000000428 dust Substances 0.000 claims description 3
- 238000009434 installation Methods 0.000 claims description 3
- 239000004570 mortar (masonry) Substances 0.000 claims description 3
- 239000003755 preservative agent Substances 0.000 claims description 3
- 230000002335 preservative effect Effects 0.000 claims description 3
- 239000002002 slurry Substances 0.000 claims description 3
- 230000015271 coagulation Effects 0.000 claims description 2
- 238000005345 coagulation Methods 0.000 claims description 2
- 239000004571 lime Substances 0.000 claims description 2
- 230000005484 gravity Effects 0.000 description 4
- 230000003014 reinforcing effect Effects 0.000 description 3
- 238000010586 diagram Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
Classifications
-
- 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
- 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
- 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
Abstract
The invention discloses a kind of construction methods of retaining wall structure, 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；(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, turnbuckle is used in combination to tense；(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, more particularly to a kind of construction method of retaining wall structure.
Background technology
Traditional retaining wall uses gravity retaining wall, and gravity retaining wall one side cost is higher, on the other hand due to opening
Digging amount is larger, and the earthwork is susceptible to 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.
Invention content
The purpose of the present invention is to provide a kind of construction methods of retaining wall structure to solve safe construction and to save engineering
The problem of cost.
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, soil body resistant slide is reinforced by prestress anchorage cable
Ability.
The native face of the earth-retaining concrete column back of the body is 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 is arranged spacing and is determined according to retaining wall height, 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, the setting of earth-retaining concrete column is smaller than or is equal to 2.8m and is more than
2.5m；When retaining wall height is less than 6.5m and is greater than or equal to 6m, the setting of earth-retaining concrete column is smaller than or is equal to 3.2m
And it is more than 2.8m；When retaining wall height is less than 6m and is greater than or equal to 5.5m, the setting of earth-retaining concrete column is smaller than or waits
In 3.7m and it is more 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 more 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 stretches into base plate, and basic plate thickness is 300~350mm, base plate and earth-retaining concrete column point
Two-step pouring, base plate, which stays, sets preformed hole so that earth-retaining concrete column is inserted into, and base plate buries embedded bar in reserved hole site,
Embedded bar is the reinforcing bar of 2 a diameter of 25~28mm, and breast boards is arranged towards native side in earth-retaining concrete column, and breast boards is using prefabricated
Plate, earth-retaining plate thickness are 10~12mm, and 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, it is 1/3 earth-retaining concrete column height to unload carrier beam installation position, 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 welds, and unloads to be laid with above carrier beam and unloads support plate, and it is 10~12mm to unload support plate and use prefabricated board, unloading plate thickness, 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 passes through concrete capping beam to reserve 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, it is 40~65 degree that the gradient, which is arranged, in prestress anchorage cable, and the angle that the gradient refers to prestress anchorage cable with level here is answered in advance
Power anchor cable upper end is stretched 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 to weld with angle steel；
(5) it unloads the laying of carrier beam top and unloads support plate；
(6) hawser is installed, turnbuckle is used in combination to tense；
(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 is 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 again after making preservative treatment
Hose diameter is 16mm, and one of guide ring is arranged to ensure that steel strand wires are straight every 2m 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, and second is carried out again after the completion unloading to banket to 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 using anchorage after pre- tensioning value.
The Anchoring part slip casting time is to be carried out after anchor cable is packed into.It is 0.4~0.6 that injecting paste material, which uses cement mortar, the ratio of mud,
Cement-sand ratio is 1：1, slurry intensity is greater than or equal to 30MPa.Slip casting will be completed once, and centre must not be interrupted, and wait for that mortar strength reaches
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 thickness is 0.3m, and drainage layer material presss from both sides gravel using sand, in favor of row
Water.
The present invention has the advantages that mechanical property is good, safe and reliable, has preferable application prospect.
Description of the drawings
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 implementation mode
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, and the gradient is arranged towards native face, is 8 degree towards native face and vertical angle, 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 stretches into base plate 10, and 10 thickness of base plate is 320mm, base plate 10 and earth-retaining concrete column 1
It pours at twice, base plate 10, which stays, sets preformed hole so that earth-retaining concrete column 1 is inserted into, and base plate 10 is embedded pre- in reserved hole site
Reinforcing bar is buried, embedded bar is the reinforcing bar of 2 a diameter of 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, 2 thickness of breast boards is 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 it is 1/3 earth-retaining concrete column, 1 height to unload 9 installation position of carrier beam, and it is 500mm, unloading to unload 9 height of carrier beam
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 is welded with angle steel 3, and unloading carrier beam 9, support plate 8 is unloaded in laying above, unloads support plate 8 and uses prefabricated board, unloading 8 thickness of support plate is
12mm unloads 9 right side of carrier beam and reserves inclined hole, so that hawser 5 penetrates, setting concrete capping beam 4, coagulation soil pressure 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, 5 middle part setting flower of hawser
Basket screw 6 adjusts the elasticity of hawser 5, and it is 50 degree that the gradient, which is arranged, in prestress anchorage cable 7,7 upper end of prestress anchorage cable is stretched 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, turnbuckle 6 is used in combination to tense；
(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 again after making preservative treatment, and PVC is soft
Pipe diameter is 16mm, and one of guide ring is arranged to ensure that steel strand wires are straight every 2m in free segment steel strand wires.
Prestressd anchor cable tensioning use two times tensioning, unload banket above support plate 8 fill half when carry out for the first time
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 again after the completion of filling
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 using anchorage after pre- tensioning value.
The Anchoring part slip casting time is to be carried out after anchor cable is packed into.Injecting paste material uses cement mortar, the ratio of mud 0.5, sand-lime
Than being 1：1, slurry intensity is greater than or equal to 30MPa.Slip casting will be completed once, and centre must not be interrupted, and wait for that mortar strength reaches
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 thickness is 0.3m, and drainage layer material presss from both sides gravel using sand, in favor of
Draining.
Claims (1)
1. a kind of construction method of retaining wall structure, 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, and entirety is formed by hawser and retaining wall；Earth-retaining
The native face of the concrete column back of the body is 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 it is 10~12mm, breast boards that breast boards, which uses prefabricated board, earth-retaining plate thickness,
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 to weld with angle steel；It pours and unloads carrier beam concrete；
It is 1/3 earth-retaining concrete column height to unload carrier beam installation position, 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, angle steel is welded with earth-retaining concrete column main reinforcement, is unloaded carrier beam lower part main reinforcement and is welded with angle steel
It connects；
(5) it unloads the laying of carrier beam top and unloads support plate；
It is 10~12mm to unload support plate and use prefabricated board, unloading plate thickness, unloads and reserves inclined hole on the right side of carrier beam, so that hawser penetrates；
(6) hawser is installed, turnbuckle is used in combination to tense；
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 stretches into concrete capping beam and reserves inclined hole anchorage
It is fixed；
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 is 0.1~0.2MPa, and 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 portals whole remove of dust in hole and water outside, and 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, a diameter of 16mm of PVC hose again after making preservative treatment, and free segment steel strand wires are set every 2m
One of guide ring is set to ensure that steel strand wires are straight；
Prestressd anchor cable tensioning uses two times tensioning, bankets on breast boards and carries out first time tensioning when filling half, the
Single tension value is 0.22 times of anchorage cable design value of thrust, and second is carried out again after the completion unloading to banket to fill above support plate
It draws, second of tensioning value is 1.1 times of anchorage cable design value of thrust；It is locked using anchorage after tensioning to pre- tensioning value；
The Anchoring part slip casting time is to be carried out after anchor cable is packed into；It is 0.4~0.6 that injecting paste material, which uses cement mortar, the ratio of mud, sand-lime
Than being 1：1, slurry intensity is greater than or equal to 30MPa；Slip casting will be completed once, and centre must not be interrupted, and wait for that mortar strength reaches
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 thickness is 0.3m, and drainage layer material presss from both sides gravel using sand, in favor of draining.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810087125.0A CN108277820B (en) | 2016-04-07 | 2016-04-07 | The construction method of retaining wall structure |
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 |
| CN201810087125.0A CN108277820B (en) | 2016-04-07 | 2016-04-07 | The construction method of retaining wall structure |
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| CN201610288377.0A Division CN105926667B (en) | 2016-04-07 | 2016-04-07 | A kind of retaining wall |
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| CN108277820A true CN108277820A (en) | 2018-07-13 |
| CN108277820B CN108277820B (en) | 2019-11-05 |
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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 |
| 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 |
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| CN201810087053.XA Active CN108560580B (en) | 2016-04-07 | 2016-04-07 | Earth-retaining wall construction method |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
Families Citing this family (5)
| 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 |
| 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 |
| CN109457726A (en) * | 2018-12-29 | 2019-03-12 | 仵社教 | A kind of barricade and its optimum design method with shear resisting board |
| 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 |
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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 |
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| 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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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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
- 2016-04-07 CN CN201810087082.6A patent/CN108277819B/en active Active
- 2016-04-07 CN CN201810087125.0A patent/CN108277820B/en active Active
- 2016-04-07 CN CN201610288377.0A patent/CN105926667B/en active Active
- 2016-04-07 CN CN201810087053.XA patent/CN108560580B/en active Active
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Also Published As
| Publication number | Publication date |
|---|---|
| CN105926667B (en) | 2018-05-15 |
| CN108560580A (en) | 2018-09-21 |
| CN108560580B (en) | 2019-11-05 |
| CN108277819A (en) | 2018-07-13 |
| CN105926667A (en) | 2016-09-07 |
| CN108277820B (en) | 2019-11-05 |
| CN108277819B (en) | 2019-11-05 |
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