CN209652909U - A kind of diaphram wall bottom ruggedized construction - Google Patents
A kind of diaphram wall bottom ruggedized construction Download PDFInfo
- Publication number
- CN209652909U CN209652909U CN201920095684.6U CN201920095684U CN209652909U CN 209652909 U CN209652909 U CN 209652909U CN 201920095684 U CN201920095684 U CN 201920095684U CN 209652909 U CN209652909 U CN 209652909U
- Authority
- CN
- China
- Prior art keywords
- diaphram wall
- connecting plate
- concrete
- cast
- situ bored
- 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.)
- Withdrawn - After Issue
Links
- 238000010276 construction Methods 0.000 title claims abstract description 32
- 238000011065 in-situ storage Methods 0.000 claims abstract description 35
- 238000002347 injection Methods 0.000 claims abstract description 9
- 239000007924 injection Substances 0.000 claims abstract description 9
- 229910000831 Steel Inorganic materials 0.000 claims description 23
- 239000010959 steel Substances 0.000 claims description 23
- 230000002787 reinforcement Effects 0.000 claims description 15
- 210000003205 muscle Anatomy 0.000 claims description 13
- 230000003014 reinforcing effect Effects 0.000 claims description 13
- 210000000981 epithelium Anatomy 0.000 claims description 9
- 239000002689 soil Substances 0.000 claims description 5
- 230000008719 thickening Effects 0.000 claims description 5
- 230000015572 biosynthetic process Effects 0.000 claims 1
- 230000015271 coagulation Effects 0.000 claims 1
- 238000005345 coagulation Methods 0.000 claims 1
- 238000007569 slipcasting Methods 0.000 description 8
- 238000001556 precipitation Methods 0.000 description 7
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 7
- 238000005553 drilling Methods 0.000 description 6
- 238000000034 method Methods 0.000 description 6
- 239000010410 layer Substances 0.000 description 5
- 239000002002 slurry Substances 0.000 description 5
- 239000004568 cement Substances 0.000 description 2
- 239000003337 fertilizer Substances 0.000 description 2
- 239000003673 groundwater Substances 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 239000004576 sand Substances 0.000 description 2
- 238000004062 sedimentation Methods 0.000 description 2
- 239000000243 solution Substances 0.000 description 2
- 241000826860 Trapezium Species 0.000 description 1
- 238000004873 anchoring Methods 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 210000003555 cloaca Anatomy 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- ONCZQWJXONKSMM-UHFFFAOYSA-N dialuminum;disodium;oxygen(2-);silicon(4+);hydrate Chemical compound O.[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[Na+].[Na+].[Al+3].[Al+3].[Si+4].[Si+4].[Si+4].[Si+4] ONCZQWJXONKSMM-UHFFFAOYSA-N 0.000 description 1
- 230000009977 dual effect Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 235000011194 food seasoning agent Nutrition 0.000 description 1
- 239000011521 glass Substances 0.000 description 1
- 230000008595 infiltration Effects 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 239000011241 protective layer Substances 0.000 description 1
- 238000000746 purification Methods 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 229940080314 sodium bentonite Drugs 0.000 description 1
- 229910000280 sodium bentonite Inorganic materials 0.000 description 1
- 239000011800 void material Substances 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
Landscapes
- Piles And Underground Anchors (AREA)
Abstract
A kind of diaphram wall bottom ruggedized construction, ruggedized construction includes diaphram wall and cast-in-situ bored pile, the downside surface of cast-in-situ bored pile and one row of bottommost of diaphram wall can not the bottom end of injection anchor cable it is concordant, the stake top of cast-in-situ bored pile is connected as one by crown beam, connecting plate bed course and lateral resisting connecting plate are fixedly connected between cast-in-situ bored pile and diaphram wall, lateral resisting connecting plate and the uper side surface of crown beam are fixedly connected with shelving back-pressure concrete block, the lateral section of shelving back-pressure concrete block is right angled triangle, slope is formed slopely draining face from the outside to the core.The utility model uses the equivalent equal design concept to replace by force of diaphram wall bottom stress; Path of Force Transfer is reasonable; ensure pattern foundation pit supporting structure safety; connecting plate is effectively improved close to diaphram wall corner resistance to capsizing; has the characteristics that construction is simple and efficient and convenient; surrounding enviroment are not influenced, cost is relatively low.
Description
Technical field
The utility model relates to a kind of ground-connecting-wall, especially a kind of reinforcing ground-connecting-wall bottom structure.
Background technique
The mode that diaphram wall generallys use setting anchor cable reinforces wall.To coastal area rich groundwater, precipitation
There are the regions of intricate pipeline for difficult, pore-forming difficulty or ground end, can not usually carry out anchor cable pore-forming tensioning, underground is continuous
The foot of a wall portion, which is difficult to carry out the conventional reinforcing mode such as anchorage cable stretching and will lead to the supporting of diaphram wall bottom, has risk of toppling, especially
It is to be difficult to carry out the construction operation of last row's anchor cable of diaphram wall root to bring security risk.
In response to this, the prior art can generally be solved using following two mode:
One, the precipitation that a large amount of precipitation apparatus carry out the position is expended, cost is huge and less effective；Surrounding enviroment meeting simultaneously
Because precipitation is a greater impact, surrounding building or ground is caused to occur collapsing, sedimentation and deformation.
Two, water-stop curtain is separately provided on the outside of diaphram wall, water-stop curtain need to generally use cement mixing method etc.,
Need a large amount of support costs of extra consumption.
Utility model content
The purpose of the utility model is to provide a kind of diaphram wall bottom ruggedized constructions, to solve rich groundwater area
The supporting of diaphram wall root using a large amount of precipitation apparatus, that there are costs is huge, surrounding enviroment are a greater impact, and periphery is built
It builds object or the technical issues of collapsing sedimentation and deformation occurs in ground, also to solve water-stop curtain is separately provided and need extra consumption big
The technical issues of measuring support cost.
To achieve the above objectives, the present invention adopts the following technical solutions:
A kind of diaphram wall bottom ruggedized construction, including diaphram wall further include in the bottom of diaphram wall
It keeps at a distance between side and diaphram wall and squeezes into the cast-in-situ bored pile of a row, the downside surface and ground of the cast-in-situ bored pile
One row of bottommost of lower diaphragm wall can not injection anchor cable bottom end it is concordant, the stake top of the cast-in-situ bored pile is connected as by crown beam
One,
The connecting plate bed course of horizontal armored concrete is fixedly connected between the cast-in-situ bored pile and diaphram wall,
The inner end of the connecting plate bed course and one row of bottommost of diaphram wall can not the top position Yu Da of injection anchor cable it is opposite
It answers, the uper side surface of the connecting plate bed course is concordant with the downside surface of crown beam,
Between the cast-in-situ bored pile and diaphram wall, the upside of connecting plate bed course be also fixedly connected with horizontal reinforcing bar
The uper side surface of the lateral resisting connecting plate of concrete, the lateral resisting connecting plate is concordant with the uper side surface of crown beam,
The lateral resisting connecting plate and the uper side surface of crown beam are fixedly connected with shelving back-pressure concrete block, and the shelving is anti-
The width of concrete block is pressed to be equal to the sum of lateral resisting connecting plate and the width of crown beam, the back of the shelving back-pressure concrete block is tight
By the outer surface of diaphram wall, the uper side surface of shelving back-pressure concrete block is formed slopely draining face from the outside to the core.
The distance between the diaphram wall and cast-in-situ bored pile are 3m-5m.
The cast-in-situ bored pile is steel tube concrete pile, protrudes into the bottom thickness of crown beam not at the top of the cast-in-situ bored pile
Less than 200mm.
The connecting plate bed course is variable cross-section bed course, and the outer end thickness close to diaphram wall thickeies, thickening part
Thickness is not less than 800mm, and width is not less than 500mm, and the thickness of rest part is not less than 300mm.
Lateral resisting connecting plate position corresponding with diaphram wall is socketed by bar planting, and the bar planting enters underground company
The length of continuous wall is not less than 200mm, and the length into lateral resisting connecting plate of the bar planting is not less than 500mm.
The bar diameter of the lateral resisting connecting plate is 10mm-20mm, bar spacing 100mm-320mm；
The reinforcing bar of the lateral resisting connecting plate includes epithelium two-way concrete slab, one-way reinforcement in hypodermis two-way concrete slab and plate, institute
It states bar planting layering successively to weld with epithelium two-way concrete slab and hypodermis two-way concrete slab, the bar spacing of bar planting and the vertical muscle of two-way concrete slab
Spacing is identical；
The concrete grade of the lateral resisting connecting plate is not less than C35.
The concrete of the crown beam is identical as the label of the concrete of lateral resisting connecting plate and is integrated and pours.
The shelving back-pressure concrete block is made of the plain concrete that label is less than lateral resisting connecting plate concrete grade, slope
The lateral section of type back-pressure concrete block is right angled triangle, and the height of right angled triangle is at least 3.0m.
Compared with prior art the utility model have the characteristics that and the utility model has the advantages that
The utility model is directed to the construction operation for being difficult to carry out last row's anchor cable of diaphram wall root, can not for solution
Stretch-draw anchor is reinforced and bring security risk, is managed using the equivalent equal design to replace by force of diaphram wall bottom stress
Read, by design checking, last row anchor cable pore-forming tensioning position setting can lateral force resisting row of bored piles, row
Stake upside setting connection crown beam, crown beam use connecting plate and back-pressure concrete to be reinforced between ground-connecting-wall, can be continuous by underground
Wall bottom power of toppling effectively is transferred on campshed, if forming the secondary structure force transfer system of level board and campshed.
Its Path of Force Transfer of the utility model is reasonable, and it is continuous effectively to counteract underground by the Lateral Resistant System of secondary structure
Wall bottom anchor cable can not tensioning, thus the horizontal hypodynamic problem of bring, anchor cable can not be carried out by effectively offsetting ground-connecting-wall bottom
Topple caused by tensioning power, offset anchor cable can not supporting brought by tensioning topple power, it is ensured that pattern foundation pit supporting structure safety.
The utility model also avoids the infiltration of precipitation area in hardship anchorage cable stretching bring diaphram wall side wall, leak is asked
Topic, avoids water burst in anchor cable pore-forming and stretching process, gushes security risk brought by sand.
The utility model carries out back-pressure in ground-connecting-wall passive area, that is, lateral resisting connecting plate plate top setting weak concrete,
Guarantee deep pit monitor, effectively improve connecting plate close to diaphram wall corner resistance to capsizing, while the setting for draining face can be with
Accomplish functional in organized water drainage, avoid the problem of foundation pit fertilizer groove location ponding and draining difficulty, the cloaca for passing through lateral resisting connecting plate is arranged
Water system is drained, and has accomplished the operability of fertile slot part operation side.
The setting of the utility model cast-in-situ bored pile and horizontal lateral resisting plate can also inhibit the position fertilizer slot backfill
Uneven subsidence, while both having the characteristics that construction is simple and efficient and convenient, does not influence surrounding enviroment, cost compared with
It is low.
Detailed description of the invention
The utility model is described in more detail with reference to the accompanying drawing.
Fig. 1 is the schematic side view of the utility model ruggedized construction.
Fig. 2 is the arrangement of reinforcement detail view in Fig. 1.
Fig. 3 is the overlooking structure diagram of Fig. 2.
Fig. 4 is the top view layout of cast-in-situ bored pile.
Fig. 5 is the layout drawing of Grouting Pipe.
Fig. 6 is the layout drawing of injected hole.
Appended drawing reference: 1- diaphram wall, 2- cast-in-situ bored pile, 21- steel pipe, 22- pile body concrete, 23- slip casting
Construction drill bored concrete pile, 3- can not injection anchor cables, 4- hat after pipe, 24- injected hole, 2a- elder generation construction drill bored concrete pile, 2b-
Beam, the top 41- transverse direction main reinforcement, 42- right-angle side transverse direction main reinforcement, 43- bevel edge transverse direction main reinforcement, the longitudinal direction 44- stirrup, 45- are horizontal
The vertical muscle of muscle, 46-, 5- connecting plate bed course, the thickening part 51-, 52- rest part, 6- lateral resisting connecting plate, 61- epithelium
Two-way concrete slab, 62- hypodermis two-way steel, one-way reinforcement, 7- shelving back-pressure concrete block, 8- bar planting, 9- draining in 63- plate
Face.
Specific embodiment
Embodiment is referring to shown in Fig. 1-4, a kind of diaphram wall bottom ruggedized construction, including diaphram wall 1, further includes
It keeps at a distance between the bottom inside and diaphram wall of diaphram wall and squeezes into the cast-in-situ bored pile 2 of a row, it is specific to reinforce
Length is determined according to precipitation and surrounding enviroment, to guarantee that covering can not injection anchor cable position ground-connecting-wall.The underground is continuous
The distance between wall 1 and cast-in-situ bored pile 2 are a=3m-5m.The downside surface and diaphram wall of the cast-in-situ bored pile are most
Bottom row can not injection anchor cable 3 bottom end it is concordant, the stake top of the cast-in-situ bored pile is connected as one by crown beam 4.It is described
Cast-in-situ bored pile 2 is steel tube concrete pile, and the bottom thickness b of crown beam is protruded at the top of the cast-in-situ bored pile not less than 200mm.
In the present embodiment, the diameter of steel tube concrete pile is 1400mm-2100mm, and the stake heart is 2000mm-3000mm away from c.
The connecting plate pad of horizontal armored concrete is fixedly connected between the cast-in-situ bored pile 2 and diaphram wall 1
One row of bottommost of layer 5, the inner end of the connecting plate bed course 5 and diaphram wall 1 can not the top of injection anchor cable 3 beat position in advance
Set corresponding, the uper side surface of the connecting plate bed course 5 is concordant with the downside surface of crown beam 4.
The connecting plate bed course 5 is variable cross-section bed course, and the outer end thickness close to diaphram wall thickeies, thickening part 51
Thickness d be not less than 800mm, width is not less than 500mm, and the thickness e of rest part 52 is not less than 300mm.In the present embodiment, even
The concrete grade of fishplate bar bed course 5 is C20.Bar diameter is 10mm, double-layer double-direction setting.Thickening part 51 with a thickness of 800mm,
Width is 500mm, rest part 52 with a thickness of 300mm.
Between the cast-in-situ bored pile 2 and diaphram wall 1, the upside of connecting plate bed course 5 be also fixedly connected with it is horizontal
The uper side surface of the lateral resisting connecting plate 6 of armored concrete, the lateral resisting connecting plate 6 is concordant with the uper side surface of crown beam 4.
The lateral resisting connecting plate 6 position corresponding with diaphram wall 1 is socketed by bar planting 8, and the bar planting 8 enters ground
The length f of lower diaphragm wall 1 is not less than 200mm, and the length g into lateral resisting connecting plate 6 of the bar planting 8 is not less than 500mm.This
In embodiment, the length that bar planting 8 enters diaphram wall 1 is 200mm, and the length into lateral resisting connecting plate 6 of bar planting 8 is
500mm.The thickness h of lateral resisting connecting plate is 800mm, and concrete grade is not less than C35.The reinforcing bar packet of the lateral resisting connecting plate
Include epithelium two-way concrete slab 61, one-way reinforcement 63, the layering of bar planting 8 and epithelium two-way concrete slab 61 in hypodermis two-way concrete slab 62 and plate
It is successively welded with hypodermis two-way concrete slab 62, the bar spacing of bar planting 8 and the vertical muscle spacing of two-way concrete slab are identical.The lateral resisting connects
The bar diameter of fishplate bar 6 is 10mm-20mm, bar spacing 100mm-320mm.Wherein, the epithelium two-way concrete slab 61 is vertical
Muscle diameter 20mm, spacing 160mm, transverse bar diameter is 20mm, spacing 220m, the vertical muscle diameter of the hypodermis two-way concrete slab 62
20mm, spacing 160mm, transverse bar diameter are 20mm, spacing 180m, thickness of protection tier 250mm, one-way reinforcement 63 in plate
To indulge muscle, set up three layers, diameter 20mm, spacing 320m separately.The protective layer of epithelium two-way concrete slab 61 and hypodermis two-way concrete slab 62
With a thickness of 250mm.
The concrete of the crown beam 4 is identical as the label of the concrete of lateral resisting connecting plate 6 and is integrated and pours, and is preced with
The cross section of beam is right-angled trapezium, is highly 800mm, and bottom edge length j is 1700mm, and upper edge lengths k is 1400mm；The steel of crown beam
Muscle includes top transverse direction main reinforcement 41, diameter 5mm, spacing 22m, bottom edge transverse direction main reinforcement, diameter 5mm, spacing 22m, directly
Arm of angle transverse direction main reinforcement 42, diameter 5mm, spacing 28m, bevel edge transverse direction main reinforcement 43, diameter 5mm, spacing 28m are longitudinal to bind round
It is 8mm that muscle 44, which is diameter, spacing 150m, and one-way reinforcement is vertical muscle, including horizontal bar 45 and vertical muscle 46 in beam, and diameter is equal
For 8mm, spacing 150m.
The lateral resisting connecting plate 6 and the uper side surface of crown beam 4 are fixedly connected with shelving back-pressure concrete block 7, the slope
The width of type back-pressure concrete block 7 is equal to the sum of the width of lateral resisting connecting plate 6 and crown beam 4, the shelving back-pressure concrete block 7
Back abut the outer surface of diaphram wall, the uper side surface of shelving back-pressure concrete block 7 row of being formed slopely from the outside to the core
The water surface 9.The shelving back-pressure concrete block 7 is made of the plain concrete that label is less than 6 concrete grade of lateral resisting connecting plate, slope
The lateral section of type back-pressure concrete block 7 is right angled triangle, and the height of right angled triangle is at least 3.0m.In the present embodiment, slope
Type back-pressure concrete block marked as C20.The height of right angled triangle is 3.0m.
The construction method of this diaphram wall bottom ruggedized construction, construction procedure are as follows:
Step 1, the diaphram wall 1 for treating reinforcing are analyzed, according to on-site actual situations to can not carry out anchor cable at
Hole, tensioning position are counted, while being measured to its position.
Step 2, surveying setting-out determine the pile driving position and cast-in-situ bored pile size of cast-in-situ bored pile.
Step 3 makes the steel pipe of cast-in-situ bored pile:
Cast-in-situ bored pile includes steel pipe 21 and pile body concrete 22, and steel pipe uses finished product spiral welded pipe, outside the tube wall of steel pipe
Side vertically leads to height and is welded with Grouting Pipe 23, and Grouting Pipe is evenly arranged on the outside of tube wall, and the bottom blossom type of Grouting Pipe is disposed with one group of slip casting
Hole 24.
Referring to shown in Fig. 5-6, in the present embodiment, the diameter of finished product spiral welded pipe is 1.4m, length 12m；Grouting Pipe is 4
Branch DN25 steel pipe, wall thickness 2mm, for later period back-up sand and steel pipe external void is filled up in slip casting.Injected hole aperture is 5mm, along slip casting
The vertical interval 300mm of pipe is arranged one group, and 5 are arranged altogether, and the tube wall circumferential direction blossom type along Grouting Pipe is arranged.
Step 4, construction drill bored concrete pile, drilling construction use casing technique under rotary drilling rig mud off pore-forming, take
Rotary drilling rig aperture, drilling machine start to have dug mud pit before drilling, while being equipped with a moving type slurry purification system；Drill bit itself
Soil is taken, is not carried by mud, Soil Interface is taken not blend mutually with mud in hole, mud only plays support Gu Bi and is used, in mud selection
Viscosity sodium bentonite.
Step 5:
It squeezes into steel pipe: constructing when squeezing into using every a dozen one jump positions, squeeze into the steel of first construction drill bored concrete pile 2a first
Pipe.
The method of squeezing into is that the drill bit for being first 1.5m with diameter breaks concrete cushion and pore-forming is to 8m hole depth, and hole depth is less than
12m long is made in the height of steel pipe, steel pipe, then hangs in steel pipe access aperture and transfers to the bottom hole i.e. position 8m, revealed section 4m is adopted
It is pushed with drill power head, presses the motionless rear drill bit for using diameter 1.2m to carry out drilling soil digging out of steel pipe, then proceed to push,
Until steel pipe is transferred to designed elevation.
It pours pile body concrete: after often squeezing into a steel pipe, being poured early strength concrete pile under water, stake top laitance is artificial
It is polished after cleaning.Early strength concrete is marked as C30.
When the pile body concrete 22 of first construction drill bored concrete pile being waited to reach the 70% of design strength or after 36 hours,
Start to squeeze into the steel pipe of rear construction drill bored concrete pile 2b between first construction drill bored concrete pile, then pour pile body concrete at
Stake；
Step 6, in slip casting around pile after pile: pile starts after reaching 14d intensity in slip casting around pile, and injecting paste material is pure
Cement slurry, the ratio of mud are 0.5~0.6 and early strength agent, 1 Mpa of grouting pressure~2Mpa are added；The slip casting end time goes out for ground
Now anti-slurry and it is confirmed be neat slurry when stop slip casting.It is deposited if any artesian water and when dewatering effect is unobvious, then injecting paste material
It adds bath of glass or dual slurry blocks, play the role of rapid sealing.
Step 7, connecting plate bed course of constructing: by the lower part soil body placement in layers and compacting of lateral resisting connecting plate；Then it binds
Bed course reinforcing bar, bed course reinforcing bar are double-layer double-direction reinforcing bar, pour blinding concrete.
Step 8, in diaphram wall reinforcement planting: abolishing the level of diaphram wall Yu lateral resisting connecting plate link position
Then reinforcing rib welds bar planting 8.Anchoring into connecting plate reinforcing bar length may be at least 35d.
The reinforcing bar of crown beam 4 and lateral resisting connecting plate 6 is bound simultaneously, and welded with bar planting 8, single side by step 9
Weld length is 5d, and two-sided welding length is 10d, and connector is staggered 50%.
Step 10 uniformly pours the concrete of crown beam 4 and lateral resisting connecting plate 6 after installation template, cast-in-situ bored pile 2
Crown beam 4 is protruded at top, using pump concrete, water seasoning after the completion.
Step 11, construct shelving back-pressure concrete block: the upside of lateral resisting connecting plate 6 pour weak concrete into
The uper side surface construction of row back-pressure, shelving back-pressure concrete block 7 is sloping.
Claims (8)
1. a kind of diaphram wall bottom ruggedized construction, including diaphram wall (1), it is characterised in that: further include connecting in underground
Continue the gang drill hole pouring pile (2) squeezed into of keeping at a distance between the bottom inside and diaphram wall of wall, the cast-in-situ bored pile
Downside surface and one row of bottommost of diaphram wall can not the bottom end of injection anchor cable (3) it is concordant, the cast-in-situ bored pile
Stake top is connected as one by crown beam (4),
The connecting plate pad of horizontal armored concrete is fixedly connected between the cast-in-situ bored pile (2) and diaphram wall (1)
Layer (5), one row of bottommost of the inner end of the connecting plate bed course (5) and diaphram wall (1) can not injection anchor cable (3) top
End beats that position is corresponding in advance, and the uper side surface of the connecting plate bed course (5) is concordant with the downside surface of crown beam (4),
Between the cast-in-situ bored pile (2) and diaphram wall (1), the upside of connecting plate bed course (5) be also fixedly connected with level
Armored concrete lateral resisting connecting plate (6), the upside table of the uper side surface of the lateral resisting connecting plate (6) and crown beam (4)
Face is concordant,
The uper side surface of the lateral resisting connecting plate (6) and crown beam (4) is fixedly connected with shelving back-pressure concrete block (7), described
The width of shelving back-pressure concrete block (7) is equal to the sum of the width of lateral resisting connecting plate (6) and crown beam (4), the shelving back-pressure
The back of concrete block (7) abuts the outer surface of diaphram wall, and the uper side surface of shelving back-pressure concrete block (7) is certainly export-oriented
Tilted formation draining face (9).
2. diaphram wall bottom according to claim 1 ruggedized construction, it is characterised in that: the diaphram wall (1)
The distance between cast-in-situ bored pile (2) is 3m-5m.
3. diaphram wall bottom according to claim 1 ruggedized construction, it is characterised in that: the cast-in-situ bored pile (2)
For steel tube concrete pile, the bottom thickness of crown beam is protruded at the top of the cast-in-situ bored pile not less than 200mm.
4. diaphram wall bottom according to claim 1 ruggedized construction, it is characterised in that: the connecting plate bed course (5)
For variable cross-section bed course, the outer end thickness close to diaphram wall thickeies, and the thickness of thickening part (51) is not less than 800mm, wide
Degree is not less than 500mm, and the thickness of rest part (52) is not less than 300mm.
5. diaphram wall bottom according to claim 1 ruggedized construction, it is characterised in that: the lateral resisting connecting plate
(6) position corresponding with diaphram wall (1) is socketed by bar planting (8), and the bar planting (8) enters the length of diaphram wall (1)
Degree is not less than 200mm, and the length for entering lateral resisting connecting plate (6) of the bar planting (8) is not less than 500mm.
6. diaphram wall bottom according to claim 5 ruggedized construction, it is characterised in that: the lateral resisting connecting plate
(6) bar diameter is 10mm-20mm, bar spacing 100mm-320mm；
The reinforcing bar of the lateral resisting connecting plate includes epithelium two-way concrete slab (61), one-way reinforcement in hypodermis two-way concrete slab (62) and plate
(63), bar planting (8) layering is successively welded with epithelium two-way concrete slab (61) and hypodermis two-way concrete slab (62), the steel of bar planting (8)
Muscle spacing is identical as the vertical muscle spacing of two-way concrete slab；
The concrete grade of the lateral resisting connecting plate is not less than C35.
7. diaphram wall bottom according to claim 1 ruggedized construction, it is characterised in that: the coagulation of the crown beam (4)
Soil is identical as the label of concrete of lateral resisting connecting plate (6) and is integrated and pours.
8. diaphram wall bottom according to claim 1 ruggedized construction, it is characterised in that: the shelving back-pressure concrete
Block (7) is made of the plain concrete that label is less than lateral resisting connecting plate (6) concrete grade, shelving back-pressure concrete block (7)
Lateral section is right angled triangle, and the height of right angled triangle is at least 3.0m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201920095684.6U CN209652909U (en) | 2019-01-21 | 2019-01-21 | A kind of diaphram wall bottom ruggedized construction |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201920095684.6U CN209652909U (en) | 2019-01-21 | 2019-01-21 | A kind of diaphram wall bottom ruggedized construction |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN209652909U true CN209652909U (en) | 2019-11-19 |
Family
ID=68521866
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201920095684.6U Withdrawn - After Issue CN209652909U (en) | 2019-01-21 | 2019-01-21 | A kind of diaphram wall bottom ruggedized construction |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN209652909U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109723055A (en) * | 2019-01-21 | 2019-05-07 | 北京建工四建工程建设有限公司 | A kind of diaphram wall bottom ruggedized construction and its construction method |
| CN115217124A (en) * | 2021-04-16 | 2022-10-21 | 河北省交通规划设计研究院有限公司 | In-situ retaining structure for slope expanding excavation and construction method |
-
2019
- 2019-01-21 CN CN201920095684.6U patent/CN209652909U/en not_active Withdrawn - After Issue
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109723055A (en) * | 2019-01-21 | 2019-05-07 | 北京建工四建工程建设有限公司 | A kind of diaphram wall bottom ruggedized construction and its construction method |
| CN109723055B (en) * | 2019-01-21 | 2024-01-23 | 北京建工四建工程建设有限公司 | Underground diaphragm wall bottom reinforcing structure and construction method thereof |
| CN115217124A (en) * | 2021-04-16 | 2022-10-21 | 河北省交通规划设计研究院有限公司 | In-situ retaining structure for slope expanding excavation and construction method |
| CN115217124B (en) * | 2021-04-16 | 2024-02-13 | 河北省交通规划设计研究院有限公司 | In-situ retaining structure for slope expansion and excavation and construction method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104806272B (en) | Tunnel shunting combined type guarded drainage integrated system and construction method and using method | |
| CN104499479B (en) | It is a kind of to pass through the dug pile construction method that sand gravel backfills layer | |
| CN204000956U (en) | A kind of basement bottom plate rear pouring tape structure | |
| CN105133620B (en) | Pit supporting construction and its construction method in local flow's modeling shape Muddy Bottoms soil body hole | |
| CN204572015U (en) | A kind of tunnel shunting combined type waterproof and water drainage system | |
| CN105672348A (en) | Construction method for cropping bridge pile foundation at sandy gravel stratum of abyssal region | |
| CN103924987B (en) | A kind of SMW engineering method stake tunnel shielding portal seepage-proof structure and construction method thereof | |
| CN109723055A (en) | A kind of diaphram wall bottom ruggedized construction and its construction method | |
| CN107217676A (en) | A kind of steel cylinder with seal groove and occlusion structure or steel sheet pile and steel construction diaphragm wall | |
| CN209652909U (en) | A kind of diaphram wall bottom ruggedized construction | |
| CN109183809A (en) | A kind of construction method of Muddy Bottoms clay deep-foundation pit engineering composite support support replacement | |
| CN215629929U (en) | Novel site operation structure of anti-floating anchor rod | |
| CN204959787U (en) | Novel tower crane combination formula basis | |
| CN109779640A (en) | A kind of shield launching portal breaking construction method | |
| CN105735323A (en) | Shotcrete reverse construction and punching pile combined deep foundation pit retaining structure and construction method thereof | |
| CN208870053U (en) | A kind of deep-well retaining wall steel structure support | |
| CN207829907U (en) | A kind of tunnel bottom structure | |
| CN110924404A (en) | Construction method for deep backfill filling wall foundation | |
| CN110359471A (en) | Subaqueous tunnel highly permeable sandy soil layer impermeabilisation destroys structure and construction method | |
| CN206635750U (en) | Manually digging hole pile enlarged foot dado structure | |
| CN108150191A (en) | A kind of tunnel bottom structure and its construction method | |
| CN213088033U (en) | Anchor hole grouting water plugging device in confined water stratum | |
| CN108266207A (en) | A kind of push pipe export ＆ import water-stopping method and device suitable for deep water-rich sand layer area | |
| CN107574792A (en) | Contain high water head plugging structure and its construction method in a kind of dam foundation water delivery bottom | |
| CN208917843U (en) | The diaphragm wall foundation pit that the steel cylinder or steel sheet pile of a kind of seal groove and occlusion structure are constituted is with going along with sb. to guard him |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned | ||
| AV01 | Patent right actively abandoned | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20191119 Effective date of abandoning: 20240123 |
|
| AV01 | Patent right actively abandoned |
Granted publication date: 20191119 Effective date of abandoning: 20240123 |