CN1336466A - Artificial short-seam structure of rolled concrete arch dam - Google Patents
Artificial short-seam structure of rolled concrete arch dam Download PDFInfo
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- CN1336466A CN1336466A CN 01142035 CN01142035A CN1336466A CN 1336466 A CN1336466 A CN 1336466A CN 01142035 CN01142035 CN 01142035 CN 01142035 A CN01142035 A CN 01142035A CN 1336466 A CN1336466 A CN 1336466A
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Abstract
The present invention relates to rolled concente arch dam artificial short seam structure, which includes artificial folding seam set on left and right dam shoulder of rolled concrete arch dam; water stopping, water draining and grouting systems are set water stopping, water draining and grouting systems are set in the seam, seam end has anticracking material; arch crown at down stream of arch dam is set ortificial radial short seam, seam end has anticracking material. The present invention can effectively release temperature stress of large surface rolled concrete during dam construction, temperature drop tensile stress of arch dam during operation and water load tensile stressk, if grouting is applied to dam shoulder artificial folding seam at the end of construction, it can improve the stability of dam seat.
Description
Technical field
The invention belongs to the hydraulic engineering technical field, particularly the rolled concrete arch dam structure design.
Background technology
Arch dam is the whole statically-indeterminate structure that is fixed on the basic rock mass, concrete internal temperature rising in early stage after the concrete pouring, the surface radiating temperature is low, internal-external temperature difference forms the temperature difference tensile stress on surface, the arched concrete dam post drop causes that pulling force especially produces bigger temperature tensile stress at abut upstream face and arch crown downstream face, the water ballast(ing) of reservoir filling also can strengthen the tensile stress of abut upstream face, when the tensile stress that causes when temperature and water ballast(ing) surpasses concrete tensile strength, the crack will appear in dam body, destroys the globality of arch dam.Conventional arched concrete dam is adopted the cast of cylinder method piecemeal for preventing the crack construction phase, establishes transverse joint for per 15 meters～20 meters along arch axis, but the variations in temperature Free Transform, and transverse joint adopts radial arrangement, and dam body is divided into some monoliths.Pre-embedment grouting pipe and grout cell in the seam are so that dam body cooling post-grouting forms whole arch.Precooling concrete material commonly used, bury underground in the dam cooling water pipe carry out water flowing cooling with reduce early stage maximum temperaturerise and measure such as later stage forced cooling make the dam concrete temperature be cooled to equilibrium temperature, after concrete fully shrank, row grouting envelope was encircleed again, to guarantee the globality of arch dam.
Adopt roller compacted concrete to replace normal concrete over nearly 30 years, its advantage is a, cast fast continuously, can shorten and build a dam the duration, saves dynamic investment greatly; B, minimizing cement consumption, but still can keep higher later strength, and corresponding minimizing is to the requirement of concrete temperature control; C, can simplify construction technology, the face cast of big storehouse.7 of rolled concrete arch dams have been built up both at home and abroad.
South Africa 1988 and nineteen ninety have been built up two roller compacted concrete thick arch dams (the 50 meters high Wu Leweidansi dams of overstating Er Boerte dam and 70 meters high), adopt the face cast of full storehouse, do not establish transverse joint, its temperature-induced sewing cloth is put as shown in Figure 1, at upstream face temperature-induced seam (11-15) is set, be bordering on radial arrangement, seam length is 2 meters, and the spacing between the seam is 10 meters, thisly temperature-inducedly is sewn to the runtime and inwardly passes with tensile region, what have develops into the penetrability crack, has destroyed the globality of arch dam.
Summary of the invention
The objective of the invention is for overcoming the weak point of prior art, a kind of artificial short-seam structure of rolled concrete arch dam is proposed, make it can bring into play the superiority of the big storehouse of roller compacted concrete face continuous pouring, the tensile stress of convenient again reduction arch dam, abut upstream face and arch crown downstream face at rolled concrete arch dam provide the Free Transform face, effective stress release can be carried out, and the position in tensile region crack can be controlled.
A kind of rolled concrete arch dam artificial short-seam structure that the present invention proposes, it is characterized in that, the dam abutment upstream, the left and right sides that is included in rolled concrete arch dam is provided with artificial crease, upstream face at artificial crease is established sealing, establish gutter in the seam, tape edge portion arranges arising pipe and grout cell, and the seam end is provided with the crack arrest material; The downstream arch crown tensile region of arch dam is provided with artificial radial slot, and the seam end is established the crack arrest material of modulus of elasticity＞200000Mpa.
Adopt the base of normal concrete or abnormal concrete at left and right sides dam abutment.
Also be included in dam abutment downstream, the left and right sides and establish subsides angle with dam body roller compacted concrete same material.
The radial section length of said artificial crease is 1.0 meters～1.5 meters, general should not surpass the dam thick 1/4, in order to avoid strengthen dam abutment shear stress, the crease rotational angle theta is about 30～60 °, bending segment length is close with radial section length.Tape edge portion arranges arising pipe and grout cell, so that be in the milk behind the concrete cooling of dam facing position, upstream, is linked to be integral body.Crack arrest material that described seam end is buried underground such as steel etc. can increase toughness, stop the crack development.
Described artificial radial slot, its radical length are 1 meter～2 meters, and the seam petiolarea is buried the crack arrest material underground, stop the crack development.
Said concrete base can increase the contact surface of dam concrete and rock, makes rock stressed evenly, strengthens the shear resistance of base surface, can increase also that the upstream is anti-streams ability, is convenient to bury underground the built-in fitting of artificial crease, improves effective power transmission section.
The angle is pasted in said spandrel downstream can compensate the dam body thickness that weakens owing to artificial crease radial section, strengthens the dam abutment shear resistance.
Described artificial radial slot adopts dip-coating pitch plank to make, after cooling off naturally, the abnormal roller compacted concrete on dip-coating pitch plank both sides can form permanent short seam, be not in the milk in the seam, can discharge the thermal stresses of arch dam downstream face construction period and runtime and the water lotus stress of runtime, the crack arrest material is established in the seam end, can prevent that seam from extending in the dam.
Effect of the present invention and effect
After rolled concrete arch dam is poured monolithically and is annotated, because the influence of large tracts of land heat of hydration temperature rise, the inner concrete temperature of arch dam is higher, and the top layer concrete is subjected to the such environmental effects temperature lower, this just forms bigger internal-external temperature difference tensile stress, can reduce thermal (temperature difference) stress with high fly ash low-heat concrete.If dam abutment artificial crease in upstream can be transferred to the tensile region of dam abutment upstream section inner seam end, with crease seam end is changed over to the low stress area, also can reduce to stitch the angle of cut with inner principal tensile stress direction, to cut down seam end energy to failure, bury the crack arrest material underground at the seam petiolarea, can prevent that seam from extending in the dam.The main effect of the artificial crease of dam abutment is the temperature tensile stress that discharges the rolled concrete arch dam construction period, to constructing latter stage, the reservoir filling eve, after arch dam upstream skin section megadyne temperature falls, also can be to the envelope arch that is in the milk in the artificial crease, arch dam integral body is born the effect of runtime water lotus, and increases the stability of arch dam.Be not in the milk in the artificial short-seam of downstream, can bear the effect that discharges arch crown downstream water lotus tensile stress and construction period and runtime temperature tensile stress.
When rolled concrete arch dam is not established transverse joint for accelerating the cast progress, adopt artificial crease in dam abutment upstream and the artificial radial slot in arch crown downstream can discharge the thermal stresses of construction period big storehouse face roller compacted concrete effectively, construct latter stage, if the artificial crease in dam abutment upstream is in the milk, be linked to be the arch dam overall structure, can effectively bear the water lotus effect behind the reservoir filling, and dam abutment thrust turned to the upstream slightly, increase the stability of arch dam abut, and the manually radially short seam in arch crown downstream is not in the milk, and this short seam can discharge arch crown downstream water lotus tensile stress and runtime temperature drop tensile stress effectively.
Artificial short-seam structure of the present invention is applicable to the rolled concrete arch dam in monthly mean temperature area more than 0 ℃, sufficient cheap flyash, stone flour and admixture supply area are especially arranged, low type rolled concrete arch dam in general, do not need to establish transverse joint, can accelerate the cast progress greatly, realize the construction period retaining, bring into play project benefit in advance.
Description of drawings
Fig. 1 puts schematic diagram for temperature-induced the sewing cloth of existing a kind of roller compacted concrete thick arch dam.
Fig. 2 is that rolled concrete arch dam artificial short-seam structure of the present invention is arranged schematic diagram.
Fig. 3 is the embodiments of the invention structural representation, and wherein, figure a is the arch ring floor map, and figure b is an arch crown beam sectional schematic diagram.
The specific embodiment
Below in conjunction with drawings and Examples the present invention is described in further detail.
The rolled concrete arch dam artificial short-seam that the present invention proposes is constructed as shown in Figure 2, among the figure, about arch dam Artificial crease 211 and 212 are established in the dam abutment position, and radical length is 1.0 meters～1.5 meters, general should not surpass the dam thick 1/4, In order to avoid strengthen dam abutment shear stress, the crease rotational angle theta is about 30～60 °, and crease length is with radially close. At artificial folding The upstream face of seam is established sealing 231 and 232, establishes drainpipe 241 and 242 in the seam, and tape edge section arranges arising pipe and grout cell 251 and 252, in order to behind the concrete cooling of dam facing position, upstream, be in the milk, be linked to be integral body. The seam petiolarea is buried crack arrest underground Material 261 and 262 to increase toughness, stops crack progressing.
Establish artificial vertical masonry joint 221,222 and 223 at arch dam downstream arch crown tensile region, radical length is 1 meter～2 meters, short seam Make with dip-coating pitch plank, the seam petiolarea is buried crack arrest material 263,264 and 265 underground, stops crack progressing.
The concrete base: the roller-compacting concrete material R11 that dam body adopts full storehouse face, use normal concrete instead at two dam abutments Or base R21 and the R22 of abnormal concrete, to increase the contact-making surface of dam concrete and rock, make rock stressed all Even, strengthen the shear resistance of base surface, can increase also that the upstream is anti-streams ability, be convenient to bury underground the built-in fitting of artificial crease, Improve the effective force section.
The angle is pasted in the spandrel downstream: establish subsides angle R31 and the R32 of roller-compacting concrete material in the spandrel downstream, to compensate because the people The dam body thickness that worker's crease radial section weakens strengthens the dam abutment shear resistance.
Dip-coating pitch plank: after the abnormal roller compacted concrete on dip-coating pitch plank both sides cools off naturally, can form permanent weak point Seam is not in the milk in the seam, can discharge the temperature stress of arch dam downstream face construction time and runtime and the water lotus stress of runtime, The crack arrest material is established in the seam end, can prevent that seam from extending in the dam.
A kind of rolled concrete arch dam artificial short-seam constructed embodiment of the present invention design as shown in Figure 3, present embodiment is At the RCC thin arch dam that Temperate Region in China (average temperature of the whole year is 18.2 ℃) is built, 63.5 meters of heights of dam are at the bottom of the dam Thick 12 meters, thickness high ratio 0.189, the dam body plane is holocentric garden arch dam, for ease of grinding concrete construction, the upstream dam facing No adverse slope, 114 ° at center of maximum angle, 95.5 meters of dam crest arc length. The cement of this RCC thin arch dam (425#) is used Measure lessly, heat of hydration temperature rise lower (about 11 ℃～12 ℃) is carried out monoblock type at low temperature season with lower placement temperature The face cast of big storehouse rolls. Dam body adopts artificial short-seam structure. Typical case arch ring plane and crown section signal are such as accompanying drawing 3.
In two artificial creases 411 of arch dam left and right sides dam abutment provided upstream and 412, radical length is 1.5 meters, crease length 2.0 Rice. The angle of turning back of present embodiment crease is 45 °, and when not establishing seam, first when the dam abutment upstream section is subjected to the water lotus is main draws Stress is 3.9MPa, and first principal tensile stress of above-mentioned corresponding position drops to 0.3MPa, the edge behind 45 ° the crease and establish Principal tensile stress value on the thickness direction section in concrete tension permissible value, is 1.4MPa near the crease seam end all, Safe. Consider construction time temperature Creep Stress and from construction drop in temperature in latter stage to the runtime Varied Temperature Field Stress (March tension maximum), because inner total cooling value is bigger, the tension field is strengthened, and arranges in this case Artificial crease still has obvious effect to the arch dam upstream face that the elimination temperature drop brings apart from the tension in 5 meters wide regions of dam abutment Really. Establish sealing 431 and 432 and draining 441 and 442 at the upstream face of the artificial crease of left and right sides dam abutment. Arrange in the crease Arising pipe and grout cell 451 and 452, when dam and reservoir retaining eve and partial storage, be in the milk, make arch The dam is linked to be integral body, is conducive to bear the hydraulic pressure load, and has improved the stability and safety of abut. The seam end has been arranged channel-section steel 16 Number as crack arrest device 461 and 462, to increase toughness, stop crack progressing.
Be provided with the radially short of 4.5 meters of three stripe pitch, 1.5 meters～2 meters of radical lengths at arch dam downstream arch crown tensile region Seam 421,422 and 423, short seam is made with dip-coating pitch template. Under Water Pressure, the effect length of seam is big, and is lower Below the 0.5MPa when 2.0MPa of the trip dam facing first principal tensile stress value when seamless is down to long 2 meters of seam, section radially Maximum principal tensile stress district in move, maximum drops to 1.2MPa by seamless 1.6MPa.
The concrete base: the roller-compacting concrete material R41 that dam body adopts full storehouse face, use normal concrete instead at two dam abutments Or base R51 and the R52 of abnormal concrete, to increase the contact-making surface of dam concrete and rock, make rock stressed all Even, strengthen the shear resistance of base surface, can increase also that the upstream is anti-streams ability, be convenient to bury underground the built-in fitting of artificial crease, Improve the effective force section.
The angle is pasted in the spandrel downstream: establish subsides angle R61 and the R62 of roller-compacting concrete material in the spandrel downstream, to compensate because the people The dam body thickness that worker's crease radial section weakens strengthens the dam abutment shear resistance.
Dip-coating pitch plank: after the abnormal roller compacted concrete on dip-coating pitch plank both sides cools off naturally, can form permanent weak point Seam is not in the milk in the seam, can discharge the temperature stress of arch dam downstream face construction time and runtime and the water lotus stress of runtime, The crack arrest material is established in the seam end, can prevent that seam from extending in the dam.
It is just meaningful relatively the time that area of stress concentration especially stitches end calculated stress value, and the energy of rupture of seam end can be by the distance seam End known point coordinate and displacement field (or stress field) thereof are directly tried to achieve stress intensity factor, usually use seam face displacement of joint It is better that difference is calculated the energy to failure precision. The seam end unit size reduction to 0.5 that this Arch Dam Stress is calculated meter, around the seam end In four three-dimensional isoparametric elements, get the shift value of the upper lower unit seam face node that contains seam, can be in the hope of three stress of seam end Intensity factor KI, KII and KIII. Artificial short-seam seam end is buried channel-section steel crack arrest underground, and its crack arrest effect was once used the three-point bending beam test Measure, result of the test shows: establishing channel-section steel than the maximum load capacity of not establishing increases by 25～30%; Energy to failure increase 23～30%; From crack at the end of crevice, and channel-section steel is walked around from the lateral dehiscence of channel-section steel in the crack when channel-section steel is arranged during no channel-section steel; Contain the seam cross section by No longer be plane of weakness in there being the crack arrest channel-section steel to become, namely stronger than the section resistivity of not having short seam.
The observed temperature of this arch dam engineering dam body distributes and calculates prediction close (error is less than 1.0 ℃～1.5 ℃), and is thin After the arch dam drop in temperature arrived and stablizes variable field, the radial constraint crack did not appear in dam body.
Claims (5)
1, a kind of artificial short-seam structure of rolled concrete arch dam is characterized in that, the dam abutment upstream, the left and right sides that is included in rolled concrete arch dam is provided with artificial crease, upstream face at artificial crease is established sealing, establish gutter in the seam, tape edge portion arranges arising pipe and grout cell, and the seam end is provided with the crack arrest material; The downstream arch crown tensile region of arch dam is provided with artificial radial slot, and the seam end is established the crack arrest material, and the modulus of elasticity of said crack arrest material is greater than 200000Mpa.
2, artificial short-seam structure of rolled concrete arch dam as claimed in claim 1 is characterized in that, the radial section length of said artificial crease is 1.0 meters～1.5 meters, and the crease rotational angle theta is about 30～60 °, and bending segment length is close with radial section length.
3, artificial short-seam structure of rolled concrete arch dam as claimed in claim 1 is characterized in that, described artificial radial slot, its radical length are 1 meter～2 meters.
4, artificial short-seam structure of rolled concrete arch dam as claimed in claim 1 is characterized in that, adopts the base of normal concrete or abnormal concrete at left and right sides dam abutment.
5, artificial short-seam structure of rolled concrete arch dam as claimed in claim 1 is characterized in that, also is included in dam abutment downstream, the left and right sides and establishes subsides angle with the dam body roller-compacting concrete material.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 01142035 CN1125905C (en) | 2001-09-07 | 2001-09-07 | Artificial short-seam structure of rolled concrete arch dam |
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| Application Number | Priority Date | Filing Date | Title |
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| CN 01142035 CN1125905C (en) | 2001-09-07 | 2001-09-07 | Artificial short-seam structure of rolled concrete arch dam |
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| CN1336466A true CN1336466A (en) | 2002-02-20 |
| CN1125905C CN1125905C (en) | 2003-10-29 |
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| CN 01142035 Expired - Fee Related CN1125905C (en) | 2001-09-07 | 2001-09-07 | Artificial short-seam structure of rolled concrete arch dam |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN100366826C (en) * | 2003-02-26 | 2008-02-06 | 中国水利水电科学研究院 | Anti-cracking method for new-old concrete junction plane after gravity dam heightening |
| CN101864751A (en) * | 2010-06-13 | 2010-10-20 | 中国水电顾问集团中南勘测设计研究院 | Abnormal concrete seepage-proofing body |
| CN102071660A (en) * | 2010-11-26 | 2011-05-25 | 河海大学 | Method for releasing dam heel stress of arch dam |
| CN102108692A (en) * | 2011-01-04 | 2011-06-29 | 中国水电顾问集团中南勘测设计研究院 | Roller compacted concrete dam and slit forming method thereof |
| CN102808395A (en) * | 2012-08-22 | 2012-12-05 | 清华大学 | Personalized control method for cantilever height of ultra-high arch dam |
| CN105133636A (en) * | 2015-08-14 | 2015-12-09 | 中国电建集团成都勘测设计研究院有限公司 | Concrete pedestal parting structure and construction method |
| CN105464047A (en) * | 2015-12-17 | 2016-04-06 | 中国电建集团贵阳勘测设计研究院有限公司 | Roller compacted concrete arch dam peripheral short joint quick forming method and device |
-
2001
- 2001-09-07 CN CN 01142035 patent/CN1125905C/en not_active Expired - Fee Related
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN100366826C (en) * | 2003-02-26 | 2008-02-06 | 中国水利水电科学研究院 | Anti-cracking method for new-old concrete junction plane after gravity dam heightening |
| CN101864751A (en) * | 2010-06-13 | 2010-10-20 | 中国水电顾问集团中南勘测设计研究院 | Abnormal concrete seepage-proofing body |
| CN102071660A (en) * | 2010-11-26 | 2011-05-25 | 河海大学 | Method for releasing dam heel stress of arch dam |
| CN102108692A (en) * | 2011-01-04 | 2011-06-29 | 中国水电顾问集团中南勘测设计研究院 | Roller compacted concrete dam and slit forming method thereof |
| CN102808395A (en) * | 2012-08-22 | 2012-12-05 | 清华大学 | Personalized control method for cantilever height of ultra-high arch dam |
| CN102808395B (en) * | 2012-08-22 | 2014-05-28 | 清华大学 | Personalized control method for cantilever height of ultra-high arch dam |
| CN105133636A (en) * | 2015-08-14 | 2015-12-09 | 中国电建集团成都勘测设计研究院有限公司 | Concrete pedestal parting structure and construction method |
| CN105464047A (en) * | 2015-12-17 | 2016-04-06 | 中国电建集团贵阳勘测设计研究院有限公司 | Roller compacted concrete arch dam peripheral short joint quick forming method and device |
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| CN1125905C (en) | 2003-10-29 |
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