CN105113489A - 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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- CN105113489A CN105113489A CN201510511828.8A CN201510511828A CN105113489A CN 105113489 A CN105113489 A CN 105113489A CN 201510511828 A CN201510511828 A CN 201510511828A CN 105113489 A CN105113489 A CN 105113489A
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- 239000004567 concrete Substances 0.000 title claims abstract description 75
- 230000036571 hydration Effects 0.000 title claims abstract description 30
- 238000006703 hydration reaction Methods 0.000 title claims abstract description 30
- 238000000034 method Methods 0.000 title claims abstract description 21
- 238000010276 construction Methods 0.000 claims abstract description 17
- 238000013461 design Methods 0.000 claims abstract description 9
- 239000000463 material Substances 0.000 claims abstract description 8
- 239000003795 chemical substances by application Substances 0.000 claims abstract description 7
- 230000002787 reinforcement Effects 0.000 claims abstract description 6
- 238000003756 stirring Methods 0.000 claims abstract description 4
- 239000010902 straw Substances 0.000 claims abstract description 4
- 238000007796 conventional method Methods 0.000 claims description 9
- IJGRMHOSHXDMSA-UHFFFAOYSA-N Atomic nitrogen Chemical compound N#N IJGRMHOSHXDMSA-UHFFFAOYSA-N 0.000 claims description 6
- 230000003014 reinforcing effect Effects 0.000 claims description 6
- 238000009412 basement excavation Methods 0.000 claims description 3
- 239000002826 coolant Substances 0.000 claims description 3
- 239000013039 cover film Substances 0.000 claims description 3
- 239000011810 insulating 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
- 239000002689 soil Substances 0.000 abstract description 26
- 238000007710 freezing Methods 0.000 abstract description 2
- 238000004321 preservation Methods 0.000 abstract 2
- 239000010409 thin film Substances 0.000 abstract 1
- 238000013019 agitation Methods 0.000 description 5
- 239000004568 cement Substances 0.000 description 4
- 230000008859 change Effects 0.000 description 3
- 238000001816 cooling Methods 0.000 description 3
- 238000009413 insulation Methods 0.000 description 3
- 239000000203 mixture Substances 0.000 description 3
- 238000000465 moulding Methods 0.000 description 3
- 238000009833 condensation Methods 0.000 description 2
- 230000005494 condensation Effects 0.000 description 2
- 238000005553 drilling Methods 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 230000004907 flux Effects 0.000 description 2
- 239000000155 melt Substances 0.000 description 2
- 238000011160 research Methods 0.000 description 2
- 238000010792 warming Methods 0.000 description 2
- 208000034189 Sclerosis Diseases 0.000 description 1
- 238000010521 absorption reaction Methods 0.000 description 1
- 230000001133 acceleration Effects 0.000 description 1
- 238000009825 accumulation Methods 0.000 description 1
- 239000000654 additive Substances 0.000 description 1
- 230000000996 additive effect Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 150000001875 compounds Chemical class 0.000 description 1
- 230000008094 contradictory effect Effects 0.000 description 1
- 230000007423 decrease Effects 0.000 description 1
- 238000011161 development Methods 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
- 239000003673 groundwater Substances 0.000 description 1
- 229910052500 inorganic mineral Inorganic materials 0.000 description 1
- 230000003993 interaction Effects 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 239000011707 mineral Substances 0.000 description 1
- 238000002156 mixing Methods 0.000 description 1
- 230000000704 physical effect Effects 0.000 description 1
- 238000001556 precipitation Methods 0.000 description 1
- 230000008569 process Effects 0.000 description 1
- 239000002994 raw material Substances 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 239000002352 surface water Substances 0.000 description 1
- 238000010257 thawing Methods 0.000 description 1
- 230000009466 transformation Effects 0.000 description 1
- 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, particularly relate to a kind of method that Permafrost Area reduces bored pile hydration heat of concrete.
Background technology
In Permafrost Area, average temperature of the whole year, lower than 0 DEG C, forms the frozen soil layer do not changed for many years, is called as ever-frozen ground at underground certain depth.In summer in winter alternation procedure, the frozen soil that summer melts can only arrive certain depth, and ground is melted soil layer and is called frozen soil upper limit to frozen soil distance from top, and the general degree of depth is about 2m, and but in Annual variations, basic maintenance is stablized.Just because of the existence of ever-frozen ground, cause underground water spatial distribution characteristic and general area to there is essence difference, the moisture oozed under precipitation, surface water etc. can only arrive frozen soil layer top, and is difficult to frozen soil diffusion inside, keeps the stability of frozen soil.
The frozen soil area of China accounts for 22% of area, about 2,150,000 square kilometres, mainly be distributed in the areas such as Qinghai-Tibet Platean, the large Xiaoxinanlin Mountains, northeast, Tianshan Mountains and Altai Mountains, along with the development of China's economic construction, the acceleration of strategy to develop western regions is implemented, a series of national large project has been carried out, as the Harbin-to-Dalian high-speed railway etc. in Qinghai-Tibet Highway, Qinghai-Tibet Railway, Qinghai-Tibet power transmission and transformation line, northeast in Permafrost Area.
Bored pile is the base form that the engineering such as bridges and culverts, tunnel of Permafrost Area generally adopts.Bored pile by the restriction of ground rock property and groundwater condition, can not be gathered materials on the spot, can build large diameter pile, construction method and construction equipment simple.But concerning the cast-in-place concrete pile under ever-frozen ground environment, after concreting, the effect of hydration heat of cement makes frozen soil heat absorption temperature rise around stake, and part frozen soil melts, and thermal physical property parameter changes, and causes bearing capacity of foundation soil to decline.Therefore concrete material becomes the key factor affecting pile foundation quality.And concrete material from early stage microstructure be formed into sclerosis after the quality of mechanical property always along with the change of temperature.Many researchers is studied the thermal field of Permafrost Area pile foundation and pile foundation refreezing process. and result shows, the construction of permafrost region bored concrete pile foundation can bring certain heat, to respective change be there is in Temperature Field, destroy the stable frozen state of frozen soil, especially the heat of hydration of cast-in-place concrete pile brings very large thermal agitation can to stable frozen soil.The heat of hydration has extreme influence to Pile in Frozen Soil thermal field, and there is a great difference the interaction aspect of pile foundation time returning to freeze under different molding temperature, bearing capacity, stake and frozen soil.Therefore, how to balance the frozen soil temperature rise that hydration heat of concrete causes, finding the method reducing the cast-in-place concrete pile heat of hydration is reduce the effective ways to Permafrost Thermal disturbance.
Being found by research, in order to reduce the thermal agitation of pile foundation thermal field, the impact of hydration heat of concrete on pile foundation surrounding soil should be reduced as far as possible, reduce the scope of thawing cylinder.The mineral matter admixture mixing some in concrete can be taked, reduce cement consumption, reduce the heat of hydration.Owing to carrying out concrete construction in Permafrost Area, carry out under subzero temperature condition, therefore how to ensure concrete low hydration heat and under subzero temperature condition intensity keep steady growth reach designing requirement, be the direction of primary study.Research shows, mix antifreezing agent be ensure performance under concrete subzero temperature important means at quite low temperatures (-5 DEG C ~-20 DEG C) if not mix its strength developing of antifreezing agent slow for concrete, during 28d, compressive strength is very low, and cementitious matter does not almost have aquation.If but under positive temperature, carry out the precuring of a period of time, then continue aquation under being placed in low temperature, then can reduce loss of strength in various degree.Mix the strength developing of composite material negative temperature concrete added with anti-freezing agent to show, early age strength of concrete requirement can be met, late strength of concrete can be promoted by a relatively large margin again.In the concrete climate control issues of Permafrost Region of Qinghai-Tibet pile foundation construction, dead season low temperature, under subzero temperature environment, by carrying out preheating to raw material, strengthen insulation, moisture-keeping maintaining, the measures such as application of cold temperature, early strong compound additive ensure concrete construction quality and early strength; At warm season, the molding temperature of pile foundation controls the thermal agitation that can reduce to a certain extent ever-frozen ground around stake, shortens the time returning to freeze of stake with frozen soil.
Said method to a certain degree can solve engineering problem, but concrete drilling bored concrete pile in depth descends frozen soil, should gain in strength under cryogenic conditions, and to the heat of hydration be reduced, so said method is not fundamentally solving the contradictory problems between concrete strength and low hydration heat, so should ensure that the intensity of cast-in-place concrete pile ensures that the minimum thermal agitation of the heat of hydration to frozen soil is one of important problem urgently to be resolved hurrily in engineering construction again.
Summary of the invention
Technical problem to be solved by this invention be to provide a kind ofly shorten frozen soil time returning to freeze, method that the Permafrost Area of easy construction reduces bored pile hydration heat of concrete.
For solving the problem, a kind of Permafrost Area of the present invention reduces the method for bored pile hydration heat of concrete, comprises the following steps:
(1) construct in Permafrost Area, and according to designing requirement excavation bored pile foundation ditch;
(2) calculate concrete heat of hydration thermal discharge needed for bored pile according to a conventional method, and calculate the heat radiation power of required hot pin according to a conventional method, determine the area of dissipation of fin in the diameter of described hot pin, described hot pin, the embedment length of described hot pin and quantity;
(3) according to designing requirement assembling reinforcement cage, after, sleeve pipe is fixed on designing requirement position in described reinforcing cage;
(4) described hot pin is placed in described sleeve pipe, and after fixing by determined described hot pin embedment length, lifts in described reinforcing cage to described bored pile foundation ditch;
(5) require preparation according to design grade, stir the concrete that admixture has antifreezing agent, and by this pouring concrete to described bored pile foundation ditch, be poured first cover film immediately, then covering straw screen or mat or heat insulating material are 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.
Conduction oil is filled with between described hot pin and described sleeve pipe.
The present invention compared with prior art has the following advantages:
1, the present invention utilizes hot pin technology, cooling object is reached by being exchanged in concrete in outside air, by extraneous low-temperature receiver because the thermogenetic heat of aquation is diffused in time by inside concrete, not only effectively ensure that concrete intensity, and reduce the thermal agitation of the heat of hydration to pile foundation periphery frozen soil, shorten frozen soil time returning to freeze, meanwhile, hot pin also can play humidification to pile foundation intensity.
2, the present invention imbeds sleeve pipe slightly larger than hot pin diameter in advance in concrete, and is inserted in sleeve pipe by hot pin, and is filled with conduction oil between hot pin and sleeve pipe, and therefore, hot pin can be extracted and recycle after being got rid of by heat in concrete in early days by hot pin.
3, easy construction of the present invention, effectively can reduce the construction period when ensureing that engineering is normally carried out, being applicable to promote the use of in Permafrost Area.
Accompanying drawing explanation
Below in conjunction with accompanying drawing, the specific embodiment of the present invention is described in further detail.
Fig. 1 is hot pin of the present invention cooling vertical section schematic diagram.
Fig. 2 is hot pin of the present invention cooling schematic cross section.
In figure: 1-bored pile foundation ditch, 2-sleeve pipe, 3-hot pin.
Detailed description of the invention
As shown in Figure 1 and Figure 2, a kind of Permafrost Area reduces the method for bored pile hydration heat of concrete, comprises the following steps:
(1) construct in Permafrost Area, and according to designing requirement excavation bored pile foundation ditch 1.
(2) calculate concrete heat of hydration thermal discharge needed for bored pile according to a conventional method, and calculate the heat radiation power of required hot pin 3 according to a conventional method, 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: concrete thermal insulation warming can be calculated as follows " mass concrete construction specification " (GB50496-2009):
（1-1）
In formula:
-the age of concrete is
ttime thermal insulation warming (DEG C);
the accumulation heat of hydration (J/kg) of-every kg cement 28d
w-every concrete gel material content of m3 (kg/m3);
-concrete specific heat, is generally 0.92 ~ 1.0(kJ/(kg DEG C);
-concrete unit weight, 2400 ~ 2500(kg/m3);
m-coefficient=0.362 relevant with cement type, pouring temperature etc., 0.3 ~ 0.5(d
-1);
t-the age of concrete (d).
Heat pipe heat flux calculates " Frozen Ground Area Code for design of building " (JGJ118-2011)
（1-2）
-be heat pipe heat flux;
-be concrete pipe base internal temperature;
-be the average of temperature in heat pipe duration of work;
-be condensation segment heat exchange thermal resistance;
-be concrete heat exchange thermal resistance;
（1-3）
the efficiently radiates heat area of-condenser, m
2;
the heat emission factor W/ DEG C m of-condenser
2.
（1-4）
-be mean wind speed.
Calculating for simplifying, only adopting concrete pipe base thermal resistance and condenser heat rejection thermal resistance to calculate.
Concrete thermal resistance can be obtained with cylinder thermal resistance formula
analytic solutions:
（1-5）
-be evaporator section length, namely concrete pile is long;
-heat pipe external diameter;
-concrete pile radius;
-concrete coefficient of thermal 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 (m
3).
If by above-mentioned calculating
then heat in concrete discharges by heat pipe completely.
(3) according to designing requirement assembling reinforcement cage, after, sleeve pipe 2 is fixed on designing requirement position in reinforcing cage;
(4) hot pin 3 is placed in sleeve pipe 2, and after fixing by determined hot pin 3 embedment length, lifting reinforcing cage is in bored pile foundation ditch 1;
(5) require preparation according to design grade, stir the concrete that admixture has antifreezing agent, and by this pouring concrete in bored pile foundation ditch 1, be poured first cover film immediately, then covering straw screen or mat or heat insulating material are incubated;
(6) within 7 days, extract hot pin 3 out afterwards, 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.
Conduction oil is filled with between hot pin 3 and sleeve pipe 2.
concrete pipe base heat pipe calculates example
be 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 coefficient of thermal conductivity =2.33w/ (m DEG C), specific heat capacity of concrete
=0.96kJ/kg DEG C, molding temperature is 15 DEG C,
atmospheric temperature-1 DEG C, wind speed =5.0m/s; Heat pipe working time 10d, heat pipe evaporator section 10m, heat pipe external diameter is 89mm, and condensation segment length 4m has finless parts length 3.6m, fin width 23mm, spacing 12mm,
Individual pen fin area
(mm
2)
（m
2）
（w/(m
2·℃)）
（℃/w）
（℃/w）
（MJ）
cast-in-place concrete pile total amount of heat:
（MJ）
Then had by above-mentioned calculating
the comparatively suitable engineerings of parameter such as description selection heat pipe caliber, fin.
Claims (3)
1. Permafrost Area reduces a method for bored pile hydration heat of concrete, comprises the following steps:
(1) construct in Permafrost Area, and according to designing requirement excavation bored pile foundation ditch (1);
(2) calculate concrete heat of hydration thermal discharge needed for bored pile according to a conventional method, and calculate the heat radiation power of required hot pin (3) according to a conventional method, determine the area of dissipation of fin, the embedment length of described hot pin (3) and quantity in the diameter of described hot pin (3), described hot pin (3);
(3) according to designing requirement assembling reinforcement cage, after, sleeve pipe (2) is fixed on designing requirement position in described reinforcing cage;
(4) described hot pin (3) is placed in described sleeve pipe (2), and after fixing by determined described hot pin (3) embedment length, lifts in described reinforcing cage to described bored pile foundation ditch (1);
(5) require preparation according to design grade, stir the concrete that admixture has antifreezing agent, and by this pouring concrete to described bored pile foundation ditch (1), be poured first cover film immediately, then covering straw screen or mat or heat insulating material are incubated;
(6) extract described hot pin (3) out after 7 days, and carry out subsequent construction according to a conventional method.
2. a kind of Permafrost Area as claimed in claim 1 reduces the method for bored pile hydration heat of concrete, and it is characterized in that: described hot pin (3) is metal pipe material, its internal coolant is liquid nitrogen.
3. a kind of Permafrost Area as claimed in claim 1 reduces the method for bored pile hydration heat of concrete, it is characterized in that: be filled with conduction oil between described hot pin (3) and described sleeve pipe (2).
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| CN201510511828.8A CN105113489B (en) | 2015-08-20 | 2015-08-20 | Method of reducing concrete hydration heat of cast-in-place pile in permafrost region |
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| CN105113489A true CN105113489A (en) | 2015-12-02 |
| CN105113489B CN105113489B (en) | 2017-02-22 |
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Cited By (12)
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| CN106442035A (en) * | 2016-05-18 | 2017-02-22 | 中国能源建设集团甘肃省电力设计院有限公司 | Production apparatus and production method for concrete-frozen soil contact surface direct shear test sample |
| CN106989618A (en) * | 2017-04-26 | 2017-07-28 | 贵州理工学院 | Cooling system inside large volume goaf filling body |
| CN107059874A (en) * | 2017-02-17 | 2017-08-18 | 河南城建学院 | The cool-down method of concrete pouring structure and concrete structure pouring based on heat pipe |
| CN108457655A (en) * | 2018-02-01 | 2018-08-28 | 绍兴文理学院 | The method for reducing Tunnel Construction in Permafrost Regions phase country rock freeze thawing circle range with hot pin |
| 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 |
| CN111767667A (en) * | 2020-07-01 | 2020-10-13 | 中国水利水电科学研究院 | Method for determining concrete surface heat release coefficient when steel formwork is filled with heat insulation material |
| 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 |
| CN111910621A (en) * | 2019-05-10 | 2020-11-10 | 中国科学院寒区旱区环境与工程研究所 | Structure for cooling frozen soil by combining cast-in-place bored concrete pile in perennial frozen soil area with heat pipe |
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| 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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| 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 |
| CN106442035A (en) * | 2016-05-18 | 2017-02-22 | 中国能源建设集团甘肃省电力设计院有限公司 | Production apparatus and production method for concrete-frozen soil contact surface direct shear test sample |
| CN107059874A (en) * | 2017-02-17 | 2017-08-18 | 河南城建学院 | The cool-down method of concrete pouring structure and concrete structure pouring based on heat pipe |
| CN106989618A (en) * | 2017-04-26 | 2017-07-28 | 贵州理工学院 | Cooling system inside large volume goaf filling body |
| CN108457655A (en) * | 2018-02-01 | 2018-08-28 | 绍兴文理学院 | The method for reducing Tunnel Construction in Permafrost Regions phase country rock freeze thawing circle range with hot pin |
| CN111910621A (en) * | 2019-05-10 | 2020-11-10 | 中国科学院寒区旱区环境与工程研究所 | Structure for cooling frozen soil by combining cast-in-place bored concrete pile in perennial frozen soil area with heat pipe |
| 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 |
| CN111767667A (en) * | 2020-07-01 | 2020-10-13 | 中国水利水电科学研究院 | Method for determining concrete surface heat release coefficient when steel formwork is filled with heat insulation material |
| 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 |
| CN112281928A (en) * | 2020-11-03 | 2021-01-29 | 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 |
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| 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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