CN105113489B - Method of reducing concrete hydration heat of cast-in-place pile in permafrost region - Google Patents
Method of reducing concrete hydration heat of cast-in-place pile in permafrost region Download PDFInfo
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- CN105113489B CN105113489B CN201510511828.8A CN201510511828A CN105113489B CN 105113489 B CN105113489 B CN 105113489B CN 201510511828 A CN201510511828 A CN 201510511828A CN 105113489 B CN105113489 B CN 105113489B
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- 238000013461 design Methods 0.000 claims abstract description 19
- 238000010276 construction Methods 0.000 claims abstract description 17
- 239000000463 material Substances 0.000 claims abstract description 11
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- 239000003795 chemical substances by application Substances 0.000 claims abstract description 7
- 238000003756 stirring Methods 0.000 claims abstract description 4
- 238000011065 in-situ storage Methods 0.000 claims description 20
- 229910000831 Steel Inorganic materials 0.000 claims description 9
- 238000007796 conventional method Methods 0.000 claims description 9
- 239000010959 steel Substances 0.000 claims description 9
- IJGRMHOSHXDMSA-UHFFFAOYSA-N Atomic nitrogen Chemical compound N#N IJGRMHOSHXDMSA-UHFFFAOYSA-N 0.000 claims description 6
- 239000002826 coolant Substances 0.000 claims description 3
- 239000013039 cover film Substances 0.000 claims description 3
- 239000012774 insulation material Substances 0.000 claims description 3
- 239000007788 liquid Substances 0.000 claims description 3
- 239000002184 metal Substances 0.000 claims description 3
- 229910052757 nitrogen Inorganic materials 0.000 claims description 3
- 238000002360 preparation method Methods 0.000 claims description 3
- 230000005855 radiation Effects 0.000 claims description 3
- 241001074085 Scophthalmus aquosus Species 0.000 claims description 2
- 229910052738 indium Inorganic materials 0.000 claims 1
- 239000002689 soil Substances 0.000 abstract description 26
- 239000010902 straw Substances 0.000 abstract description 3
- 238000007710 freezing Methods 0.000 abstract description 2
- 238000004321 preservation Methods 0.000 abstract 2
- 239000010409 thin film Substances 0.000 abstract 1
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- 239000004568 cement Substances 0.000 description 4
- 230000008859 change Effects 0.000 description 4
- 238000001816 cooling Methods 0.000 description 3
- 238000011161 development Methods 0.000 description 3
- 239000000203 mixture Substances 0.000 description 3
- 238000011160 research Methods 0.000 description 3
- 238000005553 drilling Methods 0.000 description 2
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- 239000000155 melt Substances 0.000 description 2
- 238000000465 moulding Methods 0.000 description 2
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- 238000009825 accumulation Methods 0.000 description 1
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- 230000000996 additive effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
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- 238000009833 condensation Methods 0.000 description 1
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- 230000008094 contradictory effect Effects 0.000 description 1
- 230000007423 decrease Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000009792 diffusion process Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000001704 evaporation Methods 0.000 description 1
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- 239000000499 gel Substances 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
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- 235000015110 jellies Nutrition 0.000 description 1
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
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- Piles And Underground Anchors (AREA)
Abstract
The invention relates to a method of reducing the concrete hydration heat of a cast-in-place pile in a permafrost region. The method comprises the following steps of (1) constructing in the permafrost region, and digging a foundation pit for the cast-in-place pile according to a design requirement; (2) computing the hydration heat release of concrete needed by the cast-in-place pile according to a routine method, and computing the various needed parameters of a hot stick according to the routine method; (3) binding a reinforcement cage according to the design requirement, and fixedly arranging a sleeve at a required design position in the reinforcement cage after the binding is completed; (4) arranging the hot stick in the sleeve, and hoisting the reinforcement cage into the foundation pit for the cast-in-place pile after fixed arranging of the hot stick is completed according to a confirmed hot stick embedding length; (5) preparing and stirring the concrete which is mixed with an anti-freezing agent according to design grade requirements, pouring the concrete in the foundation pit for the cast-in-place pile, immediately covering with a thin film after the pouring is completed, and then covering with a straw curtain or heat preservation materials for heat preservation; (6) pulling out the hot stick and carrying out follow-up construction according to the routine method. According to the method of reducing the concrete hydration heat of the cast-in-place pile in the permafrost region, disclosed by the invention, the refreezing time of frozen soil can be reduced, and the construction is simple and convenient.
Description
Technical field
The present invention relates to a kind of method reducing hydration heat of concrete, more particularly, to a kind of Permafrost Area reduces boring and fills
The method of the note pile concrete heat of hydration.
Background technology
In Permafrost Area, average temperature of the whole year is less than 0 DEG C, forms the frozen soil layer do not changed for many years, quilt in underground certain depth
Referred to as ever-frozen ground.In summer in winter alternation procedure, the frozen soil that summer melts can only reach certain depth, and soil layer is melted to jelly in ground
Native distance from top is referred to as frozen soil upper limit, and general depth is 2m, but basic in Annual variations remains stable.Just because of many
The presence of year frozen soil, leads to subsoil water spatial distribution characteristic and typically area to there is basic sex differernce, oozes under precipitation, surface water etc.
Moisture can only reach frozen soil layer top, and be difficult to frozen soil diffusion inside, keep the stability of frozen soil.
The frozen soil area of China accounts for the 22% of area, about 2,150,000 square kilometres, is mainly distributed on Qinghai-Tibet Platean, east
The areas such as the Beijing University Xiaoxinanlin Mountains, Tianshan Mountains and Altai Mountains, with the development of China's economic construction, the acceleration of strategy to develop western regions
Implement, carried out a series of country large project, such as Qinghai-Tibet Highway, Qinghai-Tibet Railway, the defeated change in Qinghai-Tibet in Permafrost Area
Electric line, the Harbin-to-Dalian high-speed railway in northeast etc..
Cast-in-situ bored pile is the commonly used base form of the engineerings such as the bridges and culverts of Permafrost Area, tunnel.Cast-in-situ bored pile
Do not limited by ground rock property and groundwater condition, can be gathered materials on the spot, large diameter pile, construction method and construction can be built
Equipment is simple.But for the cast-in-place concrete pile under ever-frozen ground environment, after concreting, the effect of hydration heat of cement makes
Obtain frozen soil heat absorption temperature rise around stake, part frozen soil melts, and thermal physical property parameter changes, and leads to foundation bearing capacity to decline.Therefore
Concrete material becomes the key factor of impact pile foundation quality.And concrete material is after the formation of early stage microstructure to hardening
The change along with temperature always of the quality of mechanical property.Many researchers are to the temperature field of Permafrost Area pile foundation and pile foundation
Refreezing process is studied. and result shows, permafrost region bored concrete pile foundation construction can bring certain heat, and Temperature Field will occur phase
Should change, destroy the stable frozen state of frozen soil, the especially heat of hydration of cast-in-place concrete pile can bring very to stable frozen soil
Big thermal agitation.The heat of hydration has extreme influence to Pile in Frozen Soil temperature field, pile foundation time returning to freeze, carrying under different molding temperatures
The interaction aspect of power, stake and frozen soil is very different.Therefore, how to balance the frozen soil temperature rise that hydration heat of concrete causes,
The method finding the reduction cast-in-place concrete pile heat of hydration is the effective ways reducing to frozen soil thermal agitation.
Found by research, in order to reduce the thermal agitation in pile foundation temperature field, hydration heat of concrete should be reduced to pile foundation as far as possible
The impact of surrounding soil, reduces the scope of thawing cylinder.Can take and mix a number of mineral admixture in concrete,
Reduce cement consumption, reduce the heat of hydration.Due to carrying out concrete construction in Permafrost Area, carry out under the conditions of subzero temperature,
Therefore how to ensure concrete low hydration heat and under the conditions of subzero temperature intensity keep steady growth reach design requirement, be weight
The direction of point research.Research shows, mixes antifreezing agent and is to ensure that the important means of performance under concrete subzero temperature in very low temperature
Under（-5℃~-20℃）If it is slow that concrete does not mix its strength development of antifreezing agent, during 28d, comprcssive strength is very low, and cementitious matter is several
There is no aquation.But if carrying out the precuring of a period of time under just temperature, then it is placed in continuation aquation under low temperature, then may not be used
Reduce loss of strength with degree.Mix mixing material negative temperature concrete added with anti-freezing agent strength development to show, concrete early stage can be met strong
Degree requires, and can lift late strength of concrete by a relatively large margin again.The temperature of Permafrost Region of Qinghai-Tibet pile foundation construction concrete
In degree control problem, under dead season low temperature, subzero temperature environment, insulation, moisture-keeping maintaining can be strengthened by preheating to raw material,
The construction quality of measure and ensure concrete and the early strengths such as application low temperature, early strong compound additive；In warm season, the entering of pile foundation
Mould temperature control can reduce the thermal agitation to ever-frozen ground around stake to a certain extent, shortens the time returning to freeze with frozen soil for the stake.
Said method to a certain degree can solve engineering problem, but concrete drilling bored concrete pile in depth descends frozen soil, low temperature
Under the conditions of should gain in strength, and the heat of hydration to be reduced, institute's method described above not fundamentally solve concrete strength with
Contradictory problems between low hydration heat, so should ensure that the intensity of cast-in-place concrete pile ensures the heat of hydration to frozen soil the most again
Low grade fever disturbance is one of important problem urgently to be resolved hurrily in engineering construction.
Content of the invention
The technical problem to be solved is to provide a kind of shortening frozen soil time returning to freeze, the ever-frozen ground of easy construction
The method that area reduces cast-in-situ bored pile hydration heat of concrete.
For solving the above problems, a kind of Permafrost Area of the present invention reduces cast-in-situ bored pile hydration heat of concrete
Method, comprises the following steps：
(1) constructed in Permafrost Area, and cast-in-situ bored pile foundation ditch is excavated according to design requirement；
(2) calculate the heat of hydration thermal discharge of concrete needed for cast-in-situ bored pile according to a conventional method, and calculate institute according to a conventional method
Need the heat radiation power of hot pin, determine the area of dissipation of fin, the embedment of described hot pin in the diameter of described hot pin, described hot pin
Length and quantity；
(3), according to design requirement banding steel cage, after finishing, secure the cannula to design requirement position in described steel reinforcement cage；
(4) described hot pin is placed in described sleeve pipe, and as determined by after the fixation of described hot pin embedment length finishes, hang
Fill described steel reinforcement cage to described cast-in-situ bored pile foundation ditch；
(5) require preparation, stirring admixture to have the concrete of antifreezing agent, and this concrete is poured into institute according to design grade
State in cast-in-situ bored pile foundation ditch, be poured first cover film immediately, be then covered by straw screen or mat or insulation material is incubated；
(6) extract described hot pin out after 7 days, and carry out subsequent construction according to a conventional method.
Described hot pin is metal pipe material, and its internal coolant is liquid nitrogen.
It is filled with conduction oil between described hot pin and described sleeve pipe.
The present invention compared with prior art has advantages below：
1st, the present invention utilize hot pin technology, by by inside concrete because the thermogenetic heat of aquation is diffused into outside in time
In the air, extraneous low-temperature receiver is exchanged to reach cooling purpose in concrete, the intensity of concrete has not only been effectively ensured, and
Reduce the thermal agitation to pile foundation periphery frozen soil for the heat of hydration, shorten frozen soil time returning to freeze, meanwhile, hot pin also can rise to pile foundation intensity
To potentiation.
2nd, the present invention imbed in advance in concrete more slightly larger sleeve pipe than hot pin diameter, and will in hot pin plug-in-sleeve, and heat
It is filled with conduction oil, therefore, hot pin, after early stage is by heat exclusion in concrete, can be extracted circulation by hot pin between rod and sleeve pipe
Using.
3rd, easy construction of the present invention, effectively reduce the construction period in the case of being normally carried out ensureing engineering it is adaptable to
Promote the use of in Permafrost Area.
Brief description
Below in conjunction with the accompanying drawings the specific embodiment of the present invention is described in further detail.
Fig. 1 is the hot pin cooling vertical section schematic diagram of the present invention.
Fig. 2 is the hot pin cooling schematic cross section of the present invention.
In figure：1 cast-in-situ bored pile foundation ditch, 2 sleeve pipe 3 hot pin.
Specific embodiment
As shown in Figure 1 and Figure 2, a kind of method that Permafrost Area reduces cast-in-situ bored pile hydration heat of concrete, including following
Step：
(1) constructed in Permafrost Area, and cast-in-situ bored pile foundation ditch 1 is excavated according to design requirement.
(2) calculate the heat of hydration thermal discharge of concrete needed for cast-in-situ bored pile according to a conventional method, and calculate institute according to a conventional method
Need the heat radiation power of hot pin 3, determine the area of dissipation of fin in the diameter of hot pin 3, hot pin 3, the embedment length of hot pin 3 and
Quantity.
Wherein：The adiabatic temperature rise of concrete can be calculated as follows《Mass concrete construction specification》（GB50496-
2009）：
（1-1）
In formula：The age of concrete istWhen adiabatic temperature rise（℃）；
The accumulation heat of hydration of every kg cement 28d（J/kg）
WThe gel material content of every m concrete（kg/m³）；
—The specific heat of concrete, generally 0.92 ~ 1.0（kJ/（kg·℃）；
—The force density of concrete, 2400 ~ 2500（kg/m³）；
mCoefficient=0.362 relevant with cement type, pouring temperature etc., 0.3 ~ 0.5（d-1）；
tThe age of concrete（d）.
Heat pipe heat flux calculates《Frozen Ground Area Code for design of building》（JGJ118-2011）
（1-2）
For heat pipe heat flux；
For concrete pipe base internal temperature；
The meansigma methodss of interior temperature during for heat pipe work；
For condensation segment heat exchanged thermoresistance；
For concrete heat exchanged thermoresistance；
（1-3）
Effective area of dissipation of condenser, m2；
W/ DEG C of m of the exothermic coefficient of condenser2.
（1-4）
For mean wind speed.
Calculate for simplifying, calculated only with concrete pipe base thermal resistance and condenser heat rejection thermal resistance.
Concrete thermal resistance can be obtained with cylinder thermal resistance formulaAnalytic solutions：
（1-5）
For evaporating segment length, that is, concrete-pile is long；
Heat pipe overall diameter；
Concrete-pile radius；
Concrete heat conductivity；
《Frozen Ground Area Code for design of building》（JGJ118-2011）
Cast-in-place concrete pile total amount of heat：During because of hydration heat of concrete, the internal temperature moment is in change, is therefore averaged
Temperature computation total amount of heat：
Concrete pipe base volume（m3）.
If by above-mentioned calculatingThen heat in concrete is discharged by heat pipe completely.
(3), according to design requirement banding steel cage, after finishing, sleeve pipe 2 is fixed on design requirement position in steel reinforcement cage；
(4) hot pin 3 is placed in sleeve pipe 2, and as determined by hot pin 3 embedment length fixation finish after, lifting steel reinforcement cage extremely
In cast-in-situ bored pile foundation ditch 1；
(5) require preparation, stirring admixture to have the concrete of antifreezing agent, and this concrete is poured into brill according to design grade
In hole pouring pile foundation ditch 1, it is poured first cover film immediately, is then covered by straw screen or mat or insulation material is incubated；
(6) extract hot pin 3 out after 7 days, and carry out subsequent construction according to a conventional method.
Wherein：
Hot pin 3 is metal pipe material, and its internal coolant is liquid nitrogen.
It is filled with conduction oil between hot pin 3 and sleeve pipe 2.
Concrete pipe base heat pipe calculates example
It is provided with a diameter 1.2m, the concrete drilling bored concrete pile of length 10m, be embedded in ever-frozen ground, frozen soils temperature -1.5
DEG C, concreting phase maximum temperature is 50 DEG C, concrete heat conductivity=2.33w/ (m DEG C), specific heat capacity of concrete=
0.96kJ/kg DEG C, molding temperature is 15 DEG C, -1 DEG C of atmospheric temperature, wind speed=5.0m/s；Heat pipe working time 10d, heat pipe
Evaporator section 10m, heat pipe external diameter is 89mm, condenses segment length 4m, has finless parts length 3.6m, fin width 23mm, spacing
12mm,
Individual pen fin area（mm2）
（m2）
（w/(m2·℃)）
（℃/w）
（℃/w）
（MJ）
Cast-in-place concrete pile total amount of heat：
（MJ）
Then had by above-mentioned calculatingThe parameters such as description selection heat pipe caliber, fin this engineering more suitable.
Claims (3)
1. a kind of method that Permafrost Area reduces cast-in-situ bored pile hydration heat of concrete, comprises the following steps：
(1) constructed in Permafrost Area, and cast-in-situ bored pile foundation ditch is excavated according to design requirement（1）；
(2) calculate the heat of hydration thermal discharge of concrete needed for cast-in-situ bored pile according to a conventional method, and heat needed for calculating according to a conventional method
Rod（3）Heat radiation power, determine described hot pin（3）Diameter, described hot pin（3）The area of dissipation of middle fin, described hot pin
（3）Embedment length and quantity；
(3) according to design requirement banding steel cage, after finishing, by sleeve pipe（2）It is fixed on design requirement position in described steel reinforcement cage；
(4) by described hot pin（3）It is placed in described sleeve pipe（2）In, and as determined by described hot pin（3）Embedment length fixation finishes
Afterwards, lift described steel reinforcement cage to described cast-in-situ bored pile foundation ditch（1）In；
(5) require preparation, stirring admixture to have the concrete of antifreezing agent, and this concrete is poured into described brill according to design grade
Hole pouring pile foundation ditch（1）Interior, it is poured first cover film immediately, be then covered by insulation material and be incubated；
(6) extract described hot pin out after 7 days（3）, and carry out subsequent construction according to a conventional method.
2. a kind of method that Permafrost Area reduces cast-in-situ bored pile hydration heat of concrete as claimed in claim 1, its feature
It is：Described hot pin（3）For metal pipe material, its internal coolant is liquid nitrogen.
3. a kind of method that Permafrost Area reduces cast-in-situ bored pile hydration heat of concrete as claimed in claim 1, its feature
It is：Described hot pin（3）With described sleeve pipe（2）Between be filled with conduction oil.
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| CN106442035B (en) * | 2016-05-18 | 2023-08-01 | 中国能源建设集团甘肃省电力设计院有限公司 | Device and method for manufacturing direct shear test sample of concrete-frozen soil contact surface |
| CN107059874B (en) * | 2017-02-17 | 2022-10-18 | 河南城建学院 | Concrete pouring structure based on heat pipe and cooling method for concrete structure pouring |
| CN106989618A (en) * | 2017-04-26 | 2017-07-28 | 贵州理工学院 | Cooling system inside large volume goaf filling body |
| CN108457655B (en) * | 2018-02-01 | 2020-04-24 | 绍兴文理学院 | Method for reducing range of surrounding rock freezing-thawing ring in tunnel construction period of permafrost region by using hot rod |
| CN110185055A (en) * | 2019-05-30 | 2019-08-30 | 中交第一公路勘察设计研究院有限公司 | Integrated hot pin piling strtucture and its construction method |
| CN111894028A (en) * | 2020-06-29 | 2020-11-06 | 中铁第一勘察设计院集团有限公司 | Tower foundation structure in permafrost region, tower structure and construction method |
| CN111767667B (en) * | 2020-07-01 | 2023-12-08 | 中国水利水电科学研究院 | Method for determining heat release coefficient of concrete surface when filling heat insulation material into steel template |
| CN112281928B (en) * | 2020-11-03 | 2022-03-08 | 北京万兴建筑集团有限公司 | Anti-floating anchor rod centering positioning device for single main rib and manufacturing method thereof |
| CN112663468A (en) * | 2020-12-11 | 2021-04-16 | 郑州铁路职业技术学院 | Non-excavation repairing method for frozen soil roadbed |
| CN112982996A (en) * | 2021-03-02 | 2021-06-18 | 中铁建工集团有限公司 | Large-volume concrete cooling device and process |
| CN113957884A (en) * | 2021-10-28 | 2022-01-21 | 机械工业第六设计研究院有限公司 | Design and construction method of cast-in-situ bored pile-hot rod combined foundation |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN2589513Y (en) * | 2002-12-26 | 2003-12-03 | 刘纪福 | Heat pipe foundation pile applied to permafrost zone |
| CN101768960B (en) * | 2008-12-31 | 2011-09-21 | 新疆维吾尔自治区送变电工程公司 | Bored concrete pile construction method of permafrost layer |
| RU2384671C1 (en) * | 2009-02-11 | 2010-03-20 | Александр Иванович Абросимов | Pile support for structures erected on permanently frozen soil |
| CN201915428U (en) * | 2010-10-24 | 2011-08-03 | 西南交通大学 | Hot rod structure for bridge pile foundation |
| CN102817380B (en) * | 2012-02-20 | 2015-03-11 | 中国科学院寒区旱区环境与工程研究所 | Measure for enhancing electric transmission line tower footing frozen soil foundation stability |
| CN203846519U (en) * | 2014-05-16 | 2014-09-24 | 葛洲坝集团电力有限责任公司 | Glass fiber reinforced plastic cast-in-place pile foundation |
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Effective date of registration: 20200818 Address after: 730000 No.318, Donggang West Road, Chengguan District, Lanzhou City, Gansu Province Patentee after: NORTHWEST INSTITUTE OF ECO-ENVIRONMENT AND RESOURCES, CHINESE ACADEMY OF SCIENCES Address before: Chengguan District of Gansu city of Lanzhou province Donggang West Road 730000 No. 320 Patentee before: COLD AND ARID REGIONS ENVIRONMENTAL AND ENGINEERING Research Institute,CHINESE ACADEMY OF SCIENCES |
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