CN1348037A - Continuous wall foundation pit supporting method with short brad - Google Patents
Continuous wall foundation pit supporting method with short brad Download PDFInfo
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- CN1348037A CN1348037A CN 00129978 CN00129978A CN1348037A CN 1348037 A CN1348037 A CN 1348037A CN 00129978 CN00129978 CN 00129978 CN 00129978 A CN00129978 A CN 00129978A CN 1348037 A CN1348037 A CN 1348037A
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Abstract
The continuous wall foundation pit supporting method with short brad includes parallel laminated and sectional excavation and support operation; and arranging dense short brads, hanging net and spraying concrete wall based on brad wall technology to form continuou short brad wall to replace continuous steel bar concrete wall. According to engineering requirement, long brad, prestressed or no-prestress bolt support and inner support may be set to form bank protection. The present invention has good foundation pit deformation controlling effect and reduced excavation job; is not limited by digging slope and depth; and may be used as waterproof outer wall.
Description
The invention belongs to the Foundation Design in the building operations, is a kind of continuous wall foundation pit supporting method with short brad of excavation basement foundation ditch bank protection.
In recent years, along with the develop rapidly of national economy, high-rise building was more and more, foundation depth is increasing, the engineering quantity of deep foundation pit support is in continuous increase, and underground space purposes is more and more wider, can be used as uses such as underground garage, storage, market, civil air defense constructions and installations.
To the support retaining method of excavation slope, directly affect safety, duration and engineering cost in the construction work basement construction.Supporting method commonly used both at home and abroad at present has two big classes, one class is cantilevered or stake (wall) anchor formula soil-baffling structure that embeds in the following soil in foundation ditch bottom surface, generally concrete pile, the diaphragm wall by steel sheet pile or arrangement constitutes vertical structure, when foundation ditch is dark, also will increase anchor pole or interior support.This support system engineering cost height, the construction period is long, also needs special construction machinery.Another kind of is gravity retaining wall, is formed by the cement earth pile of solid matter, consolidation by grouting improvement soil layer property, and these two kinds of method supporting depth as shallow (6-7m) are out of shape bigger; Development in recent years is very fast widely used to be the soil nailing wall technology, and it is frictional force and a cohesion of utilizing the soil nailing and the surrounding soil of nearly level, and soil mass consolidation forms assembly, makes soil structuresization.At the domatic steel mesh reinforcement of establishing of supporting, spray pea gravel concreten, making the local soil body at excavation face place and deep layer Stabilized Soil sports association is one, reaches the bank protection purpose.The general bank protection degree of depth can reach more than 10 meter, need increase the partial prestressing anchor pole when the degree of depth is bigger.Though soil nailing wall technology bank protecting method than before has than much progress, but still there are some limitation.At first the setting of soil nailing is that the local soil body and the deep layer Stabilized Soil sports association at excavation face place are one, because soil nailing is provided with ranks spacing less (1.5-1.2m), the unstable soil body within the high more slip-crack surface of slope body is thick more, and the length of soil nailing is just big more, has caused some wastes; Secondly do not apply prestressing force owing to the soil nailing bank protection, so the horizontal distortion amount is bigger and wayward; The soil nailing bank protection degree of depth can not be too big once more, and general more than 10 meters, the big again increase prestressed anchor that needs of the degree of depth owing to substep in the digging process is too much, is difficult for cooperating with earth excavation once more.
The objective of the invention is to utilize the soil nailing wall technology to invent a kind of continuous wall foundation pit supporting method with short brad, substitute the steel bar concrete diaphragm wall, and by prestressed anchor or long soil nailing are set, the control foundation pit deformation, reach the purpose of bank protection, save operating expenses, reduce the excavation substep.
The continuous wall foundation pit supporting method with short brad that the present invention relates to adopts excavation and the parallel operations of supporting layer and section, and construction sequence is:
(a) excavation pit first step soil;
(b) construction first row, second casting nail, the short brad that adopts row to gather apart from, array pitch is placed reinforcing bar behind the pore-forming, and the crotch connector is stayed in the end, normal pressure perfusion neat slurry or cement mortar;
(c) priming hole is set;
(d) prestressed anchor or long soil nailing are set, are lowered to steel strand or reinforcing bar behind the pore-forming, normal pressure or high pressure pouring neat slurry or cement mortar are mended slurry 1-2 time after the initial set;
(e) face wall is hung reinforced mesh, and the domatic 30-40mm distance of staying of a net pitch of fins is pasted the net sheet and established reinforcing rib at the soil nailing position, and is welded to connect with the soil nailing crotch, sprays fine-stone concrete;
(f) anchor rod body reaches requirement of strength post tensioning locking;
(g) repeat above step, until finishing the foundation ditch bank protection.
(h) when the supporting slope angle steep 〉=80 °, surrounding environment requires high to foundation pit deformation; Perhaps the short brad diaphragm wall is used as agent structure impervious barrier adventitia, and prestressed anchor or interior support should be set on diaphragm wall.
(i) when supporting slope angle＜80 °, surrounding environment allows that a certain amount of distortion takes place foundation ditch, and long soil nailing should be set on diaphragm wall.
(j) folder mud more then should be taked high pressure injection cement water grout method in the anchor pole pore-forming metapore, and the mud skin is extruded boring, guarantees that anchor-hold is unaffected.
The present invention and soil nailing wall technology are on the principle and have great different on the way.(a) (b) (c) (e) 4 constitute the short brad diaphragm walls, its stress is not the gravity barricade, and is similar to the steel bar concrete diaphragm wall; The body of wall moment of flexure is calculated by the lateral confinement elastic rectangular plate that has that 4 short brads surround; The body of wall shearing is pressed the short brad uplift resistance and is calculated greater than this place's soil pressure, and each root soil nailing has been kept the soil pressure balance of its position like this.
(h) (i) 2 different situations according to excavation of foundation pit are provided with anchor pole or long soil nailing, have controlled the monolithic stability and the distortion of short brad diaphragm wall, reach the purpose of pattern foundation pit supporting structure.And common soil nailing wall technology is the gravity barricade, sprays the concrete face wall by stretch into long soil nailing and the linked network stablized in the soil body that row distance, array pitch are gathered, makes the supporting soil body reach stable.
Advantage of the present invention:
The short brad and the linked network that adopt row distance, array pitch to gather are sprayed the concrete face wall, form the short brad diaphragm wall, and alternative steel bar concrete diaphragm wall is provided with long soil nailing, prestressed anchor or interior support according to requirement of engineering, reaches the bank protection purpose.Reduce expenses than steel bar concrete diaphragm wall bank protection and to reach more than 80%; Reduce expenses than steel bar concrete castinplace pile bank protection and to reach more than 50%; Conventional soil nailing wall slope protecting technique is saved the soil nailing expense and is reached more than 20%, adopts the retractable anchor pole, and then economic benefit is more remarkable.
This method detects test, soil nailing and anchor pole pulling test, the long-term horizontal displacement observation in foundation ditch top through multinomial engineering stress, and deformation values＜3 ‰ reach superfine-I level distortion, and more conventional soil nailing bank protection improves 1-2 distortion grade.
This method bank protection can be per two step soil nailing excavation steps, short brad can be constructed on support, more conventional soil nailing reduces one times step by step, has easy construction, fireballing characteristics.
This method bank protection is not excavated slope angle and cutting depth limits, and can adopt different slope angles according to requirement of engineering, excavates the different degree of depth, can directly use as water proof exterior wall, reduce fertile groove soil excavation and grey earthen backfill amount, can not do the guiding brick wall, overall economic efficiency is obvious.
The invention will be further described below in conjunction with drawings and Examples.
Fig. 1 is a continuous wall foundation pit supporting method with short brad step schematic diagram;
Fig. 2 is a short brad diaphragm wall pattern foundation pit supporting structure generalized section;
Fig. 3 is an embodiment Yi Xihuang village 9# building sectional drawing;
Village school district sectional drawing when Fig. 4 is embodiment two Fengtai;
Fig. 5 is embodiment three Railway Bureaus scientific research building conveyance system sectional drawings;
Fig. 6 is embodiment four northern river communication cable working pit sectional drawings.
As shown in Figure 1 and Figure 2, excavate earlier first step soil, general 2.5-3.0m repaiies then Whole domatic, first and second row's short brad 1 of constructing, soil nailing ranks spacing is generally 1.0-1.5m, The long general 2.0-3.0m of soil nailing, 5 °-10 ° of angle of declinations, diameter phi 100-φ 200mm adopts Behind the artificial Luoyang Spade pore-forming, insert φ 12-φ 20II level hot-rolled ribbed bars, crotch is stayed in the end Connector, normal pressure perfusion neat slurry or cement mortar, intensity 〉=10MPa mends slurry after the initial set 1-2 time; Adopt this method slope protection construction for sandy silt, sand and boulder bed should be first under water Precipitation carries out slope protection construction again, and for there being perched water in the cohesive soil, precipitation is not straight Tap into capable slope protection construction, but should according to requirement of engineering, in position arrange long and short two kinds and draw The water hole, long priming hole 2 little updips, flower arrangement pipe, outsourcing nylon wire and brown skin, short priming hole 3 Direct cannulation; Prestressed anchor 4 is set, the general 2-3m of column pitch, about row's spacing 3m, Diameter d=120-150mm, 5 °-25 ° of angle of declinations adopt artificial Luoyang Spade pore-forming, to special The property soil should take the jumbolter pore-forming that adapts with it, when pore-forming metapore inner clip mud is more, should Take high pressure injection thin cement slurry method, the mud skin is extruded boring, be lowered to steel strand wires or reinforcing bar, normal Press or high pressure pouring neat slurry or cement mortar, intensity 〉=20MPa mends slurry 1-2 after the initial set Inferior, in bolt grouting, add accelerator, improve the anchor pole early strength; At the Main Underground body structure But during the cut-pff wall construction in layer, prestressed anchor 4 should be made recoverable compression-type anchor pole; Face wall is hung φ 6-φ 12 reinforced mesh 5, spacing 200mm * 200mm-300mm * 300mm, net The domatic 30-40mm of a pitch of fins, paste the net sheet at the soil nailing position in length and breadth to establishing φ 12-φ 20 reinforcements 6, Laterally place soil nailing crotch inboard, vertical and soil nailing crotch is welded to connect 7, sprays fine-stone concrete 8, Intensity 〉=C20, thickness 〉=80mm; After anchor rod body reaches requirement of strength, tensioning fixation, anchor The general decentralized independence anchoring part 9 that adopts of seat, material is reinforced concrete, steel plate and shaped steel etc., and is calm Power is controlled to be design anchor-hold 30-70% according to requirement of engineering. Excavate then second step soil, repeat Construction after the aforementioned first step is cut the earth, the like, until finish the Short Soil Nailing Diaphragm Wall bank protection. If foundation pit walls is weak soil or fluffing of moulding sand layer, can take the limit excavation, a layer concrete is sprayed earlier on the limit, and is right After construct again soil nailing, anchor pole etc.
Embodiment one: Xi Huang village, Shijingshan District, Beijing 9# building engineering, 24 layers on the ground, underground 2 layers.Soil layer is from top to bottom in the place: artificial earth fill, silty clay and silt, powder fine sand, circle gravel, cobble.The dark 6.5-7.0m of foundation ditch, substrate is arranged in boulder bed folder fine sand layer, does not see underground water.Excavation slope angle 〉=85 ° adopt short nail diaphragm wall to add the anchor pole bank protection, establish 3 row's short brads 1, and row are apart from 1200mm, array pitch 1500mm, and length 2000mm, diameter 150mm, angle of declination 5-10 °, be lowered to 1 Φ 20II level hot-rolled screw thread reinforcing bar, pour into 425
#General silicon neat slurry, water/binder ratio 0.50, face wall is hung φ 6@200 * 200 reinforced mesh, and soil nailing is position reinforcing rib Φ 20 in length and breadth, and face wall sprays thick 100mm, C20 fine-stone concrete, underground 3.0m establishes at the place 1 row's prestressed anchor 4, long 8.5m, wherein free section 2.2m, anchoring section 6.3m, join 1d15 (7 Φ 5) underrelaxation shaped steel twisted wire, intensity 1860N/mm
2, the T=195KN/ root is done anchoring part 9 as shown in Figure 3 with 500 * 250 * 20 liang of block plates, and more conventional soil nailing bank protection has shortened the duration, saves engineering cost and reaches 22%, and protection effect is good, reaches the one-level Deformation control.
Embodiment two: village school district 2#, 3# residential building and shopping centre, sub-district engineering during the Fengtai District, Beijing City, 24 layers on the ground, underground 3 layers, high 70m, soil layer is from top to bottom in the place: artificial earth fill, recent deposit silty clay and clay silt, powder fine sand, cobble and gravel layer.The dark 9.20-9.50m of foundation ditch, substrate is arranged in cobble burning into sand layer, does not see underground water.70 ° of substrate excavation slope angles adopt short brad diaphragm wall lengthening soil nailing scheme bank protection, establish 4 row's short brads 1, array pitch 1500mm is listed as apart from 1200mm length 2m, 2 platoon leader's soil nailings 10, row are positioned at underground 3m, 6m place apart from 2400mm, and length is respectively 8m, 4m as shown in Figure 4, diameter 120-150mm, be lowered to 1 Φ, 20 II level hot-rolled screw thread reinforcing bars, the end is 90 ° of crotches and the welding of face wall master muscle, normal pressure perfusion 425
#General silicon neat slurry, water/binder ratio 0.50, long soil nailing does not apply prestressing force, and the face wall practice is with conventional.Adopt this method to save the duration 40% than conventional method, save engineering cost and reach 30%, protection effect satisfies requirement of engineering.
Embodiment three: Beijing Railway Administration scientific research building conveyance system, form by staff canteen, bathroom, power station etc., and 3 layers on the ground, underground 1 layer, overall height 16.8m.Soil layer is from top to bottom in the place: plain fill, silt, flour sand layer.The dark 5.9m of foundation ditch, substrate is arranged in the flour sand layer, does not see underground water (bury of groundwater＞8.5m).Because top, slope, north side is the unique passage in place, frequent walking reinforcing bar, concrete tank, overload is equivalent to the 8.5m deep foundation ditch for 50KPa, excavation slope angle＞80 °, adopt the short brad diaphragm wall to add the anchor pole bank protection, if 3 row's short brads 1, array pitch 1200-1500mm, row are apart from 1200mm, diameter 120mm, long the 1st row 3.50m, the 2nd, 3 each 2m of row, underground 2.7m establish at the place 1 row's prestressed anchor 4, long 10.0m, wherein free section 2m, anchoring section 8m, diameter 150mm, join 1d15 (7 Φ 5) underrelaxation shaped steel twisted wire, intensity 1860N/mm
2, the T=193KN/ root adopts prefabricated reinforced concrete independence anchoring part 9, and 2 of size 540 * 250 * 250 combine as shown in Figure 5.Because this bank protection is higher to deformation requirements, conventional soil nailing bank protection is difficult to meet the demands, and employing this method bank protection duration is short, distortion is little, effective, can save 70% expense than the piled anchor bank protection, and more conventional soil nailing bank protection is saved 20% expense.
Embodiment four: the Chaoyang District, Beijing City communication cable is crossed northern river and is adopted non-excavation laying, require the long 6400mm of working pit (the telecommunication well of holding concurrently), wide 2400mm, dark 6800mm, intend the excavation working pit apart from the about 20m in northern the river bank, soil layer is from top to bottom in the place: viscosity plain fill, clay silt and silty clay, sandy silt and flour sand, the foundation ditch bottom surface is arranged in the flour sand layer.The north river wide 30m in river course, the about 3.5m of the depth of water.Be subjected to river water effect, groundwater level is higher in the place, buried depth 1.5m, and the water yield is bigger.Before slope protection construction, at first adopt the pipe well dewatering to the foundation ditch bottom surface, working pit (the telecommunication well of holding concurrently) excavation slope angle is pressed permanent underground structure design for 90 °, adopting the short brad diaphragm wall to add in dark beam of steel bar concrete and the steel pipe supports, for preventing to cheat end come-up, adopt anchoring pile to add the steel bar concrete base plate.Establish 7 row's short brads 1 altogether, array pitch 1000mm, row are apart from 900mm, diameter 150mm, long 3m, face wall reinforced mesh are Φ 12@200 * 200, soil nailing and face wall reinforcing rib are Φ 20, spray the C20 fine-stone concrete, thick 120mm supports 12 in twice reinforced concrete frame beam 11 and 2 Φ 273 * 9 steel pipes are done by underground 2.2m, 4.3m place; As shown in Figure 6.Employing this method bank protection duration is short, distortion is little, effective, supports bank protection in adding than castinplace pile and has saved 40% expense, adds the interior bank protection that supports than the steel bar concrete diaphragm wall and saves 70% expense.
Claims (5)
1, a kind of continuous wall foundation pit supporting method with short brad is characterized in that excavation and the parallel operations of supporting layer and section, and construction sequence is:
(a) excavation pit first step soil;
(b) construction first row, second casting nail, the short brad that adopts row to gather apart from, array pitch is placed reinforcing bar behind the pore-forming, and the crotch connector is stayed in the end, normal pressure perfusion neat slurry or cement mortar;
(c) priming hole is set;
(d) prestressed anchor or long soil nailing are set, are lowered to steel strand or reinforcing bar behind the pore-forming, normal pressure or high pressure pouring neat slurry or cement mortar are mended slurry 1-2 time after the initial set;
(e) face wall is hung reinforced mesh, and the domatic 30-40mm distance of staying of a net pitch of fins is pasted the net sheet and established reinforcing rib at the soil nailing position, and is welded to connect with the soil nailing crotch, sprays fine-stone concrete;
(f) anchor rod body reaches requirement of strength post tensioning locking;
(g) repeat above step, until finishing the foundation ditch bank protection.
2, according to claim 1, continuous wall foundation pit supporting method with short brad is characterized in that short brad length, needn't surpass slip-crack surface, does not establish free section.
3, according to claim 1, continuous wall foundation pit supporting method with short brad, when supporting slope angle 〉=80 °, surrounding environment requires high to foundation pit deformation; Perhaps the short brad diaphragm wall is used as agent structure impervious barrier adventitia, and prestressed anchor or interior support should be set on diaphragm wall.
4, according to claim 1, continuous wall foundation pit supporting method with short brad, when supporting slope angle＜80 °, surrounding environment allows that a certain amount of distortion takes place foundation ditch, and long soil nailing should be set on diaphragm wall.
5, according to claim 1, continuous wall foundation pit supporting method with short brad is characterized in that folder mud more then should be taked high pressure injection cement water grout method in the anchor pole pore-forming metapore, and the mud skin is extruded boring, guarantees that anchor-hold is unaffected.
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Cited By (11)
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| CN101122132B (en) * | 2007-09-03 | 2010-06-09 | 中铁建设集团有限公司 | Demountable composite material face plate brad supporting system and its construction method |
| CN101806068A (en) * | 2010-03-26 | 2010-08-18 | 重庆钢铁(集团)有限责任公司 | Method for supporting side wall of deep foundation pit |
| CN102561362A (en) * | 2011-12-31 | 2012-07-11 | 青建集团股份公司 | Construction method for foundation pit supporting by dynamic compaction replacement of muddy soil |
| CN102587384A (en) * | 2012-02-14 | 2012-07-18 | 江苏江中集团有限公司 | Soil nailing wall foundation pit side slope supporting structure |
| CN102653944A (en) * | 2012-05-04 | 2012-09-05 | 中天建设集团有限公司 | Foundation pit support structure |
| CN103147442A (en) * | 2013-03-14 | 2013-06-12 | 中国华冶科工集团有限公司 | Ultra-deep foundation pit press-grouting pile and prestressed anchor combined supporting construction method |
| CN103215958A (en) * | 2013-04-22 | 2013-07-24 | 中国建筑第七工程局有限公司 | Construction method of dewatering and retaining and protecting of deep foundation pit in expansive-soil area |
| CN103437360A (en) * | 2013-08-08 | 2013-12-11 | 广东省基础工程公司 | Construction method without change of support in deep foundation pit engineering |
| CN105926651A (en) * | 2016-07-01 | 2016-09-07 | 杭州江润科技有限公司 | Comprehensive supporting structure of deep side slope of complex steep cliff and construction method |
| CN105971008A (en) * | 2015-04-29 | 2016-09-28 | 孔志坚 | Support method for basement of subway station |
| CN107090837A (en) * | 2017-06-29 | 2017-08-25 | 中国建筑第二工程局有限公司 | Pit-in-pit reinforced concrete retaining wall composite supporting structure and construction method thereof |
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Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN101122132B (en) * | 2007-09-03 | 2010-06-09 | 中铁建设集团有限公司 | Demountable composite material face plate brad supporting system and its construction method |
| CN101806068A (en) * | 2010-03-26 | 2010-08-18 | 重庆钢铁(集团)有限责任公司 | Method for supporting side wall of deep foundation pit |
| CN102561362A (en) * | 2011-12-31 | 2012-07-11 | 青建集团股份公司 | Construction method for foundation pit supporting by dynamic compaction replacement of muddy soil |
| CN102587384A (en) * | 2012-02-14 | 2012-07-18 | 江苏江中集团有限公司 | Soil nailing wall foundation pit side slope supporting structure |
| CN102653944A (en) * | 2012-05-04 | 2012-09-05 | 中天建设集团有限公司 | Foundation pit support structure |
| CN103147442A (en) * | 2013-03-14 | 2013-06-12 | 中国华冶科工集团有限公司 | Ultra-deep foundation pit press-grouting pile and prestressed anchor combined supporting construction method |
| CN103215958A (en) * | 2013-04-22 | 2013-07-24 | 中国建筑第七工程局有限公司 | Construction method of dewatering and retaining and protecting of deep foundation pit in expansive-soil area |
| CN103437360A (en) * | 2013-08-08 | 2013-12-11 | 广东省基础工程公司 | Construction method without change of support in deep foundation pit engineering |
| CN103437360B (en) * | 2013-08-08 | 2016-12-28 | 广东省基础工程集团有限公司 | A kind of not support replacement construction method in deep-foundation pit engineering |
| CN105971008A (en) * | 2015-04-29 | 2016-09-28 | 孔志坚 | Support method for basement of subway station |
| CN105926651A (en) * | 2016-07-01 | 2016-09-07 | 杭州江润科技有限公司 | Comprehensive supporting structure of deep side slope of complex steep cliff and construction method |
| CN105926651B (en) * | 2016-07-01 | 2018-01-16 | 杭州江润科技有限公司 | Complicated precipitous precipice depth side slope comprehensive support structure and construction method |
| CN107090837A (en) * | 2017-06-29 | 2017-08-25 | 中国建筑第二工程局有限公司 | Pit-in-pit reinforced concrete retaining wall composite supporting structure and construction method thereof |
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Granted publication date: 20031112 Termination date: 20121018 |