CN206956738U - A kind of super-sized foundation pit subregion adds inner supporting structure after excavating - Google Patents
A kind of super-sized foundation pit subregion adds inner supporting structure after excavating Download PDFInfo
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- CN206956738U CN206956738U CN201720884518.5U CN201720884518U CN206956738U CN 206956738 U CN206956738 U CN 206956738U CN 201720884518 U CN201720884518 U CN 201720884518U CN 206956738 U CN206956738 U CN 206956738U
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Abstract
It the utility model is related to after a kind of super-sized foundation pit subregion excavates and add inner supporting structure, it is characterized in that first support pile, inner side support pile and stake top solidification soil layer on the outside of the setting of foundation ditch lateral wall, and be implanted into bottom Guan Liang positioning bar body and top Guan Liang positioning bar body on collateral fender pile inside；Then among foundation ditch to the foundation ditch both sides slope excavation pit middle part soil body, then set in the bottom of foundation ditch for having excavated region and cheat bottom drainage blanket, geogrids layer, post-cast strip grade beam, anti-float anchor rod, solidification cement soil layer；Add inner support after then being set between the adjustable rest on the grade beam of post-cast strip and stake top Guan Liang, add the inner support bottom soil body after excavating again, then hole bottom reinforcement stake, hole bottom drainage blanket, hole bottom gutter, solidification cement soil layer are set in rear plus inner support bottom hole bottom, finally add bracing demolition by after, the Stress property of foundation pit supporting system can not only be improved, and excavation of foundation pit speed can be accelerated, pattern foundation pit supporting structure material usage can also be saved.
Description
Technical field
The utility model belongs to underground engineering field, and in particular to a kind of super-sized foundation pit subregion adds inner support knot after excavating
Structure.
Background technology
With the development of Building technology and continually developing for urban underground space, deep-foundation pit engineering is more and more；Many
During Construction of Deep Excavation Engineering, the strict situation of big planar dimension, complex geologic conditions, Deformation control can be run into often.Engineering is real
Trample and show, in super-sized foundation pit excavation construction, not only to consider pattern foundation pit supporting structure safe class, geological conditions, foundation depth, week
The factor such as surrounding environment, foundation ditch planar dimension and shape, construction site condition, should also be from Technological Economy angle to pattern foundation pit supporting structure form
Analyzed with construction technology.In Practical Project, the technique of design and construction water of super-sized foundation pit under complex environment how is lifted
It is flat, improve engineering construction benefit, it has also become the major issue that foundation pit construction faces.
Types of Deep Foundation Pit Retaining mainly has at present：Slope excavation, cantilevered, gravity type, inner bearing type, drawing anchor formula, soil nail wall
And other supporting construction (gantry type, arcuately combination, open caisson supporting, freezing process and contrary sequence method etc.), these support forms are suitable
Operating mode under achieve preferable supporting effect, but how to lift pattern foundation pit supporting structure stability, reducing support engineering cost, dynamic
Control pattern foundation pit supporting structure intensity, optimization foundation pit supporting system etc. remain the space that can further optimize.
A kind of method for supporting deep foundation pit disclosed in existing Patent No. CN201210024780.4, specifically includes following step
Suddenly：(1) treating to squeeze into hollow shell pill of some lower ends provided with closure pile top around supporting pit foundation；(2) in above-mentioned hollow shell pill
Inside it is put into the steel reinforcement cage provided with Grouting Pipe and the centre being fixed in hollow shell pill；(3) in the hollow shell pill
Pour into a mould the concrete of some strength, vibration compacting；(4) after above-mentioned concrete initial set, from Grouting Pipe upper end to hollow shell pill inside
Certain density cement mortar is injected, after the concrete and cement mortar final set in the hollow shell pill, support pile is completed.The structure
Though having carried out some innovations in terms of the stress performance lifting of hollow shell pill and supporting construction integrally enhancing, fail solve supporting
The engineering problems such as structure stress character improves, soil body supporting performance plays, efficiency of construction lifting.
Utility model content
The purpose of this utility model is to provide after a kind of super-sized foundation pit subregion excavates plus inner supporting structure, can fully send out
Soil body self-stable ability inside foundation ditch is waved, reduces site operation difficulty, saves construction material dosage, lifts base pit stability；Effectively
Improve Super Large Deep Foundation Pit Construction quality, lift site operation efficiency, improve foundation pit supporting construction Stress property, it is deep suitable for super large
Deep excavation project.
To realize above-mentioned technical purpose, major technique solution of the present utility model is to provide a kind of super-sized foundation pit point
Area adds inner supporting structure, including foundation ditch after excavating, foundation pit side-wall is sequentially provided with inner side support pile, stake top solidification soil layer by table to inner
With outside support pile, bottom of foundation ditch is sequentially provided with hole bottom drainage blanket, geogrids layer and solidification cement soil layer, foundation ditch from down to up
Bottom be provided be sequentially connected with post-cast strip grade beam, afterwards plus inner support bottom bearing plate and adjustable rest, foundation pit side-wall surface it is interior
Collateral fender pile is provided with support pile Guan Liang, after support pile Guan Liang is provided with plus inner support top bearing plate, afterwards plus at the top of inner support
Add inner support after being provided between bearing plate and adjustable rest.
The bottom of foundation ditch is provided with hole bottom reinforcement stake implant holes at the support pile of inner side, cheats and is set in bottom reinforcement stake implant holes
There is hole bottom reinforcement stake, hole bottom drainage blanket is provided with hole bottom gutter with cheating the junction of bottom reinforcement stake.
The solidification cement soil layer is provided with the anti-float anchor rod laying through geogrids layer, hole bottom drainage blanket and bottom of foundation ditch
Hole, anti-float anchor rod cloth apertured is interior to be provided with anti-float anchor rod, and the bottom of anti-float anchor rod is provided with anchor pole enlarged footing.
The ground anchor bolt uses the soil nailing of 1.0~1.5m length.
Add inner support surface soldered after described or be pasted with surface strain meter.
The top Guan Liang positioning bar body being fixed on the support pile of inner side, support pile Guan Liang are provided with the top of the support pile Guan Liang
Bottom is provided with the bottom Guan Liang positioning bar body being fixed on the support pile of inner side, and support pile Guan Liang is included by Guan Liang end template, Guan Liang
Side template and top the Guan Liang body that is located by connecting surround the support pile Guan Liang mould that connects and composes, top Guan Liang be located by connecting body pass through it is upper
Portion's Guan Liang positioning bar body bolt is connected with top Guan Liang positioning bar body, and Guan Liang end template is fixed on the Guan Liang positioning bar body of bottom,
Provided with the Guan Liang steel reinforcement cage being connected with bearing plate at the top of rear plus inner support, rear plus inner support top bearing plate in support pile Guan Liang mould
Both ends are connected with Guan Liang end template and Guan Liang side template respectively, and concrete has been poured in support pile Guan Liang mould, and branch is formed through maintenance
Fender pile Guan Liang.
The connection of the Guan Liang end template and Guan Liang side template is to insert Guan Liang end template by the bottom of Guan Liang side template
The Guan Liang side template being provided with lays what is realized in groove.
The post-cast strip grade beam is included by the ground anchor bolt for being inserted in bottom of foundation ditch and the ground beam steel being located at by ground anchor bolt
The post-cast strip ground beam form that cage is formed, grade beam steel reinforcement cage are poured in beam form to post-cast strip with adding inner support bottom bearing plate to be connected afterwards
There is concrete.
The solidification cement soil layer includes the cured later soil cement below premature curing cement soil layer and rear plus inner support
Layer, waterproof strip band is connected between premature curing cement soil layer and cured later cement soil layer, the waterproof strip band uses rubber
Waterproof strip band, the side of waterproof strip band is pasted with solidification cement soil layer to be connected.
The inner side support pile and outside support pile use diameter 0.8m cement mixing pile, stake spacing 1.2m, inner side
The a length of 12m of stake of support pile, a length of 10m of stake of outside support pile.
Stake top solidification soil thickness be 2.5m, the native shape between cement mortar slip casting inner side support pile and outside support pile
Into.
It is described after plus inner support use diameter 200mm, wall thickness 2mm, long 8m, strength grade for Q235 steel pipe cut and
Into.
The support pile Guan Liang is identical with post-cast strip grade beam size, the wide 300mm in section, high 400mm, strength grade of concrete
For C30.
The spiral of the top Guan Liang positioning bar body diameter 32mm is prefabricated to be formed, and stretches out inner side supporting towards foundation ditch end
The length of stake is 300mm.
The bottom Guan Liang positioning bar body uses diameter 20mm expansion bolt, and the external part of bottom Guan Liang positioning bar body is set
Put top Guan Liang positioning bar body bolt and top Guan Liang is located by connecting body, connection is set inside the Guan Liang positioning bar body bolt of top
Silk, top Guan Liang are located by connecting a diameter of 20mm of body, one end set with the bolted screw thread of top Guan Liang positioning bar body, separately
One end sets the spacing elbow of template being connected with Guan Liang side template.
Bearing plate and rear plus inner support bottom bearing plate at the top of inner support is added to use thick 2cm, a length of 30cm, width after described
The steel plate rolling for being Q235 for 30cm, strength grade forms.
The Guan Liang steel reinforcement cage and grade beam steel reinforcement cage require to prepare according to support pile Guan Liang and post-cast strip grade beam size respectively
Form, include 6 a diameter of 25mm longitudinal screw reinforcing bar, stirrup uses a diameter of 10mm plain steel-bar, and stirrup is with after
It is inclined-plane to add bearing plate joint at the top of inner support, and stirrup with adding inner support bottom bearing plate joint to be inclined-plane afterwards.
The Guan Liang end template and Guan Liang side template use the width of thick 5mm aluminum alloy mould plate, wherein Guan Liang end template
Spend for 400mm, setting wide 5mm, deep 3mm Guan Liang side template to lay groove towards foundation ditch side；The height of Guan Liang side template is
405mm。
The hole bottom draining thickness 100mm, using the gritting material of uniform grading, gravel maximum particle diameter is no more than 50mm.
The ground anchor bolt uses a diameter of 32mm spiral is prefabricated to form, the long 500mm of ground anchor bolt.
The anchor pole enlarged footing is formed using cement mortar slip casing by pressure, expands cephalic par length not less than 1000mm, diameter not
Less than 200mm.
The anti-float anchor rod uses a diameter of 32mm spiral is prefabricated to form, length 8000mm；Anti-float anchor rod cloth
The aperture 130mm of apertured.
The solidification cement soil layer is compacted to be formed using soil cement, thickness 300mm.
The geogrids layer uses glass fiber grid material, glass fiber grid technical requirements for materials such as following table.
| Index Content | Index request | Test temperature (DEG C) |
| Tensile strength (kN/m) | ≥50 | 20±2 |
| Peak load elongation percentage (%) | ≤3 | 20±2 |
| Mesh size (mm × mm) | 20×20 | 20±2 |
| Mesh form | Rectangle | 20±2 |
The adjustable rest uses 30t Thin type hydraulic jack.
The surface strain meter uses range as 100mm, temperature measurement range:- 50~+150 DEG C of resistance-type surface should
Become meter.
A diameter of 500mm of the hole bottom reinforcement stake implant holes, is formed using low pressure bore mode；Bottom reinforcement stake is cheated to use
A diameter of 500 millimeters.
The width in the hole bottom gutter is 500mm, deep 200mm, and filling is with cheating bottom drainage blanket phase in the bottom gutter of hole
Same gritting material.
The waterproof strip band uses hydro-expansive rubber water proof band, its expansion rate (5h-6h) >=300%~400%,
Maximum swelling rate >=1600%.
The utility model additionally provides the construction method for adding inner supporting structure after a kind of super-sized foundation pit subregion excavates, including
Following construction procedure：
1) preparation of construction：Engineering geology soil nature, level of ground water and Yu Wa foundation ditches area and the existing distance for closing on building are found out,
And inner side support pile, the stake position of outside support pile and height of pile top are indicated at the scene, organizing construction's machinery, material and personnel enter
；
2) pattern foundation pit supporting structure pile driving construction：The support pile on the outside of being constructed in advance outside digging foundation ditch area edge, then foundation ditch area edge is being dug in advance
Place construction inner side support pile, and curing process is carried out to the soil body between lateral branch fender pile and inner side support pile, form stake top solidification
Soil layer, stake top solidification the thickness of the layer are 1/5~1/4 inner side support pile length；
3) soil body slope is excavated among foundation ditch：The soil body shape of middle part is excavated to both sides slope among Yu Wa foundation ditches area
Into preliminary foundation ditch, will it is default after plus inner support position soil excavation into upper steep lower slow step；
4) support pile Guan Liang is constructed：Collateral fender pile draws two rows hole inside, and a top Guan Liang is implanted into upper round and is determined
Position muscle body, is implanted into a bottom Guan Liang positioning bar body in lower round, and the elevation of top surface of multiple bottom Guan Liang positioning bar bodies is existed
On same plane；First bearing plate at the top of rear plus inner support is welded to connect with support pile Guan Liang steel reinforcement cage, then determined in bottom Guan Liang
Fixed on the muscle body of position and body is located by connecting around the supporting dowel crown connected and composed by Guan Liang end template, Guan Liang side template and top Guan Liang
Beam form, support pile Guan Liang steel reinforcement cage are laid in support pile Guan Liang mould, and the Guan Liang body that is located by connecting in top is determined by top Guan Liang
Position muscle body bolt is connected with top Guan Liang positioning bar body, then carries out concreting to support pile Guan Liang mould, is formed through maintenance
Support pile Guan Liang；
5) bottom of foundation ditch excavates regional processing：First by the certain thickness of the bottom of foundation ditch except adding inner support position after presetting
The soil body excavate after laying hole bottom drainage blanket and geogrids layer successively, then at post-cast strip grade beam axis position to bottom of foundation ditch soil
Ground anchor bolt is set in vivo, adds inner support bottom bearing plate after being welded on grade beam steel reinforcement cage, after subsequent casting concrete is formed
Pour band grade beam；The anti-float anchor rod with anchor pole enlarged footing is laid in bottom of foundation ditch again, is finally excavating the bottom of foundation ditch cloth in region
If solidify cement soil layer；
6) inner support construction is added afterwards：After the concrete of support pile Guan Liang and post-cast strip grade beam forms intensity, first poured after
Adjustable rest is set on the rear plus inner support bottom bearing plate with grade beam, then in adjustable rest with adding bearing plate at the top of inner support afterwards
Between set after plus inner support, and in the surface soldered or adhesive surface strain gauge of rear plus inner support, rear plus inner support is applied
Pressure, after making plus inner support both ends are closely connected with adjustable rest and support pile Guan Liang respectively；
7) inner support bottom soil excavation is added afterwards：Rear plus inner support bottom the soil body is excavated from up to down, and will be excavated
The soil body be first placed on the solidification cement soil layer that bottom of foundation ditch has been cured；
8) reinforcing construction behind foundation ditch bottom：Drawn downwards close to inner side support pile position in bottom of foundation ditch using small-sized construction machinery
Hole, hole bottom reinforcement stake implant holes is formed, will then be cheated in the bottom reinforcement stake implant holes of bottom reinforcement stake press-in hole using pressure apparatus；Again
Hole bottom drainage blanket is laid at foundation ditch bottom, hole bottom gutter is set in hole bottom drainage blanket and hole bottom reinforcement stake joint；Finally cheating
Geogrids layer is sequentially carried out on the drainage blanket of bottom and solidifies the construction of cement soil layer, solidifies cement at the hole bottom of different time construction
Waterproof strip band is set at the vertical abutment joint between soil layer；
9) bracing demolition is added afterwards：The mode for taking interval to remove, progressively will after plus bracing demolition, will put temporarily in 7)
Moved in the soil body on the solidification cement soil layer that bottom of foundation ditch has been cured on the outside of foundation ditch.
Anti-float anchor rod cloth apertured pore-forming by the way of the drilling of small-sized construction machinery, to anti-float anchor rod cloth apertured interpolation
After entering anti-float anchor rod, slip casing by pressure is carried out to the bottom of anti-float anchor rod, forms anchor pole enlarged footing；Anti-float anchor rod bottom grouting pressure
For 1.5~2 times of corresponding depth passive earth pressure calculated value.
Hole bottom reinforcement stake implant holes pore-forming by the way of the drilling of small-sized construction machinery.
The utility model beneficial effect：
(1) add the loading characteristic of inner supporting structure after being excavated according to super-sized foundation pit subregion, opened from super-sized foundation pit subregion
Digging, oblique rear plus inner support, hole bottom local reinforcement etc. are set about, and place is optimized to foundation pit supporting construction and construction technology
Reason, the self-stable ability of the soil body and rear plus inner support supporting performance in foundation ditch can be not only given full play to, and base can be improved
Cheat the Stress property of support system；
(2) according to support pile on the inside of foundation ditch and the pile body stressing conditions of outside support pile, oblique branch first is applied to support pile
The soil body of excavation pit edge again after support, set at hole bottom with inner side support pile joint after removing again after the bottom reinforcement stake of hole
Add inner support, can effectively during lifting construction and after the completion of excavation of foundation pit support system resistance transversely deforming ability, prevent
Generation unstable failure；
(3) after the completion of the soil excavation of foundation ditch middle part, you can carry out cheating bottom anti-float anchor rod and cheat bottom solidification soil cement
Layer construction, and the construction of upper body structure, both contribute to shorten the site operation duration, the anti-floating of bottom of foundation ditch can be lifted again
Performance, reduce the probability of happening of engineering disease；
(4) afterwards plus inner support uses bracing members, it is dismountable after the completion of excavation of foundation pit to continue to employ, save foundation pit supporting construction
Master Cost, reduce Construction Cost.
Brief description of the drawings
Fig. 1 is the structural representation of the embodiment of the utility model one；
Fig. 2 is the structure section schematic diagram after the completion of the support pile Guan Liang template in Fig. 1 embodiments is laid；
In figure：Support pile on the inside of 1-；Support pile on the outside of 2-；3- stake tops solidify soil layer；Add inner support after 4-；5- supporting dowel crowns
Beam；6- tops Guan Liang positioning bar body；7- bottoms Guan Liang positioning bar body；After 8- plus inner support top bearing plate；9- Guan Liang steel reinforcement cages；
10- Guan Liang end templates；11- Guan Liang side templates；12- cheats bottom drainage blanket；13- post-cast strips grade beam；14- ground anchor bolts；15- ground joist steel
Muscle cage；Add inner support bottom bearing plate after 16-；17- anchor pole enlarged footings；18- anti-float anchor rods；19- solidifies cement soil layer；20- soil
Work grid layer；21- is adjustable rest；22- surface strain meters；23- cheats bottom reinforcement stake implant holes；24- cheats bottom reinforcement stake；25- cheats bottom
Gutter；26- waterproof strip bands；27- Guan Liangs side template lays groove；28- tops Guan Liang positioning bar body bolt；29- anti-float anchor rod cloth
Apertured；30- tops Guan Liang is located by connecting body；The spacing elbow of 31- templates；32- foundation ditches.
Embodiment
After in present embodiment plus inner support designs and made construction technical requirement, inner side support pile and outside support pile
Construction technical requirement, concrete pouring construction technical requirements, solidification cement soil layer construction technical requirement, geogrids layer cloth facility
Repeated no more in the present embodiment such as work technology, Construction Technology of Anti-floating Anchor requirement, emphasis illustrates the embodiment party that the utility model relates to
Formula.
As depicted in figs. 1 and 2, inner support knot is added after a kind of super-sized foundation pit subregion described by the utility model excavates
Structure, including foundation ditch 32, the side wall of foundation ditch 32 are sequentially provided with inner side support pile 1, stake top solidification soil layer 3 and outside support pile by table to inner
2, the bottom of foundation ditch 32 is sequentially provided with hole bottom drainage blanket 12, geogrids layer 20 and solidification cement soil layer 19, foundation ditch 32 from down to up
Bottom is provided with the post-cast strip grade beam 13 being sequentially connected with, adds inner support bottom bearing plate 16 and adjustable rest 21, the side wall of foundation ditch 32 afterwards
The inner side support pile 1 on surface is provided with support pile Guan Liang 5, after support pile Guan Liang 5 is provided with plus inner support top bearing plate 8, after
Add and add inner support 4 after being provided with the top of inner support between bearing plate 8 and adjustable rest 21.
The bottom of foundation ditch 32 is provided with hole bottom reinforcement stake implant holes 23, hole bottom reinforcement stake implantation at inner side support pile 1
Hole bottom reinforcement stake 24 is provided with hole 23, hole bottom drainage blanket 12 is provided with hole bottom gutter 25 with cheating the junction of bottom reinforcement stake 24.
The solidification cement soil layer 19 is provided with the anti-floating through geogrids layer 20, hole bottom drainage blanket 12 and the bottom of foundation ditch 32
Anchor pole cloth apertured 29, anti-float anchor rod cloth apertured 29 is interior to be provided with anti-float anchor rod 18, and the bottom of anti-float anchor rod 18 is provided with anchor pole enlarged footing
17。
The ground anchor bolt uses the soil nailing of 1.0~1.5m length.
Add the surface soldered of inner support 4 after described or be pasted with surface strain meter 22.
The top of support pile Guan Liang 5 is provided with the top Guan Liang positioning bar body 6 being fixed on the support pile 1 of inner side, support pile
The bottom of Guan Liang 5 includes by Guan Liang bed die provided with the bottom Guan Liang positioning bar body 7 for being fixed on the support pile of inner side 1, support pile Guan Liang 5
Plate 10, Guan Liang side template 11 and top the Guan Liang body 30 that is located by connecting surround the support pile Guan Liang mould that connects and composes, and top Guan Liang is determined
Position connector 30 is connected by top Guan Liang positioning bar body bolt 28 with top Guan Liang positioning bar body 6, and Guan Liang end template 10 is fixed
The Guan Liang reinforcing bar being connected with rear plus inner support top bearing plate 8 is provided with bottom Guan Liang positioning bar body 7, in support pile Guan Liang mould
Cage 9, the both ends of bearing plate 8 are connected with Guan Liang end template 10 and Guan Liang side template 11 respectively afterwards plus at the top of inner support, support pile Guan Liang
Concrete has been poured in mould, support pile Guan Liang 5 is formed through maintenance.
The connection of the Guan Liang end template 10 and Guan Liang side template 11 is to insert Guan Liang by the bottom of Guan Liang side template 11
The Guan Liang side template that end template 10 is provided with lays what is realized in groove.
The post-cast strip grade beam 13 includes the ground anchor bolt 14 by being inserted in bottom of foundation ditch and is located at the ground on the side of ground anchor bolt 14
The post-cast strip ground beam form that beam steel cage 15 is formed, grade beam steel reinforcement cage 15 with adding inner support bottom bearing plate 16 to be connected afterwards, post-cast strip
Concrete has been poured in ground beam form.
The solidification cement soil layer 19 includes the cured later water below premature curing cement soil layer 19 and rear plus inner support
Dirt bed 19, waterproof strip band 26, the water proof are connected between premature curing cement soil layer 19 and cured later cement soil layer 19
Band 26 uses rubber waterproof strip band, and the side of waterproof strip band 26 is pasted with solidification cement soil layer 19 to be connected.
The inner side support pile 1 and outside support pile 2 use diameter 0.8m cement mixing pile, and stake spacing 1.2m is interior
The a length of 12m of stake of collateral fender pile 1, a length of 10m of stake of outside support pile 2.
The stake top solidification thickness of soil layer 3 is 2.5m, between cement mortar slip casting inner side support pile 1 and outside support pile 2
Soil is formed.
It is described after plus inner support 4 use diameter 200mm, wall thickness 2mm, long 8m, strength grade for Q235 steel pipe cut and
Into.
The support pile Guan Liang 5 is identical with the size of post-cast strip grade beam 13, the wide 300mm in section, high 400mm, concrete strength
Grade is C30.
The spiral of the diameter 32mm of top Guan Liang positioning bar body 6 is prefabricated to be formed, and stretches out inner side towards the end of foundation ditch 32
The length of support pile 1 is 300mm.
The bottom Guan Liang positioning bar body 7 is using diameter 20mm expansion bolt, the external part of bottom Guan Liang positioning bar body 7
Top Guan Liang positioning bar body bolt 28 and top Guan Liang is set to be located by connecting body 30, inside top Guan Liang positioning bar body bolt 28
If connecting filament, top Guan Liang is located by connecting a diameter of 20mm of body 30, and one end is set to be connected with top Guan Liang positioning bar body bolt 28
The screw thread connect, the other end set the spacing elbow 31 of template being connected with Guan Liang side template 11.
Bearing plate 8 and afterwards plus inner support bottom bearing plate 16 is using thick 2cm, a length of after described plus at the top of inner support
30cm, a width of 30cm, the steel plate rolling that strength grade is Q235 form.
The Guan Liang steel reinforcement cage 9 and grade beam steel reinforcement cage 15 respectively will according to support pile Guan Liang 5 and the size of post-cast strip grade beam 13
Ask and be prepared, include 6 a diameter of 25mm longitudinal screw reinforcing bar, stirrup uses a diameter of 10mm plain steel-bar, hoop
Muscle is inclined-plane with the joint of bearing plate 8 at the top of rear plus inner support, and stirrup with adding the joint of inner support bottom bearing plate 16 to be oblique afterwards
Face.
The Guan Liang end template 10 and Guan Liang side template 11 use thick 5mm aluminum alloy mould plate, wherein Guan Liang end template
10 width is 400mm, is setting wide 5mm, deep 3mm Guan Liang side template to lay groove 27 towards foundation ditch side；Guan Liang side template 11
Height be 405mm.
The hole 12 thick 100mm of bottom drainage blanket, using the gritting material of uniform grading, gravel maximum particle diameter is no more than
50mm。
The ground anchor bolt 14 uses a diameter of 32mm spiral is prefabricated to form, the long 500mm of ground anchor bolt.
The anchor pole enlarged footing 17 is formed using cement mortar slip casing by pressure, expands cephalic par length not less than 1000mm, diameter
Not less than 200mm.
The anti-float anchor rod 18 uses a diameter of 32mm spiral is prefabricated to form, length 8000mm；Anti-float anchor rod
The aperture 130mm of cloth apertured 29.
The solidification cement soil layer 19 is compacted to be formed using soil cement, thickness 300mm.
The geogrids layer 20 uses glass fiber grid material, glass fiber grid technical requirements for materials such as following table.
| Index Content | Index request | Test temperature (DEG C) |
| Tensile strength (kN/m) | ≥50 | 20±2 |
| Peak load elongation percentage (%) | ≤3 | 20±2 |
| Mesh size (mm × mm) | 20×20 | 20±2 |
| Mesh form | Rectangle | 20±2 |
Adjustable rest 21 uses 30t Thin type hydraulic jack.
Surface strain meter 22 uses range as 100mm, temperature measurement range:- 50~+150 DEG C of resistance-type surface strain
Meter.
A diameter of 500mm of bottom reinforcement stake implant holes 23 is cheated, is formed using low pressure bore mode；Hole bottom reinforcement stake 24 uses
A diameter of 500 millimeters.
The width in hole bottom gutter 25 is 500mm, deep 200mm, filling and hole bottom drainage blanket 12 in the bottom gutter 25 of hole
Identical gritting material.
The use hydro-expansive rubber water proof band of waterproof strip band 26, its expansion rate (5h-6h) >=300%~400%, most
Big expansion rate >=1600%.
The utility model additionally provides the construction method for adding inner supporting structure after a kind of super-sized foundation pit subregion excavates, including
Following construction procedure：
1) preparation of construction：Engineering geology soil nature, level of ground water and Yu Wa foundation ditches area and the existing distance for closing on building are found out,
And inner side support pile 1, the stake position of outside support pile 2 and height of pile top are indicated at the scene, organizing construction's machinery, material and personnel enter
；
2) pattern foundation pit supporting structure pile driving construction：The support pile 2 on the outside of being constructed in advance outside digging foundation ditch area edge, then foundation ditch area edge is being dug in advance
Place construction inner side support pile 1, and curing process is carried out to the soil body between lateral branch fender pile 2 and inner side support pile 1, form stake top and consolidate
Change soil layer 3, the thickness of stake top solidification soil layer 3 is grown for 1/5~1/4 inner side support pile 1；
3) soil body slope is excavated among foundation ditch：The soil body shape of middle part is excavated to both sides slope among Yu Wa foundation ditches area
Into preliminary foundation ditch 32, will it is default after plus the position of inner support 4 soil excavation into upper steep lower slow step；
4) support pile Guan Liang 5 is constructed：Collateral fender pile 1 draws two rows hole inside, and a top Guan Liang is implanted into upper round
Positioning bar body 6, a bottom Guan Liang positioning bar body 7 is implanted into lower round, and make the top surface of multiple bottom Guan Liang positioning bar bodies 7 high
Journey is at grade；First bearing plate 8 at the top of rear plus inner support is welded to connect with support pile Guan Liang steel reinforcement cage 9, then in bottom
Fixed on Guan Liang positioning bar body 7 and body 30 is located by connecting around connection by Guan Liang end template 10, Guan Liang side template 11 and top Guan Liang
The support pile Guan Liang mould of composition, support pile Guan Liang steel reinforcement cage 9 are laid in support pile Guan Liang mould, and top Guan Liang is located by connecting body
30 are connected by top Guan Liang positioning bar body bolt 28 with top Guan Liang positioning bar body 6, and then support pile Guan Liang mould is mixed
Solidifying soil is poured, and support pile Guan Liang 5 is formed through maintenance；
5) bottom of foundation ditch excavates regional processing：First by the certain of the bottom of foundation ditch 32 except adding the position of inner support 4 after presetting
Laying hole bottom drainage blanket 12 and geogrids layer 20 successively after the soil body of thickness is excavated, then the axis position of post-cast strip grade beam 13 to
Ground anchor bolt 14 is set in the bottom soil body of foundation ditch 32, adds inner support bottom bearing plate 16 after being welded on grade beam steel reinforcement cage 15, with
After-pouring concrete forms post-cast strip grade beam 13；The anti-float anchor rod 18 with anchor pole enlarged footing 17 is laid in the bottom of foundation ditch 32 again, most
Afterwards solidification cement soil layer 19 is laid in the bottom of foundation ditch 32 for having excavated region；
6) inner support 4 is added to construct afterwards：After the concrete of support pile Guan Liang 5 and post-cast strip grade beam 13 forms intensity, first exist
Adjustable rest 21 is set on the rear plus inner support bottom bearing plate 16 of post-cast strip grade beam 13, then in adjustable rest 21 and rear Jia Neizhi
After being set between support bearing plate 8 plus inner support 4, and in the surface soldered or adhesive surface strain gauge 22 of rear plus inner support 4,
Pressure is applied to rear plus inner support 4, after the making plus both ends of inner support 4 are closely connected with adjustable rest 21 and support pile Guan Liang 5 respectively；
7) the bottom soil excavation of inner support 4 is added afterwards：Rear plus the bottom of inner support 4 the soil body is excavated from up to down, and will be dug
The soil body removed is first placed on the solidification cement soil layer 19 that the bottom of foundation ditch 32 has been cured；
8) reinforcing construction behind foundation ditch bottom：Using small-sized construction machinery the bottom of foundation ditch 32 close to the position of inner side support pile 1 to
Under draw hole, form hole bottom reinforcement stake implant holes 23, bottom reinforcement stake 24 then will be cheated using pressure apparatus be pressed into hole bottom reinforcement stake and plant
Enter in hole 23；Hole bottom drainage blanket 12 is laid at the bottom of foundation ditch 32 again, is set in hole bottom drainage blanket 12 and the hole joint of bottom reinforcement stake 24
Cheat bottom gutter 25；Finally geogrids layer 20 is sequentially carried out on the bottom drainage blanket 12 of hole and solidify the construction of cement soil layer 19,
Waterproof strip band 26 is set at vertical abutment joint between the hole bottom solidification cement soil layer 19 of different time construction；
9) inner support 4 is added to remove afterwards：The mode for taking interval to remove, progressively will after plus inner support 4 remove, will be interim in 7)
The soil body being placed on the solidification cement soil layer 19 that the bottom of foundation ditch 32 has been cured moves to the outside of foundation ditch 32.
During the inside soil excavation of foundation ditch 32 of the step 3) and step 8), add inner support 4 after answering simultaneous observation
Axle power situation of change, when axle power is mutated, it should stop excavating and backfill to have excavated after the soil body is stablized to foundation ditch 32 and take again
Supporting reinforcement measure, step 5) and the step 8) construction process for solidifying cement soil layer are respectively after arriving first：It is measured by sampling
Soil moisture content, draw lattice cloth cement, watering wetting, bottom of foundation ditch soil cement mix, compacting, levelling, measure compactness and apply for checking and examination.
Anchor pole enlarged footing 17 is to carry out slip casing by pressure formation, anti-floating anchor to the bottom of anti-float anchor rod 18 in the step 5)
The bottom grouting pressure of bar 18 is 1.5~2 times of corresponding depth passive earth pressure calculated value, waterproof strip band 26 in the step 8)
Using rubber waterproof strip band, the side of waterproof strip band 26 is pasted with solidification cement soil layer 19 to be connected.
Claims (7)
1. a kind of super-sized foundation pit subregion adds inner supporting structure, including foundation ditch (32) after excavating, it is characterised in that foundation ditch (32) side
Wall by table to it is inner be sequentially provided with inner side support pile (1), stake top solidifies soil layer (3) and outside support pile (2), foundation ditch (32) bottom by
Under to it is upper sequentially be provided with hole bottom drainage blanket (12), geogrids layer (20) and solidify cement soil layer (19), foundation ditch (32) bottom is set
There is the post-cast strip grade beam (13) being sequentially connected with, add inner support bottom bearing plate (16) and adjustable rest (21), foundation ditch (32) side afterwards
The inner side support pile (1) of wall surface is provided with support pile Guan Liang (5), is held after support pile Guan Liang (5) is provided with plus at the top of inner support
Pressing plate (8), add inner support (4) after being provided with afterwards plus between bearing plate (8) and adjustable rest (21) at the top of inner support.
2. super-sized foundation pit subregion according to claim 1 adds inner supporting structure after excavating, it is characterised in that the foundation ditch
(32) bottom is provided with hole bottom reinforcement stake implant holes (23) against inner side support pile (1) place, is set in hole bottom reinforcement stake implant holes (23)
There is hole bottom reinforcement stake (24), hole bottom drainage blanket (12) and the junction of hole bottom reinforcement stake (24) are provided with hole bottom gutter (25).
3. super-sized foundation pit subregion according to claim 1 adds inner supporting structure after excavating, it is characterised in that the solidification
The anti-float anchor rod that cement soil layer (19) is provided with through geogrids layer (20), hole bottom drainage blanket (12) and foundation ditch (32) bottom is laid
Hole (29), anti-float anchor rod cloth apertured (29) is interior to be provided with anti-float anchor rod (18), and the bottom of anti-float anchor rod (18) is provided with anchor pole enlarged footing
(17), add inner support (4) surface soldered afterwards or be pasted with surface strain meter (22).
4. super-sized foundation pit subregion according to claim 1 adds inner supporting structure after excavating, it is characterised in that the supporting
The top Guan Liang positioning bar body (6) being fixed on inner side support pile (1), support pile Guan Liang (5) bottom are provided with the top of dowel crown beam (5)
Provided with support pile on the inside of being fixed on（1）On bottom Guan Liang positioning bar body (7), support pile Guan Liang (5) include by Guan Liang end template
(10), Guan Liang side template (11) and top Guan Liang are located by connecting body (30) around the support pile Guan Liang mould connected and composed, top hat
The beam body (30) that is located by connecting is connected by top Guan Liang positioning bar body bolt (28) with top Guan Liang positioning bar body (6), Guan Liang bottom
Template (10) is fixed on bottom Guan Liang positioning bar body (7), is provided with support pile Guan Liang mould and bearing plate at the top of rear plus inner support
(8) connection Guan Liang steel reinforcement cage (9), afterwards plus inner support at the top of bearing plate (8) both ends respectively with Guan Liang end template (10) and Guan Liang
Side template (11) connects, and has poured concrete in support pile Guan Liang mould, and the top Guan Liang is located by connecting the setting of body (30) one end
The screw thread being connected with top Guan Liang positioning bar body bolt (28), the other end set the template being connected with Guan Liang side template (11) spacing
Elbow (31).
5. super-sized foundation pit subregion according to claim 4 adds inner supporting structure after excavating, it is characterised in that the Guan Liang
The connection of end template (10) and Guan Liang side template (11) is to insert Guan Liang end template (10) by the bottom of Guan Liang side template (11)
The Guan Liang side template being provided with lays what is realized in groove.
6. super-sized foundation pit subregion according to claim 1 adds inner supporting structure after excavating, it is characterised in that is poured after described
Include with grade beam (13) by being inserted in the ground anchor bolt (14) of foundation ditch (32) bottom and being located at the other ground beam steel of ground anchor bolt (14)
The post-cast strip ground beam form that cage (15) is formed, grade beam steel reinforcement cage (15) with adding inner support bottom bearing plate (16) to be connected afterwards, post-cast strip
Concrete has been poured in ground beam form.
7. super-sized foundation pit subregion according to claim 1 adds inner supporting structure after excavating, it is characterised in that the solidification
Cement soil layer (19) includes the cured later cement soil layer below premature curing cement soil layer (19) and rear plus inner support (4)
(19), it is connected with waterproof strip band (26) between premature curing cement soil layer (19) and cured later cement soil layer (19).
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| CN107246015A (en) * | 2017-07-20 | 2017-10-13 | 中大建设股份有限公司 | A kind of super-sized foundation pit subregion adds inner supporting structure and construction method after excavating |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107246015A (en) * | 2017-07-20 | 2017-10-13 | 中大建设股份有限公司 | A kind of super-sized foundation pit subregion adds inner supporting structure and construction method after excavating |
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