CN203855981U - Excavation foundation - Google Patents
Excavation foundation Download PDFInfo
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- CN203855981U CN203855981U CN201420282294.7U CN201420282294U CN203855981U CN 203855981 U CN203855981 U CN 203855981U CN 201420282294 U CN201420282294 U CN 201420282294U CN 203855981 U CN203855981 U CN 203855981U
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- anchor pole
- main body
- dowel
- anchor
- excavation foundation
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- 238000009412 basement excavation Methods 0.000 title abstract description 13
- 230000003014 reinforcing effect Effects 0.000 claims description 26
- 229920000049 Carbon (fiber) Polymers 0.000 claims description 11
- 239000004917 carbon fiber Substances 0.000 claims description 11
- VNWKTOKETHGBQD-UHFFFAOYSA-N methane Chemical compound C VNWKTOKETHGBQD-UHFFFAOYSA-N 0.000 claims description 11
- 239000000835 fiber Substances 0.000 claims description 10
- 235000007164 Oryza sativa Nutrition 0.000 claims description 3
- 235000009566 rice Nutrition 0.000 claims description 3
- 240000007594 Oryza sativa Species 0.000 claims 1
- 239000000463 material Substances 0.000 abstract description 22
- 230000002787 reinforcement Effects 0.000 abstract description 10
- 238000010276 construction Methods 0.000 abstract description 7
- 230000005540 biological transmission Effects 0.000 abstract description 2
- 238000013461 design Methods 0.000 abstract description 2
- 238000005452 bending Methods 0.000 abstract 1
- 230000009466 transformation Effects 0.000 abstract 1
- 239000002689 soil Substances 0.000 description 24
- 239000004927 clay Substances 0.000 description 21
- 239000011159 matrix material Substances 0.000 description 20
- 238000012856 packing Methods 0.000 description 17
- 239000004567 concrete Substances 0.000 description 16
- 230000035882 stress Effects 0.000 description 13
- 229910000831 Steel Inorganic materials 0.000 description 7
- 230000000694 effects Effects 0.000 description 7
- 239000010959 steel Substances 0.000 description 7
- 238000005260 corrosion Methods 0.000 description 5
- 238000005520 cutting process Methods 0.000 description 5
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 4
- 230000002153 concerted effect Effects 0.000 description 4
- 238000004873 anchoring Methods 0.000 description 3
- 239000004568 cement Substances 0.000 description 3
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 description 3
- 239000011435 rock Substances 0.000 description 3
- 239000004576 sand Substances 0.000 description 3
- 241000209094 Oryza Species 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 2
- QAOWNCQODCNURD-UHFFFAOYSA-L Sulfate Chemical compound [O-]S([O-])(=O)=O QAOWNCQODCNURD-UHFFFAOYSA-L 0.000 description 2
- 210000000481 breast Anatomy 0.000 description 2
- 238000004364 calculation method Methods 0.000 description 2
- 238000004140 cleaning Methods 0.000 description 2
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- 238000005516 engineering process Methods 0.000 description 2
- 239000000383 hazardous chemical Substances 0.000 description 2
- 229910052742 iron Inorganic materials 0.000 description 2
- 238000000465 moulding Methods 0.000 description 2
- 238000005096 rolling process Methods 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- OKTJSMMVPCPJKN-UHFFFAOYSA-N Carbon Chemical compound [C] OKTJSMMVPCPJKN-UHFFFAOYSA-N 0.000 description 1
- 239000011398 Portland cement Substances 0.000 description 1
- UCKMPCXJQFINFW-UHFFFAOYSA-N Sulphide Chemical compound [S-2] UCKMPCXJQFINFW-UHFFFAOYSA-N 0.000 description 1
- 239000002390 adhesive tape Substances 0.000 description 1
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- 238000011065 in-situ storage Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000005304 joining Methods 0.000 description 1
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- 239000010445 mica Substances 0.000 description 1
- 229910052618 mica group Inorganic materials 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
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- 239000004570 mortar (masonry) Substances 0.000 description 1
- 239000005416 organic matter Substances 0.000 description 1
- 239000003973 paint Substances 0.000 description 1
- 238000010422 painting Methods 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
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Landscapes
- Piles And Underground Anchors (AREA)
Abstract
The utility model provides an excavation foundation and relates to the field of power transmission and transformation projects. The excavation foundation comprises a body, a reinforcement cage, at least one anchor rod and at least one anchor bar. The anchor rods are arranged at the top of the body, each anchor rod is arranged in a manner of forming an angle with the horizontal direction, the reinforcement cage is arranged in the body, each anchor bar is arranged in the corresponding anchor rod, and one end of each anchor bar extends into the reinforcement cage in the body. The excavation foundation has the advantages that the inclined anchor rods are additionally mounted at the top of the excavation foundation, the anchor rods are utilized to share certain horizontal stress of the body of the excavation foundation, bending moment of the body of the excavation foundation is reduced, further the design size of the body of the excavation foundation is reduced, used materials of the excavation foundation is saved, and cost is lowered on the premise that enough uplift bearing capacity of the excavation foundation is guaranteed. The utility model further provides a construction method of the excavation foundation.
Description
Technical field
The utility model relates to project of transmitting and converting electricity field, in particular to the construction method of a kind of digging foundation and this digging foundation.
Background technology
In mountain area, hilly ground iron tower of power transmission line program of subgrade and foundation, the pattern of the most frequently used digging foundation, is hand excavation's moulding, be aided with concrete guard wall supporting, the supporting while digging, with native Dai Mo, excavation forms after design physical dimension, descending reinforcing cage, concreting moulding.
Because iron tower foundation top is subject to larger horizontal applied force, conventional digging foundation transmits horizontal force, Path of Force Transfer complexity; And common digging foundation need to consider that for mountain area, hilly ground the top layer soil body within the scope of 3～5 meters does not stress beyond direction of fall edge of foundation, cause so common digging foundation top to there is larger drift, thereby cause common digging foundation buried depth larger, make the bottom moment of common digging foundation larger, enlarged footing size is also larger, common digging foundation physical dimension is large generally, and concrete consumption is large, and cost is high.
Utility model content
The purpose of this utility model is to provide a kind of digging foundation, to solve the above problems.
The digging foundation that the utility model provides, comprises main body, reinforcing cage, at least one anchor pole and at least one dowel; The top of main body is provided with anchor pole, and anchor pole is all from the horizontal by angle setting, and reinforcing cage is arranged in main body, and dowel is all arranged in anchor pole and one end and stretches in the reinforcing cage in main body.Be arranged on the top of main body by anchor pole, and angled setting, utilize anchor pole oblique cutting to enter in soil matrix, can realize the horizontal force that utilizes the component of anchor pole generation to offset a part of main body, prevent main body run-off the straight.Simultaneously inner crossing reinforcing cage is also better connected anchor pole with dowel with main body, increased the intensity between anchor pole and main body, makes the combination of anchor pole and main body more firm, is not easy to occur that the fracture of anchor pole and main body departs from.
Further, each anchor pole is 10-20 degree from the horizontal by the angle of angle setting.Anchor pole is from the horizontal by the angle of 10-20 degree, and the anchor pole that this angle arranges and the combination effect of soil matrix are best, can ensure enough horizontal pulls.
Further, anchor pole vertically forms a line.The direction that the anchor pole forming a line is made a concerted effort is unified, and the pulling force that can be subject to according to main body like this carries out respective opposed setting, the anchor pole quantity and also corresponding the reducing of length that more accurately use simultaneously.
Further, the distance between adjacent two anchor poles is 1.25-3.0 rice.The anchor pole that this spacing arranges, can ensure can in the time producing too large stress, not influence each other between every anchor pole.
Further, anchor pole comprises at least one first anchor pole and at least one second anchor pole, and the first rock-bolt length is greater than the second anchor pole, the first anchor pole and the second anchor pole alternative arrangement.The first anchor pole that length is arranged alternately and the second anchor pole, can utilize the difference setting of length, ensures in soil matrix, to have enough adhesions, simultaneously, the anchor pole that length is arranged alternately, makes the stress distribution of anchor pole and main body junction more even, makes main body more be not easy to be subject to the impact of stress.
Further, described dowel is the carbon fiber dowel of the polyacrylonitrile-radical little bunch fiber that is less than or equal to 12K.Carbon fiber is the carbon fiber that polyacrylonitrile-radical is less than or equal to the little bunch fiber of 12K.The carbon fiber of the little bunch fiber of polyacrylonitrile-radical is divided into the plurality of specifications such as 1K, 3K and 4K, select the carbon fiber of the little bunch fiber of the polyacrylonitrile-radical that is less than or equal to 12K, have high strength, high patience, cost is lower simultaneously, quality is light, and anticorrosion effect is good.
Further, digging foundation also comprises ground tackle, one end that the described dowel of prestretching extend into described main body all fixedly utilizes ground tackle that dowel and main body are carried out to combination by described ground tackle and described main body, can carry out certain adjusting to dowel, facilitate in the use of dowel below and can there is enough large intensity.
Brief description of the drawings
Fig. 1 is the schematic diagram of the digging foundation that provides of this practical embodiment 1;
Fig. 2 is the schematic diagram of the digging foundation that provides of this practical embodiment 2.
Detailed description of the invention
Also by reference to the accompanying drawings the utility model is described in further detail below by specific embodiment.
Embodiment 1
Fig. 1 is the digging foundation that the utility model embodiment 1 provides, and comprises main body 1,2, two anchor poles 3 of reinforcing cage and two dowels 4; The top of main body 1 is provided with anchor pole 3, and anchor pole 3 is all from the horizontal by angle setting, and reinforcing cage 2 is arranged in main body 1, and dowel 4 is all arranged in anchor pole 3 and stretches in the reinforcing cage 2 in main body 1.Be arranged on the top of main body 1 by anchor pole 3, and angled setting, utilize anchor pole 3 oblique cuttings to enter in soil matrix, the horizontal force that can realize the component that utilizes anchor pole 3 to produce and offset a part of main body 1, prevents main body 1 run-off the straight.Simultaneously inner crossing reinforcing cage 2 is also better connected anchor pole 3 with dowel 4 with main body 1, increased the intensity between anchor pole 3 and main body 1, makes the combination of anchor pole 3 and main body 1 more firm, is not easy to occur that the fracture of anchor pole 3 and main body 1 departs from.
Each anchor pole 3 is 15 degree from the horizontal by the angle of angle setting.Anchor pole 3 vertically forms a line.Distance between adjacent two anchor poles 3 is 1.5 meters.Anchor pole 3 is from the horizontal by the angle of 15 degree, anchor pole 3 oblique cuttings of this angle setting enter in soil matrix, produce enough horizontal components and carry out the horizontal force being subject in balance main body 1, the combination effect of while and soil matrix is best, is not easy the phenomenon that occurs that anchor pole 3 and soil matrix depart from.The direction that the anchor pole 3 forming a line is made a concerted effort is unified, and the pulling force that can be subject to according to main body 1 like this carries out respective opposed setting, and the horizontal force more accurately main body 1 being subject to is offset, and anchor pole 3 quantity and the length that use also can correspondingly reduce simultaneously.Distance between adjacent two anchor poles 3 is 1.5 meters.This spacing arranges anchor pole 3, can ensure between every anchor pole 3, in the time producing larger stress, can not to influence each other, and can not cause stress between anchor pole 3 and produces unbalance stress, accelerates the aging of anchor pole 3, makes the anchor pole 3 even fracture of ftractureing.
The material of dowel 4 generally can be selected the plain bars of high strength, underrelaxation, high-strength finish rolling deformed bar, compressor wire or steel strand.Wherein plain bars is nonprestressed reinforcement, and when overlength, construction and installation difficulty is larger; Steel strand and high tensile steel wire will apply prestressing force, easy construction when overlength; Finish rolling deformed bar generally also should apply prestressing force, and body of rod anti-corrosive properties are good, construction install convenience.
The construction method of the digging foundation of embodiment 1, comprises step,
In soil matrix, draw the clay model that digs main body 1;
Reinforcing cage 2 is placed in the clay model of main body 1;
Clay model upper end in main body 1 gets out the blind hole for building anchor pole 3;
In the blind hole of having bored, insert dowel 4;
In blind hole, build the first packing material, form anchor pole 3;
Treat that in blind hole, the first packing material solidifies, in the clay model of main body 1, build the second packing material, form main body 1.
First in soil matrix, draw shoveling mould, the shape of clay model is the shape of main body 1, draws out the shape of a round platform in the bottom of clay model, makes like this main body 1 bottom area large, less to the vertical pressure of soil matrix, can not make main body 1 get deeply stuck in soil matrix.Then utilize auger to get out two oblique blind holes in the upper end of clay model, these blind holes are used for building anchor pole 3, then in the middle of clay model, reinforcing cage 2 is set and dowel 4 is set between blind hole, in the time that everything is ready, first blind hole is built, then when treating that anchor pole 3 solidifies, in to clay model, build the second packing material, build main body 1, in the first packing material and the second packing material just can be wrapped in reinforcing cage 2 and dowel 4, main body 1 and tightly combination of anchor pole 3, inner reinforcing cage 2 and dowel 4 also strengthened anchor pole 3 and main body 1 combination simultaneously, make the bond strength of anchor pole 3 and main body 1 higher, not easily separated.
The second packing material performance of anchor pole 3 should meet the following requirements: cement should use Portland cement, can adopt if desired sulfate resisting cement, and its intensity should be lower than 42.5MPa; The mud content of sand must not be greater than 3% by weight, and in sand, the content of the hazardous substances such as mica, organic matter, sulfide and sulfate must not be greater than 1% by weight; In water, should not contain and affect the hazardous substances that cement normally condenses and hardens, must not use sewage; The kind of Admixture and volume should be determined by test; The cement-sand ratio of slurry preparation is preferably 0.8～1.5, and water/binder ratio is preferably 0.38～0.5; The unconfined compression strength of paste materials 28d, should be lower than 25MPa during for full binding type anchor pole 3, should be lower than 30MPa during for anchor cable.
The anti-corrosion treatment of dowel 4 should meet the following requirements: when the free segment of non-prestressed dowel 4 is arranged in soil layer, can adopt rust cleaning, brush bituminous ship bottom paint, pitch glass-fiber-fabric to swathe its number of plies and be no less than two layers; To the prestressing force dowel 4 that adopts steel strand, fining twisted steel to make, its free segment can be undertaken packing in sleeve pipe after anti-corrosion treatment by 1; In the 100～200mm length range of free segment sleeve pipe two ends, use butter filling, the immobilization with adhesive tape of outer grafting engineering; Should eliminate rust to the anchoring section that is positioned at non-corrosiveness rock-soil layer, thickness of mortar coverage should be not less than 25mm; To being positioned at anchoring section and the non-anchoring section of dowel 4 of corrosivity rock-soil layer, should take special anti-corrosion treatment; After anti-corrosion treatment, more than the interior 50mm of reinforced concrete member should be imbedded in the free segment outer end of non-prestressed dowel 4; To prestressing force dowel 4, the ground tackle of its anchor head should adopt reinforcing steel net cover, cast-in-situ concrete sealing after rust cleaning, painting corrosion resistant coating three degree, and strength grade of concrete should be lower than C30, and thickness should not be less than 100mm, and thickness of concrete cover should not be less than 50mm.
Embodiment 2
Fig. 2 is the digging foundation that the utility model embodiment 2 provides, and comprises main body 1, reinforcing cage 2, at least one anchor pole 3 and at least one dowel 4; The top of main body 1 is provided with anchor pole 3, and anchor pole 3 is all from the horizontal by angle setting, and reinforcing cage 2 is arranged in main body 1, and dowel 4 is all arranged in anchor pole 3 and stretches in the reinforcing cage 2 in main body 1.The present embodiment also comprises ground tackle 5, and dowel 4 is all fixing by ground tackle 5 and main body 1.Utilize ground tackle 5 that dowel 4 and main body 1 are carried out to combination, like this, dowel 4 can be gone certain preconditioning before fixing by ground tackle 5, dowel is carried out to prestretching, carry out certain stretching by dowel 4, allow dowel 4 produce certain plastic strain, facilitate in the use of dowel 4 below and can ensure enough large tensile strength.After regulating, by ground tackle 5, dowel 4 and main body 1 are being fixed.Be arranged on the top of main body 1 by anchor pole 3, and angled setting, utilize anchor pole 3 oblique cuttings to enter in soil matrix, the horizontal force that can realize the component that utilizes anchor pole 3 to produce and offset a part of main body 1, prevents main body 1 run-off the straight.Simultaneously inner crossing reinforcing cage 2 is also better connected anchor pole 3 with dowel 4 with main body 1, increased the intensity between anchor pole 3 and main body 1, makes the combination of anchor pole 3 and main body 1 more firm, is not easy to occur that the fracture of anchor pole 3 and main body 1 departs from.
Each anchor pole 3 is 20 degree from the horizontal by the angle of angle setting.Anchor pole 3 vertically forms a line.Distance between adjacent two anchor poles 3 is 1.25 meters.The material of dowel 4 is carbon fibre material.
Anchor pole 3 is from the horizontal by the angle of 10 degree, anchor pole 3 oblique cuttings of this angle setting enter in soil matrix, produce enough horizontal components and carry out the horizontal force being subject in balance main body 1, the combination effect of while and soil matrix is best, is not easy the phenomenon that occurs that anchor pole 3 and soil matrix depart from.The direction that the anchor pole 3 forming a line is made a concerted effort is unified, and the pulling force that can be subject to according to main body 1 like this carries out respective opposed setting, and the horizontal force more accurately main body 1 being subject to is offset, and anchor pole 3 quantity and the length that use also can correspondingly reduce simultaneously.Distance between adjacent two anchor poles 3 is 1.25 meters.This spacing arranges anchor pole 3, can ensure that every anchor pole 3, in the time producing too large stress with main body 1 contact position, can not influence each other, and can not cause stress between anchor pole 3 and produces unbalance stress, and the cracking that accelerates anchor pole 3 even ruptures.
Carbon fiber is the carbon fiber that polyacrylonitrile-radical is less than or equal to the little bunch fiber of 12K.The carbon fiber of the little bunch fiber of polyacrylonitrile-radical is divided into the plurality of specifications such as 1K, 3K and 4K, select the carbon fiber of the little bunch fiber of the polyacrylonitrile-radical that is less than or equal to 12K, have high strength, high patience, cost is lower simultaneously, quality is light, and anticorrosion effect is good.The carbon fiber of the little bunch fiber of the polyacrylonitrile-radical of preferred 4K specification in the present embodiment.
Meanwhile, in the embodiment 2 providing at the utility model, anchor pole 3 comprises that two the first anchor poles 31 and two the second anchor pole 32, the first anchor pole 31 length are greater than the second anchor pole 32, the first anchor poles 31 and the second anchor pole 32 alternative arrangements.The first anchor pole 31 that length is arranged alternately and the second anchor pole 32, can utilize the difference setting of length, ensure in soil matrix, to there is enough adhesions, simultaneously, the first anchor pole 31 that length is arranged alternately and the second anchor pole 32, make the first anchor pole 31 and the second anchor pole 32 more even with the stress distribution of main body 1 junction, makes main body 1 and anchor pole 3 junctions more be not easy to be subject to the concentrated impact of stress, avoid anchor pole 3 from stress raiser cracking, affect fixed effect.
The construction method of the digging foundation of embodiment 2, comprises step,
In soil matrix, draw the clay model that digs main body 1;
Reinforcing cage 2 is placed in the clay model of main body 1;
Clay model upper end in main body 1 gets out the blind hole for building anchor pole 3;
In the blind hole of having bored, insert dowel 4;
In blind hole, build the first packing material, form anchor pole 3;
Treat that in blind hole, the first packing material solidifies, in the clay model of main body 1, build the second packing material, form main body 1;
Treat that in blind hole, the first packing material solidifies, in the clay model of main body 1, build the second packing material, remain in advance the through hole that dowel 4 passes when building the second inserts in the clay model of main body 1;
Dowel 4 is stretched into one end prestretching of main body 1;
The one end and the main body 1 that dowel 4 are stretched into reinforcing cage 2 with ground tackle are fixing.
First in soil matrix, draw shoveling mould, the shape of clay model is the shape of main body 1, draws out the shape of a round platform in the bottom of clay model, makes like this main body 1 bottom area large, less to the vertical pressure of soil matrix, can not make main body 1 get deeply stuck in soil matrix.Then utilize auger to get out several oblique blind holes in the upper end of clay model, these blind holes are used for building anchor pole 3, then in the middle of clay model, reinforcing cage 2 is set and dowel 4 is set between blind hole, in the time that everything is ready, first blind hole is built, then when treating that anchor pole 3 solidifies, in to clay model, build the second packing material, build main body 1, carrying out in main body 1 builds, the hole that reserved dowel 4 passes in main body 1, like this, dowel 4 just can carry out certain stretching in main body 1, then dowel 4 is carried out to prestretching, utilize this prestretching to dowel 4, eliminate the plastic deformation that dowel 4 may occur in follow-up use, because the prestretching direction that is subject to force direction and dowel 4 of dowel 4 is identical, and then, improve the tensile strength of dowel 4, make dowel 4 more firm to fixing of anchor pole 3 and main body 1.Then stretch on the one end in the reinforcing cage 2 of main body 1 and be fixedly connected with ground tackle 5 at dowel 4, utilize ground tackle 5 by fixing to dowel 4 and main body 1.Main body 1 and tightly combination of anchor pole 3 like this, inner reinforcing cage 2 and dowel 4 also strengthened anchor pole 3 and main body 1 combination simultaneously, makes the bond strength of anchor pole 3 and main body 1 higher, not easily separated.
Ground tackle 5 should be made up of anchor ring, intermediate plate and bearing plate, should have compensation stretch-draw and lax function; Ground tackle 5 and the parts that are connected anchor pole 3, its supporting capacity should be lower than 95% of anchor pole 3 body of rod ultimate bearing capacities; Ground tackle 5 must meet the regulation of existing industry standard " use for tendon ground tackle, fixture and connector application technology code " JGJ85.
The first packing material and the second packing material are concrete.Concrete is low as packing material cost, makes simple excellent bonding performance simultaneously.
Embodiment 3
With real case, the economic effect of the pull-type digging foundation of top anchor is analyzed below.To set up the basic role power (T of 2B8-JC4-30 rice steel tower
max=1405kN, T
x=235kN, T
y=231kN; N
max=1513kN, Nx=252kN, N
y=244kN) be example, suppose that landform is 35 ° of slopes, geological conditions is: 0～2 meter is plastic clay, and 2 meters is severely-weathered argillaceous siltstoue below.
Adopt common digging foundation, the drift of post can be by 3 meters of calculating to consider virtual grade.As calculated, adopt TW2684, bellout diameter 2600mm, main body 1 diameter 1200mm, expands end height 1800mm, and high 800mm at the expansion end, can meet every calculation requirement.
This digging foundation concrete amount is 14.68 cubic metres, and breast wall concrete consumption is 2.57 cubic metres, amounts to 17.25 cubic metres of concrete amounts, and amount of reinforcement amounts to 1063.97kg.
Adopt the pull-type digging foundation of top anchor, anchor pole 3 300mm and 900mm below main body 1 end face draw respectively an anchor pole 3 to be anchored in sandstone, the drift of main body 1 can be by 300mm, as calculated, adopt TW2562, bellout diameter 2500mm, main body 1 diameter 1200mm, expand end height 1400mm, high 500mm at the expansion end, can meet every calculation requirement.
Anchor pole 3 computational processes are as follows: the anchor pulling force providing because of anchor pole 3 can not be greater than the horizontal force that superstructure hands down, and equal therefore can conservatively get the horizontal force of anchor pole 3 balances the horizontal force that steel tower transmits.Anchor pole 3 diameters adopt 200mm, and because of the horizontal force 350kN that makes a concerted effort, the angle between anchor pole 3 and horizontal plane is 25 °, can calculate and try to achieve anchor pole 3 pulling force T
e=350/ (2cos25 °)=193kN.Adhesion strength between pea gravel concreten and rock, by severely-weathered weak rock value, can be taken as 200kPa, and effectively anchorage depth is h
0=1.6*193/ (π * 0.2*200)=2.459 meters, desirable 2.5 meters.Can determine thus, anchor pole 3 diameter 200mm, total length 4504mm, is wherein anchored in the effective anchorage depth 2500mm in argillaceous siltstoue.Anchor pole 3 arrangement of reinforcement A
n=193000/300=643mm
2, joining 2 Φ 22 (HRB335 grade reinforcing steel) can meet the demands.Calculate thus, anchor pole 3 concrete amounts are 0.283 cubic metre, and amount of reinforcement is 63.23kg.
This basis body concrete amount is 10.4 cubic metres, and breast wall concrete consumption is 1.84 cubic metres, and amount of reinforcement is 508.54kg; Anchor pole 3 concrete amounts are 0.283 cubic metre, and amount of reinforcement is 63.23kg.Amount to 12.523 cubic metres of concrete amounts, amount of reinforcement amounts to 571.77kg.
In present case, anchor pull-type digging foundation in top is compared with common digging foundation, and concrete consumption is saved (17.25-12.523)/17.25=27.40%; Reinforcing bar consumption is saved (1063.97-571.77)/1063.97=46.26%, and economic benefit is fairly obvious.
Through the present embodiment analysis, can draw to draw a conclusion: under the not too large geological conditions of great slope clinoform, basement rock buried depth, adopt anchor pull-type digging foundation in top can save lot of materials, obtain good economic benefit.
The foregoing is only preferred embodiment of the present utility model, be not limited to the utility model, for a person skilled in the art, the utility model can have various modifications and variations.All within spirit of the present utility model and principle, any amendment of doing, be equal to replacement, improvement etc., within all should being included in protection domain of the present utility model.
Claims (7)
1. a digging foundation, is characterized in that, comprises main body, reinforcing cage, at least one anchor pole and at least one dowel; The top of described main body is provided with described anchor pole, and described anchor pole is all from the horizontal by angle setting, and described reinforcing cage is arranged in described main body, and described dowel is all arranged in described anchor pole and one end is stretched in the described reinforcing cage in described main body.
2. digging foundation according to claim 1, is characterized in that, the angle of angled setting is 10-20 degree described in each described anchor pole and horizontal direction.
3. digging foundation according to claim 1, is characterized in that, described anchor pole vertically forms a line.
4. digging foundation according to claim 3, is characterized in that, the distance between adjacent two described anchor poles is 1.25-3.0 rice.
5. digging foundation according to claim 3, is characterized in that, described anchor pole comprises at least one first anchor pole and at least one second anchor pole, and described the first rock-bolt length is greater than described the second anchor pole, described the first anchor pole and described the second anchor pole alternative arrangement.
6. digging foundation according to claim 1, is characterized in that, described dowel is the carbon fiber dowel of the polyacrylonitrile-radical little bunch fiber that is less than or equal to 12K.
7. digging foundation according to claim 1, is characterized in that, also comprises ground tackle, and the described dowel of prestretching extend into one end of described main body and all fixes by described ground tackle and described main body.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420282294.7U CN203855981U (en) | 2014-05-29 | 2014-05-29 | Excavation foundation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420282294.7U CN203855981U (en) | 2014-05-29 | 2014-05-29 | Excavation foundation |
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| Publication Number | Publication Date |
|---|---|
| CN203855981U true CN203855981U (en) | 2014-10-01 |
Family
ID=51605847
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| CN201420282294.7U Expired - Lifetime CN203855981U (en) | 2014-05-29 | 2014-05-29 | Excavation foundation |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103981891A (en) * | 2014-05-29 | 2014-08-13 | 成都城电电力工程设计有限公司 | Excavation foundation and construction method for same |
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2014
- 2014-05-29 CN CN201420282294.7U patent/CN203855981U/en not_active Expired - Lifetime
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103981891A (en) * | 2014-05-29 | 2014-08-13 | 成都城电电力工程设计有限公司 | Excavation foundation and construction method for same |
| CN103981891B (en) * | 2014-05-29 | 2016-04-27 | 成都城电电力工程设计有限公司 | The construction method of digging foundation and this digging foundation |
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