CN107012875A - Basement supporting - Google Patents
Basement supporting Download PDFInfo
- Publication number
- CN107012875A CN107012875A CN201710354673.0A CN201710354673A CN107012875A CN 107012875 A CN107012875 A CN 107012875A CN 201710354673 A CN201710354673 A CN 201710354673A CN 107012875 A CN107012875 A CN 107012875A
- Authority
- CN
- China
- Prior art keywords
- waist rail
- basement
- billet
- steel
- pile
- 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.)
- Granted
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
-
- 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
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
- E02D5/76—Anchorings for bulkheads or sections thereof in as much as specially adapted therefor
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/0007—Base structures; Cellars
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
- E02D2300/002—Concrete
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
- E02D2300/0021—Mortar
Abstract
The invention discloses a kind of basement supporting, it is characterized in that the first operating mode basement supporting construction is using as follows：Support pile uses cast-in-situ bored pile, water-stop curtain uses three axle cement mixing piles, direction top sets first of steel waist rail on the inside of support pile, prestressed cable anchorage is in first of steel waist rail, the reinforcing sector width of basement passive area is 1m scopes within the tangent line of support pile outward flange, and stabilization zone depth is 1.5m~2m below basement substrate；First time bracing members are set between first of steel waist rail and billet；Second operating mode basement supporting construction is using as follows：Second steel waist rail is set on the inside of support pile in the middle part of direction, second prestressed cable anchorage is in second steel waist rail, billet is set above engineering pile, second of bracing members is set between billet and first of steel waist rail, second of bracing members is set between billet and second steel waist rail.
Description
Technical field
The present invention relates to a kind of basement supporting, more particularly to the basement supporting without concrete to support.
Background technology
Traditional basement support technology is basement supporting there is provided concrete maintains basement supporting stable to supportting, but
It is that concrete can greatly increase basement support cost to support, very big influence also is caused to earthwork outward transport in addition, so as to be delayed
Construction period.If by the safe and orderly adjustment of stress in basement Bracing Process, transfer and reallocated, make basement
Supporting obviously can obtain significant economic benefit and duration benefit in the case of without inner support.But how in basement branch
No concrete is avoided in shield work progress to problem that safety problem in the case of support is that engineering staff faces.
The content of the invention
The present invention is to provide a kind of basement supporting, solves problem of the prior art.
Therefore, the present invention takes certain technical measures plays the inner supporting structure body that temporary support is acted on progressively to replace
System, so as to ensure after provisional bracing demolition, engineering construction can continue safely and conveniently to carry out.The present invention is applied to excavate deeply
Spend for the basement of 3.5~5m depth.
First operating mode basement supporting construction is using as follows：
Support pile uses cast-in-situ bored pile, a diameter of 600~900mm of cast-in-situ bored pile.From support pile central point outside
Water-stop curtain is set to 1.5~2m, and water-stop curtain uses three axle cement mixing piles, and three axle cement mixing pile stake footpaths are 600mm
Or 500mm, adjacent three axles cement mixing pile is mutually twisted, and occlusion distance is 200mm or 150mm.Direction on the inside of support pile
Top sets first of steel waist rail, first of steel waist rail top mark high, first steel waist rail and supporting identical with support pile top mark height
The embedded bar of stake is welded to connect, and prestressed cable anchorage is in first of steel waist rail, and 1.5~2.5m of digging depth positions are in engineering
The engineering pile that stake is placed above below billet, billet has 2~4.Billet thickness is 10~12cm, and billet is set
Position is fluted in the middle of billet from 13~15m of basement edge, and recessed poor depth is 8~12mm, and length and width is 10~
15cm, the reinforcing sector width of basement passive area is 1m scopes within the tangent line of support pile outward flange, and stabilization zone depth is basement
1.5m~2m below substrate.First time bracing members are set between first of steel waist rail and billet.
Second operating mode basement supporting construction is using as follows：
Second steel waist rail is set on the inside of support pile in the middle part of direction, and second steel waist bottom elevation is first time earth excavation
The embedded bar of depth, second steel waist rail and support pile is welded to connect, and second prestressed cable anchorage is in second steel waist
Beam, engineering pile is cut in second of earth excavation, engineering pile top mark height, engineering identical with basement bottom board substrate absolute altitude
Stake sets billet above, and second of bracing members, billet and second steel waist are set between billet and first of steel waist rail
Second of bracing members is set between beam.
Construction procedure includes：
(1), construction work stake.Set construction elevation and second waist rail elevation of top at the top of the engineering pile of billet neat
Flat, Other Engineering stake top portion construction elevation is 10cm below the absolute altitude of basement bottom board bottom.
(2), construction supporting stake.
(3), construction water-stop curtain.
(4) basement passive area, is reinforced.
Basement passive area, which is reinforced, uses churning concrete stake.
(5), first of steel waist rail of construction and prestress anchorage cable.
The embedded bar of first of steel waist rail and support pile is welded.
Steel waist rail presses continuous beam calculating.During the moment of flexure design value of waist rail, anchor cable pulling force takes the base calculated during structural analysis
This combined effect is used as fulcrum axial-load effect value.
Steel waist rail is from single channel-section steel or double flute steel or double I-steel, when from double flute steel or double I-steel, steel wale
Entirety should be welded as, is welded to connect and uses fillet weld, weld bead height is no less than 8mm.
The construction of first steel waist rail is constructed prestress anchorage cable after finishing.
Prestress anchorage cable technical parameter is using as follows：When anchor rope grouting uses cement mortar, the ratio of mud preferably takes 0.45~
0.50；During using cement mortar, the ratio of mud preferably takes 0.40~0.45, and cement-sand ratio preferably takes 0.5~1.0, and mix is preferably selected with sand
Medium-fine sand, clay content must not exceed the 3% of sand weight.3%.During using secondary pressure grouting process, secondary pressure slip casting is preferably adopted
With the cement mortar of the ratio of mud 0.50~0.55, secondary grouting pipe answers lashing on the body of rod, and the end grout outlet of Grouting Pipe should
Taking prevents that slurries are into the seal approach of Grouting Pipe before slip casting, and during secondary pressure slip casting, grouting pressure is not preferably less than 1.5MPa；
When being segmented secondary grouting technique using anchoring section, slip casting is carried out preferably after the intensity of hole body grouting soil reaches 5MPa, splitting
The slurry outlet of Grouting Pipe should be set along anchor rod anchored section of total length, grouting sequence should since anchor pole end, be segmented from inside to outside according to
It is secondary to carry out.
Anchor cable construction is using as follows：
1) after the intensity of injecting cement paste reaches the 75% of design strength and not less than 15MPa, the tensioning of anchor cable can be carried out
Locking.
2) using the method for the overall tensioning fixation of steel strand wires.
3) anchorage cable stretching should be loaded gently, and loading classification is not preferably greater than 0.3, and the interval time of every grade of load is not less than
3min；Before anchor cable locking, stable a period of time should be kept under maximum stretching force, to sandy soil stratum, stabilization time should be greater than
5min~10min, to cohesive soil stratum, stabilization time should be greater than 15min.
4) anchor cable rope timing, (1.1~1.15) times of the desirable design tensioning lock definite value of tensioning value.
5) in the 48h after anchor cable locking, when anchor cable pulling force is less than design lock value 90%, it should be locked again；
Anchor cable locking is still considered as loss of prestress caused by adjacent anchorage cable stretching locking, when anchor cable pulling force is less than design lock value
When 90%, it should be locked again.
6) anchor cable outer end preferably uses cold cut segmentation method to cut off after locking；Steel strand wires after being cut outside anchorage retain length not
50mm is should be less than, during using thermal cutting, no less than 80mm.
(6), at the top of local excavation's basement periphery soil to second steel waist rail.
(7), first time bracing members are set.
Billet is placed above after being flattened at the top of engineering pile, first time bracing members withstand on billet groove by bracing members branch
Interior blending bolt is fixed.
Because bracing members spacing is most important to basement excavation safety.Using simulation analysis of computer, according to basement
Maximum soil deep soil movement is as datum mark at the 0.5m of outside, and maximum soil deep soil movement control is 2mm.First time bracing members set deep
Spend for 1.5~2.5m of digging depth positions.Table 1 is first time bracing members spacing and depth relationship, according to simulation analysis of computer
As a result, first time bracing members set spacing to be 1.35~3.75m.
Table 1 first time bracing members spacing and depth relationship
(8) soil in the middle of basement, is excavated.
(9), local excavation to basement periphery is native to basement substrate.
(10), second of bracing members are set
Second of bracing members sets two roads.The bracing members of second steel waist rail, the bracing members of first of steel waist rail are first set
It is configured again in the case of first first time bracing members of dismantling, method to set up is to set second at once after removing first time bracing members
Secondary bracing members.
Second of bracing members sets depth to be 2~3m of digging depth positions.Table 2 is that second of bracing members spacing is closed with depth
System, according to simulation analysis of computer result, second of bracing members sets spacing to be 1.70~3.83m.
Second of the bracing members spacing of table 2 and depth relationship
(11) soil in the middle of basement, is excavated.
(12), pour and smash basement bottom board and concrete side walls.Concrete side walls set pre-buried with bracing members junction position
Hole.Embedded water stop rubber strip blocks infiltration path in the middle part of the basement bottom board of billet position.
(13), support replacement is set.
Dead slot clogs macadam-aggregate mix between concrete side walls and support pile.Macadam-aggregate mix be packed in concrete side walls with
Purpose is to make to be converted to the load of bracing members into the evenly load for acting on support pile in dead slot between support pile, for lower step
Bracing members are removed to be ready.
Reasonable macadam-aggregate mix level, which is matched somebody with somebody, can both avoid lacking aerial construction formed by sand packing process between particle after compacting,
Ensure that between emery dust particulate has enough bulky grains to form skeleton, meets intensity requirement.
Macadam-aggregate mix use rubble, sand grains, powder compound, ballast grain sizes be 15~2mm, quality volume be 30%~
40%；Sand grains particle diameter is 2~0.1mm, and quality volume is 40%~50%；Powder particle diameter is less than 0.1mm, and quality volume is 20%
~30%.
(14) bracing members and billet, are removed.
(15) basement roof concrete, is poured.
(16), close that bracing members are pre-buried and billet position underplate concrete with water-proof concrete.
Construction cost of the present invention is low, and the construction period is short.
Brief description of the drawings
Fig. 1 is the first operating mode basement supporting schematic diagram, and Fig. 2 is the second operating mode basement supporting schematic diagram.
In each accompanying drawing：1st, support pile, 2, first of steel waist rail, 3, prestress anchorage cable, 4, water-stop curtain, 5, basement it is passive
Area, 6, first of bracing members, 7, billet, 8, engineering pile, 9, second steel waist rail, 10, second of bracing members.
Embodiment
Embodiment one
First operating mode basement supporting construction is using as follows：
Support pile 1 uses cast-in-situ bored pile, a diameter of 600~900mm of cast-in-situ bored pile.From on the outside of the central point of support pile 1
Water-stop curtain 4 is set at 1.5~2m of direction, and water-stop curtain 4 uses three axle cement mixing piles, and three axle cement mixing pile stake footpaths are
600mm or 500mm, adjacent three axles cement mixing pile is mutually twisted, and occlusion distance is 200mm or 150mm.In support pile 1
Side sets first of steel waist rail 2, high, the first steel waist identical with the top mark height of support pile 1 of first of top mark of steel waist rail 2 to top
The embedded bar of beam 2 and support pile 1 is welded to connect, and prestress anchorage cable 3 is anchored at first of steel waist rail 2, and digging depth 1.5~
2.5m positions have 2~4 in the engineering pile 8 that engineering pile 8 is placed above below billet 7, billet 7.The thickness of billet 7 is
10~12cm, the set location of billet 7 is fluted in the middle of billet 7 from 13~15m of basement edge, and recessed poor depth is 8~
12mm, length and width is 10~15cm, and the reinforcing sector width of basement passive area 5 is 1m within the outward flange tangent line of support pile 1
Scope, stabilization zone depth is 1.5m~2m below basement substrate.Set for the first time between first of steel waist rail 2 and billet 7
Bracing members 6.
Second operating mode basement supporting construction is using as follows：
Second steel waist rail 9 is set in the middle part of the inner side direction of support pile 1, and the bottom absolute altitude of second steel waist rail 9 is the first time earthwork
Cutting depth, the embedded bar of second steel waist rail 9 and support pile 1 is welded to connect, and second prestress anchorage cable 3 is anchored at second
Road steel waist rail 9, engineering pile 8 is cut in second of earth excavation, the top mark of engineering pile 8 height and basement bottom board substrate absolute altitude
Identical, engineering pile 8 sets billet 7 above, and second of bracing members 10, steel pad are set between billet 7 and first of steel waist rail 2
Second of bracing members 10 is set between plate 7 and second steel waist rail 9.
Construction procedure includes：
(1), construction work stake 8.The top construction elevation of engineering pile 8 of billet 7 is set with being marked at the top of second waist rail
Height is flushed, and Other Engineering 8 top construction elevations of stake are 10cm below the absolute altitude of basement bottom board bottom.
(2), construction supporting stake 1.
(3), construction water-stop curtain 4.
(4) basement passive area 5, is reinforced.
Basement passive area 5, which is reinforced, uses churning concrete stake.
(5), first of steel waist rail 2 of construction and prestress anchorage cable 3.
The embedded bar of first of steel waist rail 2 and support pile 1 is welded.
Steel waist rail presses continuous beam calculating.During the moment of flexure design value of waist rail, anchor cable pulling force takes the base calculated during structural analysis
This combined effect is used as fulcrum axial-load effect value.
Steel waist rail is from single channel-section steel or double flute steel or double I-steel, when from double flute steel or double I-steel, steel wale
Entirety should be welded as, is welded to connect and uses fillet weld, weld bead height is no less than 8mm.
Construction prestress anchorage cable 3 after first of construction of steel waist rail 2 is finished.
The technical parameter of prestress anchorage cable 3 is using as follows：When anchor rope grouting uses cement mortar, the ratio of mud preferably takes 0.45~
0.50；During using cement mortar, the ratio of mud preferably takes 0.40~0.45, and cement-sand ratio preferably takes 0.5~1.0, and mix is preferably selected with sand
Medium-fine sand, clay content must not exceed the 3% of sand weight.3%.During using secondary pressure grouting process, secondary pressure slip casting is preferably adopted
With the cement mortar of the ratio of mud 0.50~0.55, secondary grouting pipe answers lashing on the body of rod, and the end grout outlet of Grouting Pipe should
Taking prevents that slurries are into the seal approach of Grouting Pipe before slip casting, and during secondary pressure slip casting, grouting pressure is not preferably less than 1.5MPa；
When being segmented secondary grouting technique using anchoring section, slip casting is carried out preferably after the intensity of hole body grouting soil reaches 5MPa, splitting
The slurry outlet of Grouting Pipe should be set along anchor rod anchored section of total length, grouting sequence should since anchor pole end, be segmented from inside to outside according to
It is secondary to carry out.
Anchor cable construction is using as follows：
1) after the intensity of injecting cement paste reaches the 75% of design strength and not less than 15MPa, the tensioning of anchor cable can be carried out
Locking.
2) using the method for the overall tensioning fixation of steel strand wires.
3) anchorage cable stretching should be loaded gently, and loading classification is not preferably greater than 0.3, and the interval time of every grade of load is not less than
3min；Before anchor cable locking, stable a period of time should be kept under maximum stretching force, to sandy soil stratum, stabilization time should be greater than
5min~10min, to cohesive soil stratum, stabilization time should be greater than 15min.
4) anchor cable rope timing, (1.1~1.15) times of the desirable design tensioning lock definite value of tensioning value.
5) in the 48h after anchor cable locking, when anchor cable pulling force is less than design lock value 90%, it should be locked again；
Anchor cable locking is still considered as loss of prestress caused by adjacent anchorage cable stretching locking, when anchor cable pulling force is less than design lock value
When 90%, it should be locked again.
6) anchor cable outer end preferably uses cold cut segmentation method to cut off after locking；Steel strand wires after being cut outside anchorage retain length not
50mm is should be less than, during using thermal cutting, no less than 80mm.
(6), at the top of local excavation's basement periphery soil to second steel waist rail 9.
(7), first time bracing members are set.
Billet 7 is placed above after flattening in the top of engineering pile 8, and first time bracing members withstand on billet 7 by bracing members branch
Blending bolt is fixed in groove.
First time bracing members set depth to be 1.5~2.5m of digging depth positions, and first time bracing members setting spacing is
1.35~3.75m.
(8) soil in the middle of basement, is excavated.
(9), local excavation to basement periphery is native to basement substrate.
(10), second of bracing members 10 are set
Second of bracing members 10 sets two roads.The bracing members of second steel waist rail 9, the steel of first of steel waist rail 2 are first set
It is configured again in the case of the first first time bracing members of dismantling of support, method to set up is set at once after removing first time bracing members
Second of bracing members 10.
Second of bracing members 10 sets depth to be 2~3m of digging depth positions, and second of the setting of bracing members 10 spacing is
1.70~3.83m.
(11) soil in the middle of basement, is excavated.
(12), pour and smash basement bottom board and concrete side walls.Concrete side walls set pre-buried with bracing members junction position
Hole.Embedded water stop rubber strip blocks infiltration path in the middle part of the position basement bottom board of billet 7.
(13), support replacement is set.
Dead slot clogs macadam-aggregate mix between concrete side walls and support pile 1.Macadam-aggregate mix is packed in concrete side walls
Purpose is to make to be converted to the load of bracing members into the evenly load for acting on support pile 1 in dead slot between support pile 1, is
Lower step is removed bracing members and is ready.
Macadam-aggregate mix use rubble, sand grains, powder compound, ballast grain sizes be 15~2mm, quality volume be 30%~
40%；Sand grains particle diameter is 2~0.1mm, and quality volume is 40%~50%；Powder particle diameter is less than 0.1mm, and quality volume is 20%
~30%.
(14) bracing members and billet 7, are removed.
(15) basement roof concrete, is poured.
(16), close that bracing members are pre-buried and the position underplate concrete of billet 7 with water-proof concrete.
From the point of view of the overall process that basement is excavated, maximum soil body deep soil movement is 9mm, and the earth excavation of this engineering is safety
Reliably.
Claims (2)
1. a kind of basement supporting, it is characterized in that the first operating mode basement supporting construction is using as follows：Support pile is filled using drilling
Note stake, a diameter of 600~900mm of cast-in-situ bored pile；From setting water-stop curtain at 1.5~2m of support pile central point lateral direction,
Water-stop curtain uses three axle cement mixing piles, and three axle cement mixing pile stake footpaths are 600mm or 500mm, and adjacent three axles cement is stirred
Mix stake to be mutually twisted, occlusion distance is 200mm or 150mm；Direction top sets first of steel waist rail, first on the inside of support pile
Road steel waist rail top mark is high identical with support pile top mark height, and the embedded bar of first of steel waist rail and support pile is welded to connect, and in advance should
Power anchorage cable anchoring is placed above under billet, billet in first of steel waist rail, 1.5~2.5m of digging depth positions in engineering pile
The engineering pile in face has 2~4；Billet thickness be 10~12cm, billet set location from 13~15m of basement edge,
Fluted in the middle of billet, recessed poor depth is 8~12mm, and length and width is 10~15cm, the stabilization zone of basement passive area
Width is 1m scopes within the tangent line of support pile outward flange, and stabilization zone depth is 1.5m~2m below basement substrate；First of steel
First time bracing members are set between waist rail and billet；Second operating mode basement supporting construction is using as follows：Side in support pile
To middle part set second steel waist rail, second steel waist bottom elevation be first time earth excavation depth, second steel waist rail with
The embedded bar of support pile is welded to connect, and second prestressed cable anchorage is in second steel waist rail, and engineering pile is in second of soil
Side is cut when excavating, and engineering pile top mark is high identical with basement bottom board substrate absolute altitude, and billet, steel are set above engineering pile
Second of bracing members is set between backing plate and first of steel waist rail, second of steel branch is set between billet and second steel waist rail
Support；
Embedded water stop rubber strip blocks infiltration path in the middle part of the basement bottom board of billet position.
2. basement supporting according to claim 1, it is characterized in that construction prestressed cable is using as follows：
1) after the intensity of injecting cement paste reaches the 75% of design strength and not less than 15MPa, the tensioning fixation of anchor cable is carried out；
2) using the method for the overall tensioning fixation of steel strand wires；
3) anchorage cable stretching should be loaded gently, and loading classification is not more than 0.3, and the interval time of every grade of load is not less than 3min；Anchor cable
Before locking, stable a period of time should be kept under maximum stretching force, to sandy soil stratum, stabilization time should be greater than 5min~10min,
To cohesive soil stratum, stabilization time should be greater than 15min；
4) anchor cable rope timing, tensioning value takes 1.1~1.15 times of design tensioning lock definite value；
5) in the 48h after anchor cable locking, when anchor cable pulling force is less than design lock value 90%, it should be locked again；Anchor cable
Locking is considered as loss of prestress caused by adjacent anchorage cable stretching locking, when anchor cable pulling force 90% less than design lock value,
It should be locked again；
6) anchor cable outer end is cut off using cold cut segmentation method after locking；Steel strand wires after being cut outside anchorage retain length and are no less than
50mm, during using thermal cutting, no less than 80mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710354673.0A CN107012875B (en) | 2015-11-24 | 2015-11-24 | Basement supporting |
Applications Claiming Priority (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510915206.1A CN105421468B (en) | 2015-11-24 | 2015-11-24 | Basement supporting without concrete to support |
| CN201710354673.0A CN107012875B (en) | 2015-11-24 | 2015-11-24 | Basement supporting |
Related Parent Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201510915206.1A Division CN105421468B (en) | 2015-11-24 | 2015-11-24 | Basement supporting without concrete to support |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN107012875A true CN107012875A (en) | 2017-08-04 |
| CN107012875B CN107012875B (en) | 2018-11-09 |
Family
ID=55499979
Family Applications (5)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710354675.XA Active CN107130609B (en) | 2015-11-24 | 2015-11-24 | Without the basement supporting to support |
| CN201710354674.5A Active CN107130608B (en) | 2015-11-24 | 2015-11-24 | Without concrete to the basement construction method for supporting of support |
| CN201510915206.1A Active CN105421468B (en) | 2015-11-24 | 2015-11-24 | Basement supporting without concrete to support |
| CN201710354672.6A Active CN107130607B (en) | 2015-11-24 | 2015-11-24 | Building basement supporting |
| CN201710354673.0A Active CN107012875B (en) | 2015-11-24 | 2015-11-24 | Basement supporting |
Family Applications Before (4)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710354675.XA Active CN107130609B (en) | 2015-11-24 | 2015-11-24 | Without the basement supporting to support |
| CN201710354674.5A Active CN107130608B (en) | 2015-11-24 | 2015-11-24 | Without concrete to the basement construction method for supporting of support |
| CN201510915206.1A Active CN105421468B (en) | 2015-11-24 | 2015-11-24 | Basement supporting without concrete to support |
| CN201710354672.6A Active CN107130607B (en) | 2015-11-24 | 2015-11-24 | Building basement supporting |
Country Status (1)
| Country | Link |
|---|---|
| CN (5) | CN107130609B (en) |
Families Citing this family (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107503355B (en) * | 2017-07-20 | 2023-10-13 | 广东省建筑工程集团有限公司 | Externally-arranged rear-inserted steel type double-row pile foundation pit supporting system and construction method thereof |
| CN108930273B (en) * | 2017-07-30 | 2020-09-15 | 叶长青 | Basement supporting construction method |
| CN108385692A (en) * | 2018-01-18 | 2018-08-10 | 武汉中力岩土工程有限公司 | Deep basal pit shear connector support system |
| CN108643190A (en) * | 2018-04-12 | 2018-10-12 | 中铁上海工程局集团有限公司 | A kind of construction method suitable for the larger deep foundation pit supporting structure of excavation area |
| CN110130357B (en) * | 2019-04-01 | 2021-05-04 | 南京市第九建筑安装工程有限公司 | Construction method of cast-in-place pile top inserting type steel combined stirring pile foundation pit supporting system |
| CN111810202B (en) * | 2020-07-20 | 2022-04-15 | 武汉市市政建设集团有限公司 | Underground connecting channel interface construction method |
| CN112942371B (en) * | 2021-02-05 | 2022-09-06 | 中冶成都勘察研究总院有限公司 | Support method for controlling deformation of subway tunnel |
| CN113565102B (en) * | 2021-07-07 | 2022-07-29 | 深圳市中地建设工程有限公司 | Construction method for connecting waist beam and support pile for saving concrete |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201671108U (en) * | 2010-04-27 | 2010-12-15 | 中国科学院武汉岩土力学研究所 | Riverside shoulder prestressing anchor cable sheet-pile wall |
| KR101181619B1 (en) * | 2011-10-06 | 2012-09-13 | 쌍용건설 주식회사 | Building method of high wall block for large scale underground structure using earth anchor represtressing |
| CN102839672A (en) * | 2012-09-19 | 2012-12-26 | 广州机施建设集团有限公司 | Foundation pit supporting method for preventing displacement limit exceeding of soft base cement mixing pile |
| CN203307824U (en) * | 2013-06-14 | 2013-11-27 | 李琳 | Supporting structure of high-rise building foundation pit |
| CN103726495A (en) * | 2014-01-10 | 2014-04-16 | 上海建工五建集团有限公司 | Offshore deep foundation pit supporting structure and construction method thereof |
| CN104947686A (en) * | 2015-06-11 | 2015-09-30 | 叶长青 | Basement supporting structure in soft soil area |
Family Cites Families (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001317054A (en) * | 2000-05-09 | 2001-11-16 | Tokyu Constr Co Ltd | Horizontal member for preventing deformation of l- shaped cage for reinforcing embankment slope and reinforced embankment method using the same |
| JP5439920B2 (en) * | 2009-04-15 | 2014-03-12 | 新日鐵住金株式会社 | Water structure using submerged ground driving member |
| CN102330431A (en) * | 2011-06-16 | 2012-01-25 | 兰州理工大学 | Flexible support structure of pre-stress anchor rod for lattice type frame and construction method of flexible support structure |
| CN204163085U (en) * | 2014-08-28 | 2015-02-18 | 浙江大学城市学院 | The supporting of bored pile foundation ditch |
| CN104264688B (en) * | 2014-10-22 | 2016-06-08 | 广州市城市规划勘测设计研究院 | Manually digging hole non-uniform pile support construction process |
| CN204919573U (en) * | 2015-08-27 | 2015-12-30 | 山东科技大学 | Combined type side slope supporting construction |
-
2015
- 2015-11-24 CN CN201710354675.XA patent/CN107130609B/en active Active
- 2015-11-24 CN CN201710354674.5A patent/CN107130608B/en active Active
- 2015-11-24 CN CN201510915206.1A patent/CN105421468B/en active Active
- 2015-11-24 CN CN201710354672.6A patent/CN107130607B/en active Active
- 2015-11-24 CN CN201710354673.0A patent/CN107012875B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN201671108U (en) * | 2010-04-27 | 2010-12-15 | 中国科学院武汉岩土力学研究所 | Riverside shoulder prestressing anchor cable sheet-pile wall |
| KR101181619B1 (en) * | 2011-10-06 | 2012-09-13 | 쌍용건설 주식회사 | Building method of high wall block for large scale underground structure using earth anchor represtressing |
| CN102839672A (en) * | 2012-09-19 | 2012-12-26 | 广州机施建设集团有限公司 | Foundation pit supporting method for preventing displacement limit exceeding of soft base cement mixing pile |
| CN203307824U (en) * | 2013-06-14 | 2013-11-27 | 李琳 | Supporting structure of high-rise building foundation pit |
| CN103726495A (en) * | 2014-01-10 | 2014-04-16 | 上海建工五建集团有限公司 | Offshore deep foundation pit supporting structure and construction method thereof |
| CN104947686A (en) * | 2015-06-11 | 2015-09-30 | 叶长青 | Basement supporting structure in soft soil area |
Also Published As
| Publication number | Publication date |
|---|---|
| CN107130609B (en) | 2018-10-12 |
| CN105421468A (en) | 2016-03-23 |
| CN107130609A (en) | 2017-09-05 |
| CN107130608B (en) | 2018-11-09 |
| CN107130607B (en) | 2018-11-09 |
| CN107012875B (en) | 2018-11-09 |
| CN107130608A (en) | 2017-09-05 |
| CN105421468B (en) | 2017-10-10 |
| CN107130607A (en) | 2017-09-05 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105421468B (en) | Basement supporting without concrete to support | |
| CN106958256B (en) | A kind of placement layer by layer, the open caisson construction technique repeatedly sunk | |
| CN205742213U (en) | Foundation pit supporting construction | |
| CN105649089B (en) | A kind of excavation of foundation pit closes on existing shallow foundation protection structure construction method | |
| CN102518135A (en) | Foundation pit support construction method combining horizontal rotary jet-grouting soil bolting and bore concrete piles | |
| CN106049505A (en) | Construction method for deep foundation pit supporting and protecting system | |
| CN103696784A (en) | Large-diameter long pipe curtain construction method for shallowly-buried large-span under-tunnel-passing architectural structure | |
| CN210104758U (en) | Foundation pit supporting system of soil nail bored concrete pile anchor cable combination | |
| CN110778328B (en) | Loess tunnel entrance section construction method for passing through landslide body | |
| CN103352477A (en) | Vertical pres-stressed anchor rod gravity-type composite retaining wall and method for designing and constructing retaining wall | |
| CN108301273A (en) | The fore-telling shaped pile anchor structure and its construction method of guardrail reinforcing integrated with roadbed | |
| CN112982431A (en) | Construction method of foundation pit supporting structure | |
| CN107964980A (en) | Lattice counterfort wall and construction method with earth anchor | |
| CN107268634A (en) | Deep basal pit waist rail construction typified form system | |
| CN112081155A (en) | Reinforcing and lifting method for bar-shaped or box-shaped foundation building | |
| CN112761166A (en) | Construction method for shallow foundation pit of combined support of piles and pre-grouting steel pipes based on SMW (soil mixing wall) construction method | |
| CN104453915B (en) | Big cross section vertical shaft pre-pouring grout reinforces Rapid Excavation method | |
| CN206800370U (en) | It is a kind of to excavate the continuous side wall supporting and retaining system protective construction in underground without fertile groove | |
| CN102235007A (en) | Method for supporting deep foundation with upper nail-lower pile combination | |
| CN110821512B (en) | Loess tunnel entrance opening section pre-reinforcing and excavating construction method passing through landslide body | |
| CN110529120B (en) | Construction method for removing invasion limiting structure by chiseling VI-level surrounding rock shallow-buried underground excavation loess tunnel | |
| CN105484270B (en) | Reinforcement protection construction method of high steep old rubble retaining wall adjacent to deep foundation pit | |
| CN107034894A (en) | Post-tensioned prestressed tension beam recoverable pattern foundation pit supporting structure prefabricated pile and preparation method thereof and construction method | |
| CN208534486U (en) | A kind of Large Diameter Pipeline divides storehouse to excavate artificial push pipe | |
| CN111395375A (en) | Open caisson construction method based on thixotropic slurry drag reduction |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CP02 | Change in the address of a patent holder | ||
| CP02 | Change in the address of a patent holder |
Address after: No. 16, Tongjiang Avenue, Chengguan Town, Nandan county, Hechi City, Guangxi Zhuang Autonomous Region Patentee after: Ye Changqing Address before: 325000 No. 4, Jinchuan Road, Tianhe street, Wenzhou economic and Technological Development Zone, Zhejiang, China Patentee before: Ye Changqing |
|
| TR01 | Transfer of patent right | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20211223 Address after: 276000 No. 10, Mengshan fifth road, economic development zone, Mengyin County, Linyi City, Shandong Province Patentee after: Shandong Nahe Auto Parts Co.,Ltd. Address before: No.16 Tongjiang Avenue, Chengguan Town, Nandan county, Hechi City, Guangxi Zhuang Autonomous Region 547200 Patentee before: Ye Changqing |
|
| TR01 | Transfer of patent right | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20221223 Address after: 253000 East of 254 Provincial Road, North North Street, Economic Development Zone, Wucheng County, Dezhou City, Shandong Province Patentee after: Dezhou Shuanghang Packaging Products Co.,Ltd. Address before: 276000 No. 10, Mengshan fifth road, economic development zone, Mengyin County, Linyi City, Shandong Province Patentee before: Shandong Nahe Auto Parts Co.,Ltd. |