CN105421468A - Basement support without concrete diagonal brace - Google Patents
Basement support without concrete diagonal brace Download PDFInfo
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- CN105421468A CN105421468A CN201510915206.1A CN201510915206A CN105421468A CN 105421468 A CN105421468 A CN 105421468A CN 201510915206 A CN201510915206 A CN 201510915206A CN 105421468 A CN105421468 A CN 105421468A
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- bracing members
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- waist rail
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- 239000004567 concrete Substances 0.000 title claims abstract description 49
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 84
- 239000010959 steel Substances 0.000 claims abstract description 84
- 239000004568 cement Substances 0.000 claims abstract description 19
- 238000002156 mixing Methods 0.000 claims abstract description 10
- 239000002689 soil Substances 0.000 claims description 34
- 238000010276 construction Methods 0.000 claims description 25
- 239000004576 sand Substances 0.000 claims description 20
- 238000000034 method Methods 0.000 claims description 19
- 238000009412 basement excavation Methods 0.000 claims description 16
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 16
- 238000013461 design Methods 0.000 claims description 13
- 239000000203 mixture Substances 0.000 claims description 13
- 238000007569 slipcasting Methods 0.000 claims description 12
- 230000006641 stabilisation Effects 0.000 claims description 12
- 238000011105 stabilization Methods 0.000 claims description 12
- 239000000758 substrate Substances 0.000 claims description 10
- 239000011230 binding agent Substances 0.000 claims description 9
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims description 8
- 230000011218 segmentation Effects 0.000 claims description 8
- 239000002245 particle Substances 0.000 claims description 7
- 239000000843 powder Substances 0.000 claims description 7
- 239000002002 slurry Substances 0.000 claims description 6
- 230000000694 effects Effects 0.000 claims description 4
- 229910052742 iron Inorganic materials 0.000 claims description 4
- 238000004873 anchoring Methods 0.000 claims description 3
- 238000013459 approach Methods 0.000 claims description 3
- 239000011083 cement mortar Substances 0.000 claims description 3
- 230000002301 combined effect Effects 0.000 claims description 3
- 150000001875 compounds Chemical class 0.000 claims description 3
- 239000011440 grout Substances 0.000 claims description 3
- 230000008595 infiltration Effects 0.000 claims description 3
- 238000001764 infiltration Methods 0.000 claims description 3
- 238000012916 structural analysis Methods 0.000 claims description 3
- 239000011324 bead Substances 0.000 claims description 2
- 238000004458 analytical method Methods 0.000 description 3
- 238000004088 simulation Methods 0.000 description 3
- 238000010586 diagram Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 230000001934 delay Effects 0.000 description 1
- 238000012856 packing Methods 0.000 description 1
- 238000012546 transfer Methods 0.000 description 1
Classifications
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- 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
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- 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
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Civil Engineering (AREA)
- Paleontology (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Hydrology & Water Resources (AREA)
- Environmental & Geological Engineering (AREA)
- Architecture (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a basement support without a concrete diagonal brace. The basement support without the concrete diagonal brace is characterized in that a first-working-condition basement support structure is as follows: a support pile is a cast-in-site bored pile, a waterproof curtain is a three-axis cement mixing pile, a first pass of steel waist beam is arranged on the upper portion in the inner side direction of the support pile, a pre-stressed anchor cable is anchored on the first pass of steel waist beam, the width of a reinforced zone of a basement passive zone is within one meter in the tangent line of the outer edge of the support pile, and the depth of the reinforced zone is 1.5-2 meters below a basement foundation; a primary steel support is arranged between the first pass of steel waist beam and a steel base plate; a second-working-condition basement support structure is as follows: a second pass of steel waist beam is arranged in the middle in the inner side direction of the support pile, a second pass of pre-stressed anchor cable is anchored on the second pass of steel waist beam, a steel base plate is arranged on an engineering pile, a secondary steel support is arranged between the steel base plate and the first pass of steel waist beam, and a secondary steel support is arranged between the steel base plate and the second pass of steel waist beam.
Description
Technical field
The present invention relates to a kind of basement supporting, particularly without the basement supporting of concrete to support.
Background technology
Tradition basement support technology is that basement supporting is provided with concrete and maintains basement supporting to support and stablize, but concrete can increase basement support cost greatly to support, also causes very large impact to earthwork outward transport in addition, thus delays the construction period.If by the safe and orderly adjustment of stress in basement Bracing Process, transfer and reallocation, make basement supporting when significant economic benefit and duration benefit obviously can be obtained without when inner support.But how to avoid in basement supporting construction process without concrete to support situation under safety problem be the problem that engineering staff faces.
Summary of the invention
The present invention is to provide a kind of without the basement supporting of concrete to support, solves the problem of prior art.
For this reason, the present invention takes certain technical measures progressively to replace the inner supporting structure system playing temporary support effect, thus after ensureing provisional bracing demolition, engineering construction can continue safety and successfully carry out.The present invention is applicable to the basement that cutting depth is 3.5 ~ 5m degree of depth.
First operating mode basement supporting and protection structure adopts as follows:
Soldier pile adopts bored pile, and bored pile diameter is 600 ~ 900mm.Arrange water-stop curtain from soldier pile central point lateral direction 1.5 ~ 2m place, water-stop curtain adopts three axle cement mixing piles, and three axle cement mixing pile stake footpaths are 600mm or 500mm, and adjacent three axle cement mixing piles are engaged mutually, and occlusion distance is 200mm or 150mm.Inside soldier pile, top, direction arranges first steel waist rail, first steel waist rail top mark is high identical with soldier pile top mark height, the embedded bar of first steel waist rail and soldier pile is welded to connect, prestressed cable anchorage is at first steel waist rail, digging depth 1.5 ~ 2.5m places billet in position on engineering pile, and the engineering pile below billet has 2 ~ 4.Billet thickness is 10 ~ 12cm, billet setting position is from basement edge 13 ~ 15m, fluted in the middle of billet, the recessed poor degree of depth is 8 ~ 12mm, length and width are 10 ~ 15cm, the stabilization zone width of basement passive area is 1m scope within soldier pile outward flange tangent line, and the stabilization zone degree of depth is below basement substrate 1.5m ~ 2m.First time bracing members is set between first steel waist rail and billet.
Second operating mode basement supporting and protection structure adopts as follows:
Second steel waist rail is set in the middle part of direction inside soldier pile, second steel waist bottom elevation is the first time soil excavation degree of depth, the embedded bar of second steel waist rail and soldier pile is welded to connect, second prestressed cable anchorage is at second steel waist rail, engineering pile cuts when second time soil excavation, engineering pile top mark is high identical with basement bottom board substrate absolute altitude, above engineering pile, billet is set, second time bracing members is set between billet and first steel waist rail, second time bracing members is set between billet and second steel waist rail.
(9), local excavation is to basement periphery soil to basement substrate;
(10), second time bracing members is set
Second time bracing members arranges two roads; First arrange the bracing members of second steel waist rail, the bracing members of first steel waist rail is formerly dismantled in first time bracing members situation and is arranged, and at once method to set up arranges second time bracing members after removing first time bracing members;
(11) soil in the middle of basement, is excavated;
(12), water and smash basement bottom board and concrete side walls; Concrete side walls and position, bracing members junction arrange embedded hole;
(13), support replacement is set;
Dead slot filling macadam-aggregate mix between concrete side walls and soldier pile;
(14), bracing members and billet is removed;
(15) basement roof concrete, is built;
(16), the pre-buried and billet position underplate concrete of bracing members is closed with waterproof concrete.
According to claim 1 without the basement supporting of concrete to support, it is characterized in that steel waist rail calculates by continuous beam; During the moment of flexure design value of waist rail, the basic combined effect calculated when anchor cable pulling force gets structural analysis is as fulcrum axial-load effect value.
According to claim 1 without the basement supporting of concrete to support, it is characterized in that prestress anchorage cable technical data adopts as follows: when anchor rope grouting adopts cement paste, water/binder ratio should get 0.45 ~ 0.50; When adopting cement mortar, water/binder ratio should get 0.40 ~ 0.45, and cement-sand ratio should get 0.5 ~ 1.0, and mix sand should select middle fine sand, and mud content must not exceed 3% of sand weight; 3%; When adopting secondary pressure grouting process, secondary pressure slip casting should adopt the cement paste of water/binder ratio 0.50 ~ 0.55, secondary grouting pipe answers lashing on the body of rod, before the end grout outlet of Grouting Pipe should take to prevent slip casting, slurries enter the seal approach of Grouting Pipe, during secondary pressure slip casting, grouting pressure should not be less than 1.5MPa; When adopting anchoring section segmentation secondary grouting technique, slip casting should be carried out after the intensity of hole body grouting soil reaches 5MPa, the slurry outlet of fracture grouting pipe should be arranged along anchor rod anchored section of total length, and grouting sequence should from anchor pole end, and segmentation is carried out successively from inside to outside.
According to claim 1 without the basement supporting of concrete to support, it is characterized in that construction prestressed cable adopts as follows:
1) when the intensity of injecting cement paste reaches 75% of design strength and after being not less than 15MPa, can carry out the tensioning fixation of anchor cable;
2) method of the overall tensioning fixation of steel strand is adopted;
3) anchorage cable stretching should load gently, and loading classification should not be greater than 0.3, and the interval time of every grade of load is not less than 3min; Before anchor cable locking, should keep stable a period of time under maximum stretching force, to sandy soil stratum, stabilization time should be greater than 5min ~ 10min, and to cohesive soil stratum, stabilization time should be greater than 15min;
4) anchor cable rope timing, stretch-draw is worth (1.1 ~ 1.15) of desirable design tensioning lock definite value doubly;
Length should not be less than 50mm, when adopting thermal cutting, should not be less than 80mm.
(6), local excavation's basement periphery soil is to second steel waist rail top.
(7), first time bracing members is set.
Place billet above after the leveling of engineering pile top, bracing members is propped up by bracing members and withstands in billet groove and fix with bolt for the first time.
Because bracing members spacing is most important to basement excavation safety.Adopt simulation analysis of computer, under base area, the maximum native deep soil movement in outside 0.5m place is as reference point, and maximum native deep soil movement controls as 2mm.Bracing members arranges the degree of depth is for the first time digging depth 1.5 ~ 2.5m position.Table 1 is first time bracing members spacing and depth relationship, according to simulation analysis of computer result, first time bracing members setting space 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 is to basement periphery soil to basement substrate.
(10), second time bracing members is set
Second time bracing members arranges two roads.First arrange the bracing members of second steel waist rail, the bracing members of first steel waist rail is formerly dismantled in first time bracing members situation and is arranged, and at once method to set up arranges second time bracing members after removing first time bracing members.
It is digging depth 2 ~ 3m position that second time bracing members arranges the degree of depth.Table 2 is second time bracing members spacing and depth relationship, and according to simulation analysis of computer result, second time bracing members setting space is 1.70 ~ 3.83m.
Table 2 second time bracing members spacing and depth relationship
(11) soil in the middle of basement, is excavated.
(12), water and smash basement bottom board and concrete side walls.Concrete side walls and position, bracing members junction arrange embedded hole.In the middle part of the basement bottom board of billet position, embedded water stop rubber strip blocks infiltration path.
(13), support replacement is set.
Dead slot filling macadam-aggregate mix between concrete side walls and soldier pile.It is make the point load of bracing members be converted to the evenly distributed load acting on soldier pile that macadam-aggregate mix to be packed between concrete side walls and soldier pile object in dead slot, and for lower step, to remove bracing members ready.
Lack sand packing process between particle after reasonable macadam-aggregate mix grating both can avoid compacting and the aerial construction formed, also ensure that has enough bulky grains to form skeleton between sand powder particulate, meets requirement of strength.
Macadam-aggregate mix adopts rubble, sand grains, powder compound, and ballast grain sizes is 15 ~ 2mm, and quality volume is 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 is removed.
(15) basement roof concrete, is built.
(16), the pre-buried and billet position underplate concrete of bracing members is closed with waterproof concrete.
Construction cost of the present invention is low, and the construction period is short.
Accompanying drawing explanation
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: 1, soldier pile, 2, first steel waist rail, 3, prestress anchorage cable, 4, water-stop curtain, 5, basement passive area, 6, first bracing members, 7, billet, 8, engineering pile, 9, second steel waist rail, 10, second time bracing members.
Detailed description of the invention
Embodiment one
First operating mode basement supporting and protection structure adopts as follows:
Soldier pile 1 adopts bored pile, and bored pile diameter is 600 ~ 900mm.From soldier pile 1 central point lateral direction 1.5 ~ 2m place, water-stop curtain 4 is set, water-stop curtain 4 adopts three axle cement mixing piles, three axle cement mixing pile stake footpaths are 600mm or 500mm, and adjacent three axle cement mixing piles are engaged mutually, and occlusion distance is 200mm or 150mm.Inside soldier pile 1, top, direction arranges first steel waist rail 2, first steel waist rail 2 top mark is high identical with soldier pile 1 top mark height, first steel waist rail 2 is welded to connect with the embedded bar of soldier pile 1, prestress anchorage cable 3 is anchored at first steel waist rail 2, billet 7 is placed in digging depth 1.5 ~ 2.5m position on engineering pile 8, and the engineering pile 8 below billet 7 has 2 ~ 4.Billet 7 thickness is 10 ~ 12cm, billet 7 setting position is from basement edge 13 ~ 15m, fluted in the middle of billet 7, the recessed poor degree of depth is 8 ~ 12mm, length and width are 10 ~ 15cm, the stabilization zone width of basement passive area 5 is 1m scope within soldier pile 1 outward flange tangent line, and the stabilization zone degree of depth is below basement substrate 1.5m ~ 2m.First time bracing members 6 is set between first steel waist rail 2 and billet 7.
Second operating mode basement supporting and protection structure adopts as follows:
Inside soldier pile 1, second steel waist rail 9 is set in the middle part of direction, second steel waist rail 9 end absolute altitude is the first time soil excavation degree of depth, second steel waist rail 9 is welded to connect with the embedded bar of soldier pile 1, second prestress anchorage cable 3 is anchored at second steel waist rail 9, engineering pile 8 cuts when second time soil excavation, engineering pile 8 top mark is high identical with basement bottom board substrate absolute altitude, engineering pile 8 arranges billet 7 above, second time bracing members 10 is set between billet 7 and first steel waist rail 2, second time bracing members 10 is set between billet 7 and second steel waist rail 9.
Construction sequence comprises:
(1), construction works stake 8.The engineering pile 8 top construction elevation arranging billet 7 flushes with second waist rail elevation of top, and Other Engineering stake 8 top construction elevation is below absolute altitude at the bottom of basement bottom board 10cm.
(2), construction supporting stake 1.
(3), construction water-stop curtain 4.
(4), basement passive area 5 is reinforced.
Basement passive area 5 reinforces and adopts churning concrete stake.
(5), construction first steel waist rail 2 and prestress anchorage cable 3.
First steel waist rail 2 is welded with the embedded bar of soldier pile 1.
Steel waist rail is pressed continuous beam and is calculated.During the moment of flexure design value of waist rail, the basic combined effect calculated when anchor cable pulling force gets structural analysis is as fulcrum axial-load effect value.
Steel waist rail selects single channel-section steel or double flute steel or two i iron, and when selecting double flute steel or two i iron, steel wale should be welded as entirety, is welded to connect employing fillet weld, and weld bead height should not be less than 8mm.
To construct prestress anchorage cable 3 after the construction of first steel waist rail 2.
Prestress anchorage cable 3 technical data adopts as follows: when anchor rope grouting adopts cement paste, water/binder ratio should get 0.45 ~ 0.50; When adopting cement mortar, water/binder ratio should get 0.40 ~ 0.45, and cement-sand ratio should get 0.5 ~ 1.0, and mix sand should select middle fine sand, and mud content must not exceed 3% of sand weight.3％。When adopting secondary pressure grouting process, secondary pressure slip casting should adopt the cement paste of water/binder ratio 0.50 ~ 0.55, secondary grouting pipe answers lashing on the body of rod, before the end grout outlet of Grouting Pipe should take to prevent slip casting, slurries enter the seal approach of Grouting Pipe, during secondary pressure slip casting, grouting pressure should not be less than 1.5MPa; When adopting anchoring section segmentation secondary grouting technique, slip casting should be carried out after the intensity of hole body grouting soil reaches 5MPa, the slurry outlet of fracture grouting pipe should be arranged along anchor rod anchored section of total length, and grouting sequence should from anchor pole end, and segmentation is carried out successively from inside to outside.
Anchor cable construction adopts as follows:
1) when the intensity of injecting cement paste reaches 75% of design strength and after being not less than 15MPa, can carry out the tensioning fixation of anchor cable.
2) method of the overall tensioning fixation of steel strand is adopted.
3) anchorage cable stretching should load gently, and loading classification should not be greater than 0.3, and the interval time of every grade of load is not less than 3min; Before anchor cable locking, should keep stable a period of time under maximum stretching force, to sandy soil stratum, stabilization time should be greater than 5min ~ 10min, and to cohesive soil stratum, stabilization time should be greater than 15min.
4) anchor cable rope timing, stretch-draw is worth (1.1 ~ 1.15) of desirable design tensioning lock definite value doubly.
5) anchor cable locking after 48h in, anchor cable pulling force lower than design lock value 90% time, should again lock; Anchor cable locking still should consider that adjacent anchor cable stretching lock the loss of prestress caused, when anchor cable pulling force lower than design lock value 90% time, should again lock.
6) after locking, anchor cable outer end should adopt cold cut segmentation method to excise; Steel strand after ground tackle cuts outward retain length should not be less than 50mm, when adopting thermal cutting, should not be less than 80mm.
(6), local excavation's basement periphery soil is to second steel waist rail 9 top.
(7), first time bracing members is set.
Place billet 7 above after the leveling of engineering pile 8 top, bracing members is propped up by bracing members and withstands in billet 7 groove and fix with bolt for the first time.
Bracing members arranges the degree of depth is for the first time digging depth 1.5 ~ 2.5m position, and bracing members setting space is 1.35 ~ 3.75m for the first time.
(8) soil in the middle of basement, is excavated.
(9), local excavation is to basement periphery soil to basement substrate.
(10), second time bracing members 10 is set
Second time bracing members 10 arranges two roads.First arrange the bracing members of second steel waist rail 9, the bracing members of first steel waist rail 2 is formerly dismantled in first time bracing members situation and is arranged, and at once method to set up arranges second time bracing members 10 after removing first time bracing members.
It is digging depth 2 ~ 3m position that second time bracing members 10 arranges the degree of depth, and second time bracing members 10 setting space is 1.70 ~ 3.83m.
(11) soil in the middle of basement, is excavated.
(12), water and smash basement bottom board and concrete side walls.Concrete side walls and position, bracing members junction arrange embedded hole.In the middle part of the basement bottom board of billet 7 position, embedded water stop rubber strip blocks infiltration path.
(13), support replacement is set.
Between concrete side walls and soldier pile 1, dead slot clogs macadam-aggregate mix.It is make the point load of bracing members be converted to the evenly distributed load acting on soldier pile 1 that macadam-aggregate mix to be packed between concrete side walls and soldier pile 1 object in dead slot, and for lower step, to remove bracing members ready.
Macadam-aggregate mix adopts rubble, sand grains, powder compound, and ballast grain sizes is 15 ~ 2mm, and quality volume is 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 is removed.
(15) basement roof concrete, is built.
(16), the pre-buried and billet 7 position underplate concrete of bracing members is closed with waterproof concrete.
From the overall process of basement excavation, maximum soil body deep soil movement is 9mm, and the soil excavation of this engineering is safe and reliable.
Claims (9)
1., without the basement supporting of concrete to support, it is characterized in that the first operating mode basement supporting and protection structure adopts as follows: soldier pile adopts bored pile, and bored pile diameter is 600 ~ 900mm, arrange water-stop curtain from soldier pile central point lateral direction 1.5 ~ 2m place, water-stop curtain adopts three axle cement mixing piles, and three axle cement mixing pile stake footpaths are 600mm or 500mm, and adjacent three axle cement mixing piles are engaged mutually, and occlusion distance is 200mm or 150mm, inside soldier pile, top, direction arranges first steel waist rail, first steel waist rail top mark is high identical with soldier pile top mark height, the embedded bar of first steel waist rail and soldier pile is welded to connect, prestressed cable anchorage is at first steel waist rail, digging depth 1.5 ~ 2.5m places billet in position on engineering pile, and the engineering pile below billet has 2 ~ 4, billet thickness is 10 ~ 12cm, billet setting position is from basement edge 13 ~ 15m, fluted in the middle of billet, the recessed poor degree of depth is 8 ~ 12mm, length and width are 10 ~ 15cm, the stabilization zone width of basement passive area is 1m scope within soldier pile outward flange tangent line, and the stabilization zone degree of depth is below basement substrate 1.5m ~ 2m, first time bracing members is set between first steel waist rail and billet, second operating mode basement supporting and protection structure adopts as follows: arrange second steel waist rail inside soldier pile in the middle part of direction, second steel waist bottom elevation is the first time soil excavation degree of depth, the embedded bar of second steel waist rail and soldier pile is welded to connect, second prestressed cable anchorage is at second steel waist rail, engineering pile cuts when second time soil excavation, engineering pile top mark is high identical with basement bottom board substrate absolute altitude, above engineering pile, billet is set, second time bracing members is set between billet and first steel waist rail, second time bracing members is set between billet and second steel waist rail.
2. according to claim 1 without the basement supporting of concrete to support, it is characterized in that construction sequence adopts as follows:
(1), construction works stake; The engineering pile top construction elevation arranging billet flushes with second waist rail elevation of top, and Other Engineering stake top construction elevation is below absolute altitude at the bottom of basement bottom board 10cm;
(2), construction supporting stake;
(3), construction water-stop curtain;
(4), basement passive area is reinforced;
Basement passive area reinforces and adopts churning concrete stake;
(5), construction first steel waist rail and prestress anchorage cable;
First steel waist rail is welded with the embedded bar of soldier pile;
Steel waist rail selects single channel-section steel or double flute steel or two i iron, and when selecting double flute steel or two i iron, steel wale should be welded as entirety, is welded to connect employing fillet weld, and weld bead height should not be less than 8mm;
To construct prestress anchorage cable after the construction of first steel waist rail;
(6), local excavation's basement periphery soil is to second steel waist rail top;
(7), first time bracing members is set;
Place billet above after the leveling of engineering pile top, bracing members is propped up by bracing members and withstands in billet groove and fix with bolt for the first time;
(8) soil in the middle of basement, is excavated;
(9), local excavation is to basement periphery soil to basement substrate;
(10), second time bracing members is set
Second time bracing members arranges two roads; First arrange the bracing members of second steel waist rail, the bracing members of first steel waist rail is formerly dismantled in first time bracing members situation and is arranged, and at once method to set up arranges second time bracing members after removing first time bracing members;
(11) soil in the middle of basement, is excavated;
(12), water and smash basement bottom board and concrete side walls; Concrete side walls and position, bracing members junction arrange embedded hole;
(13), support replacement is set;
Dead slot filling macadam-aggregate mix between concrete side walls and soldier pile;
(14), bracing members and billet is removed;
(15) basement roof concrete, is built;
(16), the pre-buried and billet position underplate concrete of bracing members is closed with waterproof concrete.
3. according to claim 1 without the basement supporting of concrete to support, it is characterized in that steel waist rail calculates by continuous beam; During the moment of flexure design value of waist rail, the basic combined effect calculated when anchor cable pulling force gets structural analysis is as fulcrum axial-load effect value.
4. according to claim 1 without the basement supporting of concrete to support, it is characterized in that prestress anchorage cable technical data adopts as follows: when anchor rope grouting adopts cement paste, water/binder ratio should get 0.45 ~ 0.50; When adopting cement mortar, water/binder ratio should get 0.40 ~ 0.45, and cement-sand ratio should get 0.5 ~ 1.0, and mix sand should select middle fine sand, and mud content must not exceed 3% of sand weight; 3%; When adopting secondary pressure grouting process, secondary pressure slip casting should adopt the cement paste of water/binder ratio 0.50 ~ 0.55, secondary grouting pipe answers lashing on the body of rod, before the end grout outlet of Grouting Pipe should take to prevent slip casting, slurries enter the seal approach of Grouting Pipe, during secondary pressure slip casting, grouting pressure should not be less than 1.5MPa; When adopting anchoring section segmentation secondary grouting technique, slip casting should be carried out after the intensity of hole body grouting soil reaches 5MPa, the slurry outlet of fracture grouting pipe should be arranged along anchor rod anchored section of total length, and grouting sequence should from anchor pole end, and segmentation is carried out successively from inside to outside.
5. according to claim 1 without the basement supporting of concrete to support, it is characterized in that construction prestressed cable adopts as follows:
1) when the intensity of injecting cement paste reaches 75% of design strength and after being not less than 15MPa, can carry out the tensioning fixation of anchor cable;
2) method of the overall tensioning fixation of steel strand is adopted;
3) anchorage cable stretching should load gently, and loading classification should not be greater than 0.3, and the interval time of every grade of load is not less than 3min; Before anchor cable locking, should keep stable a period of time under maximum stretching force, to sandy soil stratum, stabilization time should be greater than 5min ~ 10min, and to cohesive soil stratum, stabilization time should be greater than 15min;
4) anchor cable rope timing, stretch-draw is worth (1.1 ~ 1.15) of desirable design tensioning lock definite value doubly;
5) anchor cable locking after 48h in, anchor cable pulling force lower than design lock value 90% time, should again lock; Anchor cable locking still should consider that adjacent anchor cable stretching lock the loss of prestress caused, when anchor cable pulling force lower than design lock value 90% time, should again lock;
6) after locking, anchor cable outer end should adopt cold cut segmentation method to excise; Steel strand after ground tackle cuts outward retain length should not be less than 50mm, when adopting thermal cutting, should not be less than 80mm.
6. according to claim 1 without the basement supporting of concrete to support, it is characterized in that bracing members arranges the degree of depth is for the first time digging depth 1.5 ~ 2.5m position, and bracing members setting space is 1.35 ~ 3.75m for the first time.
7. according to claim 1 without the basement supporting of concrete to support, it is characterized in that second time bracing members arranges the degree of depth is digging depth 2 ~ 3m position, and second time bracing members setting space is 1.70 ~ 3.83m.
8. according to claim 1 without the basement supporting of concrete to support, it is characterized in that in the middle part of the basement bottom board of billet position, embedded water stop rubber strip blocks infiltration path.
9. according to claim 2 without the basement supporting of concrete to support, it is characterized in that macadam-aggregate mix adopts rubble, sand grains, powder compound, ballast grain sizes is 15 ~ 2mm, and quality volume is 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%.
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| 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 |
| CN201710354674.5A CN107130608B (en) | 2015-11-24 | 2015-11-24 | Without concrete to the basement construction method for supporting of support |
| CN201710354672.6A CN107130607B (en) | 2015-11-24 | 2015-11-24 | Building basement supporting |
| CN201710354675.XA CN107130609B (en) | 2015-11-24 | 2015-11-24 | Without the basement supporting to support |
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| CN201710354672.6A Division CN107130607B (en) | 2015-11-24 | 2015-11-24 | Building basement supporting |
| CN201710354673.0A Division CN107012875B (en) | 2015-11-24 | 2015-11-24 | Basement supporting |
| CN201710354674.5A Division CN107130608B (en) | 2015-11-24 | 2015-11-24 | Without concrete to the basement construction method for supporting of support |
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| CN201710354674.5A Active CN107130608B (en) | 2015-11-24 | 2015-11-24 | Without concrete to the basement construction method for supporting of support |
| CN201710354673.0A Active CN107012875B (en) | 2015-11-24 | 2015-11-24 | Basement supporting |
| CN201710354675.XA Active CN107130609B (en) | 2015-11-24 | 2015-11-24 | Without the basement supporting to support |
| CN201510915206.1A Active CN105421468B (en) | 2015-11-24 | 2015-11-24 | Basement supporting without concrete to support |
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| CN201710354673.0A Active CN107012875B (en) | 2015-11-24 | 2015-11-24 | Basement supporting |
| CN201710354675.XA Active CN107130609B (en) | 2015-11-24 | 2015-11-24 | Without the basement supporting to support |
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| 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 |
| CN110130357A (en) * | 2019-04-01 | 2019-08-16 | 南京市第九建筑安装工程有限公司 | Fashioned iron combination stirring pile pit support system construction method is plugged at the top of bored concrete pile |
| CN111810202A (en) * | 2020-07-20 | 2020-10-23 | 武汉市市政建设集团有限公司 | Underground connecting channel interface construction method |
| CN113565102A (en) * | 2021-07-07 | 2021-10-29 | 深圳市中地建设工程有限公司 | Construction method for connecting concrete-saving waist beam with support pile |
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Also Published As
| Publication number | Publication date |
|---|---|
| CN107012875B (en) | 2018-11-09 |
| CN107130608A (en) | 2017-09-05 |
| CN107130609B (en) | 2018-10-12 |
| CN107130609A (en) | 2017-09-05 |
| CN107130607A (en) | 2017-09-05 |
| CN105421468B (en) | 2017-10-10 |
| CN107012875A (en) | 2017-08-04 |
| CN107130608B (en) | 2018-11-09 |
| CN107130607B (en) | 2018-11-09 |
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Denomination of invention: Basement support without concrete support Effective date of registration: 20211230 Granted publication date: 20171010 Pledgee: Industrial and Commercial Bank of China Limited Yangxin sub branch Pledgor: Shandong Yangxin Jinyuan Textile Chemical Co.,Ltd. Registration number: Y2021980017022 |
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