CN1614152A - Constructing method for in tunnel weak soil layer by freezing method horizontally - Google Patents
Constructing method for in tunnel weak soil layer by freezing method horizontally Download PDFInfo
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Abstract
A horizontal freezing method for constructing the tunnel in soft stratum includes such steps as determining the saline temp in active freezing period and maintaining freezing period, the average temp of frozen earth wall and the strength of frozen earth, designing and arranging the freezing hole, calculating the cold needed by freezing, excavating the horn-shaped portal tunnel segments at both ends, excavating middle segments, and enlarging the tunnel.
Description
Technical field
What the present invention relates to is a kind of job practices of interface channel, and particularly a kind of job practices of weak soil layer horizontal frozen interface channel is used for construction engineering technical field.
Background technology
1860s, freezing process at first are applied to Britain's welsh building foundation engineering in south.1883, German engineer Bo Cishu (P.H.Potsch) adopted in the colliery in Alba the freezing process dark pit shaft of 103m of successfully having constructed, and has obtained the freezing technology patent, causes global concern.Countries in the world are all used freezing technology widely, have promoted the development of freezing technology.Freezing process is started late in China, but development speed is very fast.China opened since the mining area, Luan at first uses freeze-wellboring from nineteen fifty-five, and freezing process has developed into the main construction method of China engineering field by unstable alluvium and fissured waterbearing stratum.Construction freezing method is to utilize the artificial cooling technology; water in the stratum is build-up ice, natural soil is become frozen soil, increase its intensity and stability; getting in touch of isolated underground water and underground structure is so that carry out a kind of special construction method of excavation construction under the protection of freezing curtain.
Find through open source literature retrieval prior art, " freeze the campshed method and raise application in the Bridge South Anchor Foundation " that Zhang Zhi's honor, Li Hai write in profit, included in the 6th～8 page of the 32nd the 8th phase of volume of " construction technology " August in 2003, this article is introduced: southern anchorage freezes the effect that campshed is gone along with sb. to guard him system, be to be the seal water structure of foundation ditch with the freezing curtain that water bearing ground freezes to form, with campshed and interior support system is the load-carrying construction of opposing water and soil pressure, form new enclosing Technique, solved the embedding rock and the water shutoff problem of foundation pit enclosure structure preferably.Freezing curtain is arranged in the campshed outside as seal water structure, adopts single freezing hole to freeze, arrange with the campshed flower arrangement, and 144 of freezing hole quantity, hole depth 40m, freezing curtain go into rock 11m.For the protection freezing curtain can not wash away thawing because of underground water streams, along 1 week of foundation ditch 74 injected holes are set altogether, before freezing, the surface grout injection shutoff is carried out in the basement rock crack that 37～45m is dark.For reducing frost-heave force to the piling structure adverse effect, in the soil body of the freezing curtain outside, 288 φ 25cm pressure relief vents are set, fill with premium mud in the hole, prevent hole wall collapse.Freezing hole construction is according to the design accurate setting-out in position, hole, and strict keyhole deviation proportion, adopts light or gyroscope to carry out deviational survey and draw the hole scattering plan view behind the pore-forming; Freezing pipe adopts φ 127mm * 6mm low-carbon (LC) seamless steel pipe, and interior feed pipe adopts φ 50mm * 5mm vinyl tube; After freezing pipe is transferred and put in place, carry out pressure test, initial pressure 1.0～1.5MPa observes 30min, pressure drop ≯ 0.05MPa, prolong again 15min pressure do not reduce to qualified; Actively between freezing period, frost wall development radius, speed and friendship circle situation are to carry out preliminary judgement according to the thermal field that the temperature pick up that is embedded in diverse location in the stratum, different depth records, by in the hole, carrying out precipitation, according to the inside and outside SEA LEVEL VARIATION situation in hole, whether the final decision freezing curtain hands over circle; Safeguard between freezing period, by the monitoring of freezing curtain temperature being determined parameters such as brine temp, flow, to reach additional loss of refrigeration capacity, control freezing curtain thickness, to guarantee that excavation of foundation pit and backfill stage reach the effect of effective water shutoff.
Above-mentioned frozen construction method is widely used in all kinds of by unstable alluvium and fissured waterbearing stratum construction at present, but have following deficiency: (1) freezing curtain is only as the foundation ditch seal water structure, frozen soil does not expose in Excavation Process, does not make referrals to the support pattern that adopts when frozen soil exposes.(2) the foundation ditch freezing curtain adopts and vertically freezes, and interface channel adopts horizontal frozen, and the construction of freezing hole level is higher to drilling process and parameter request.(3) technical measures of control frozen soil thaw collapse are not narrated.
Summary of the invention
The objective of the invention is to overcome deficiency of the prior art, a kind of weak soil layer horizontal frozen interface channel job practices is provided, make its interface channel between all kinds of tunnels of can constructing, can determine the freezing technology index according to actual condition, arrange freezing hole, design Freezing Station, carry out the excavation and the construction of interface channel, improve engineering safety.The present invention is achieved by the following technical solutions, and concrete job practices of the present invention is as follows:
(1) determines to freeze the key technical indexes
According to actual condition, determine positive freezing period and brine temp, frozen soil wall average temperature and the frozen soil strength of safeguarding freezing period.
Determining to freeze the key technical indexes is meant takes following technical indicator in sandy soil:
1. freeze brine temp: the positive phase :-28～-32 ℃
The maintenance phase :-22～-28 ℃;
2. frozen soil wall average temperature :-8 ℃～-10 ℃;
3. frozen soil strength: δ
Press=3.4Mpa～4.5Mpa; δ
Stretch bending=1.8Mpa～2.3Mpa; δ
Cut=1.5Mpa～1.9Mpa.
4. by elastic theory or finite element software design frost wall, frost wall thickness is got 1.6～2.2m, checks strength assurance coefficient at last.
(2) freezing hole is arranged and construction
Arrange freezing hole according to interface channel planar dimension and structure stress characteristic Design, for guaranteeing that the main stress system in section of jurisdiction is not destroyed, freezing hole is arranged should be according to reinforcement of segment figure fine setting, to avoid main muscle simultaneously.
Slanting of freezing hole is controlled outside drift angle, whole hole and is not more than 1.5 meters in 0.5～1.0 ° of scope and whole pitch of holes.
The general 20# mild steel seamless steel pipe of selecting φ 108mm * 8mm, φ 95mm * 8mm or φ 89mm * 8mm selects the bigger MKD-5S type all-hydraulic drill of drilling ability as freezing hole construction equipment as freezing pipe.
The freezing hole punching utilizes freezing pipe to make drilling rod, strict monitoring slanting of freezing hole situation in the drilling process, the discovery deflection will in time be rectified a deviation, suppress leak test after creeping into end, eligible is following feed pipe in freezing pipe, arrange a plurality of thermometer holes and relief hole in the interface channel, with the temperature state of development of monitoring freezing curtain scope different parts with carry out pressure release in good time.
(3) Freezing Station designs, actively freezes and safeguard frozen construction
Cold is freezed in calculating, selects the freezing unit of W-YSLGF300II or other units suitable with its performance according to the cold needs, when brine temp at-30 ℃, during 28 ℃ of cooling water temperatures, the refrigerating capacity of every unit can reach 8.6 * 10
4Kcal/h; Brine system is selected CaCl for use
2Saline solution is a refrigerant agent; Cooling water recirculation system is carried out cool cycles by cooling tower to backwater.
Debug after refrigeration station installs and test running, unit is moved under the technical data condition of technological procedure and equipment requirement.
After working well, the system of freezing enters positive freezing period, in positive freezing process, and periodic monitor brine temp, brine flow and frozen soil curtain spread scenarios, monitoring frequency every day 1～2 time, per in case of necessity 6 hours are once.
Enter behind the formal excavation of interface channel and safeguard freezing period, suitably improve brine temp to-22～-28 ℃, guarantee the stability of frozen soil curtain, brine temp must not be higher than-22 ℃.
(4) interface channel excavation and construction
According to the thermometer hole measured data, the frozen soil that calculates under this freeze-off time with formula develops radius, thereby calculate freezing curtain thickness, draw the freezing curtain average temperature according to this thickness with equation or graphing method again, if the thickness and the average temperature of the freezing curtain at each aspect, each position all reach designing requirement, promptly satisfy the excavation condition substantially.
Safety door must be installed and guarantee the safety door obturation effect before the excavation.Must carry out the inspecting hole inspection before the formal excavation, inspecting hole is beaten at the freezing curtain weakness, if inspecting hole place no swell sand gushing water phenomenon, it is normal that freezing curtain is stablized on the stratum, thermometric is respond well, can open the steel pipe sheet and formally excavate, and excavation adopts Mine Method to carry out the tunneling construction.
Sequence of excavation: first tunneling horn mouth pilot tunnel, excavate interlude again, excavate offside tunnel horn mouth pilot tunnel then, after the construction of interlude deck finishes, brush expands the two ends horn mouth again, and the excavation step pitch is 0.3m or 0.5m, if two ends horn mouth place section is bigger, for alleviating the influence of excavation to tunnel deformation, the excavation step pitch is controlled to be 0.3m.
The excavation supporting mode adopts twice supporting.Supporting for the first time (temporary lining) adopts steel bracket to add plank lagging, and the linked network sprayed mortar will in time carry out temporary lining to freezing curtain behind the frozen soil excavation again, and set spacing is 0.3～0.5m, and is consistent with the excavation step pitch; Cast-in-situ steel reinforced concrete is adopted in supporting for the second time (permanent support).
(5) construction monitoring monitoring
For guaranteeing weak soil layer horizontal frozen method interface channel safety, finishing to high-quality, promptly implement overall process to horizontal frozen hole construction, freeze each stage such as system, frost wall, circular tunnel structural change and supporting and protection structure and system monitors, and monitored data in time fed back, with guiding construction.
The present invention has substantive distinguishing features and marked improvement, with strong points, be applicable to the frozen construction of all kinds of weak soil layer interface channel, to the freezing pipe level creep into, Freezing Station design, actively freeze and safeguards freeze, interface channel excavates and the construction technology of constructing has been carried out the narration of holonomic system, ten key points for operation that worker's method proposes have the directiveness effect to practice of construction, have remedied the deficiency and the defective of former construction technology.
The specific embodiment
Provide following construction example in conjunction with content of the present invention:
Freezing the interface channel construction with certain cross-river tunnel engineering level is example, is provided with two interface channels between two cross-river tunnels, all is positioned at the bottom of the river, at a distance of about 400m.Interface channel (one) clear distance 25.665m, discrepancy in elevation 3.565m between the tunnel; The about 17.175m of interface channel (two) clear distance, discrepancy in elevation 0.345m between the tunnel.
(1) freezing the key technical indexes determines;
1. freeze brine temp: the positive phase :-30 ℃～-32 ℃
The maintenance phase :-24 ℃～-26 ℃;
2. frozen soil wall average temperature :-8 ℃～-10 ℃;
3. frozen soil strength: δ
Press=3.4Mpa～4.5Mpa; δ
Stretch bending=1.8Mpa～2.3Mpa; δ
Cut=1.5Mpa
4. frost wall thickness: freezing curtain thickness 1.8m (horn mouth freezing curtain thickness 2.0m).
(2) freezing hole design
1. freezing hole main technical requirements
Freezing hole perforate spacing: according to planar dimension and stress characteristic and avoid main muscle according to reinforcement of segment figure and design for principle, interior row's freezing hole is got 0.75～0.8m, effluxes freezing hole and gets 0.9～1.0m.
Slanting of freezing hole control: partially,, should not control outside drift angle, whole aperture in freezing hole does not allow in principle 0.5～1.0 ° of scope for reducing the frozen soil excavation amount
The maximum control of whole pitch of holes: interior row's freezing hole control 1.1～1.2m effluxes freezing hole control 1.3～1.4m.
2. freezing hole is arranged
Freeze hole count: passage (): 27 of eastern threaded list road shallow bore holes, 25 of deep holes;
27 of threaded list road, west shallow bore holes, 25 of deep holes.
Passage (two): 27 of eastern threaded list road shallow bore holes;
27 of threaded list road, west shallow bore holes, 25 of deep holes.
*Annotate:,, adopt the two-way deep hole of beating for guaranteeing the freezing hole construction quality because interface channel () distance is longer.
3. the freezing pipe specification is selected
Determine according to construction technology, select φ 108 * 8mm, 20# mild steel seamless steel pipe.
4. freezing hole construction choice of equipment
In view of this channel section geological conditions and construction characteristic, select the bigger MKD-5S type all-hydraulic drill of horizontal drilling ability.
5. thermometer hole and pressure relief vent layout design
8 thermometer holes of each channel arrangement, both sides are respectively arranged 4, purpose mainly is to measure the temperature state of development of freezing curtain scope different parts, so that comprehensively adopt corresponding control measure, guarantees the safety of constructing; Pressure relief vent is arranged 4, and both sides are respectively arranged 2.
(3) freezing hole construction
1. measure and put the front and back point of axis on tunnel duct piece of a little measuring all freezing holes with transit, and with red lacquer mark.Adopt level gauge to measure level height difference and pitch angle, transit is measured azimuth and actual apertures position.
2. utilize freezing pipe to make drilling rod, freezing pipe adopts screwed connection, and seam is wanted repair welding, guarantees its concentricity, linking intensity and sealing performance.
3. the slanting of freezing hole situation is monitored in strictness in the drilling process, and the discovery deflection will in time be rectified a deviation.Creep into finish after, carry out the repetition measurement of freezing pipe length, and then carry out deviational survey and draw hole scattering figure with horizontal inclinometer.Suppress leak test after freezing pipe length and deflection are qualified again, pressure is controlled at 0.65MPa, and stablizing the decline of 30min pressure is that pressure testing is qualified less than 0.05MPa person.
4. following feed pipe in freezing pipe, weld the freezing pipe end cap then and go, the loop goat's horn.
(4) Freezing Station design
1. chiller plant is selected
According to on-the-spot cold needs situation, interface channel () is selected 2 freezing units of W-YSLGF300II, when brine temp at-30 ℃, during 28 ℃ of cooling water temperatures, its refrigerating capacity can reach 17.2 * 10
4Kcal/h.Interface channel (two) is selected the freezing unit of W-YSLGF300II, when brine temp at-30 ℃, during 28 ℃ of cooling water temperatures, its refrigerating capacity can reach 8.6 * 10
4Kcal/h.
2. brine system design
Select CaCl for use
2Saline solution is a refrigerant agent, and solution severe is controlled at 1260kg/m
3About, the freezing point of solution is-38.6 ℃.Change 75%CaCl first
2Amount: interface channel () 25t; Interface channel (two) 20t.
Working properly for guaranteeing brine circulation system, be equipped with 2 brine pumps, brine pump model: IS200-125-315A, power of motor 30kW, total flow 400m
3/ h.
3. cooling water recirculation system
According to refrigeration machine and refrigerating capacity requirement are installed, interface channel () freezes the about 200m of cooling water internal circulating load
3/ h, interface channel (two) freezes the about 100m of cooling water internal circulating load
3/ h, cold in-water temperature be designed to+and 27～+ 30 ℃, return water temperature is designed to+and 31～+ 34 ℃.Be using water wisely, 2 50m are installed
3Cooling tower, backwater is cooled off, guarantee recirculated water utilization rate 80%, according to calculating fresh water magnitude of recruitment interface channel () 30m
3/ h, interface channel (two) 15m
3/ h.
4. other
Refrigerator oil: select the N46 refrigerator oil for use, passage () consumption 2000kg, passage (two) consumption 1000kg.
Cold-producing medium: select freon R-22 cold-producing medium for use, passage () consumption 1000kg, passage (two) consumption 500kg.
(5) refrigeration station is installed
1. the Freezing Station Housing, Furniture, Furnishing And Equipment is installed
Freezing Station is arranged in the tunnel the about 80m of floor space
2, station equipment mainly comprises refrigerator, brine tank, brine pump, clarified water pump, cooling tower and control cabinet for power distribution etc.
2. pipeline connection, insulation and test instrumentation
Pipeline connects with flange, on saline line testing elements such as expansion joint, valve and temperature measurer, pressure meter, flow meter will be set, and 1 on valve is adorned in the import and export of every freezing pipe, so that the control flow.
The evaporimeter and the cryogenic pipe of freezing unit are incubated with cotton-wool, and brine tank and salt water conduit tube are incubated with polystyrol plastic foam plate
(6) dissolving calcium chloride and unit fill the fluorine oiling
Salt solution (calcium chloride solution) proportion is 1.26, is full of earlier clear water in brine tank, and dissolving calcium chloride is sent in the salt water conduit tube again, till brine system is full of, will remove impurity during dissolving calcium chloride.
Unit fills fluorine and the refrigerator oiling is carried out according to the requirement of equipment operating manual.At first carry out the leak detection and the nitrogen wash of refrigeration system, after guaranteeing system's leakproof, fill fluorine again and refuel.
(7) actively freeze to freeze with maintenance
1. freeze system's test running and actively freeze
After installing, debugs equipment and test running.When test running, regulate each state parameter such as pressure, temperature at any time, unit is moved under the technical data condition of relevant technological procedure and equipment requirement.Enter actively after the system of freezing works well and freeze, in positive freezing process, regularly detect brine temp, brine flow and frozen soil curtain spread scenarios.
2. examination is dug with maintenance and is freezed
In positive freezing process, judge according to observed temperature data whether the frozen soil curtain is handed over circle and reached design thickness, carries out the inspecting hole examination again and dig after the frozen soil curtain is handed over circle and reached design thickness, formally do not excavate after soil layer has pressure substantially in the affirmation frozen soil curtain.Behind the formal excavation,, enter maintenance and freeze, suitably improve brine temp, but brine temp is not higher than-22 ℃ according to the stability of frozen soil curtain.
(8) excavation and construction
1. prestress stent and safe escape door are installed
Before the excavation construction, at circular tunnel east line and each frame four Pin prestress stent of western line interface channel opening both sides, every Pin steel bracket spacing is not more than 1.5m, and at the interface channel two ends along tunnel direction symmetric arrangement, to alleviate the ground settlement and tunnel construction tunnel is produced adverse influence.
Safe escape door be consider that excavation is constructed during, a large amount of sand take place in curtain, swelling goes out, or displacement deformation overflows, under other measure situation that all rescue measures proved ineffectual, for guaranteeing what tunnel safety used.Safe escape door is solid and reliable, the door leaf conveniently opening and closing.
2. ground settlement and tunnel
Carry out the inspecting hole inspection before the formal excavation, inspecting hole is beaten at the freezing curtain weakness, inspecting hole place no swell sand gushing water phenomenon, and it is normal that freezing curtain is stablized on the stratum, and thermometric is respond well, opens the steel pipe sheet subsequently and formally excavates, according to adopting Mine Method to carry out the tunneling construction.According to the engineering structures characteristics, interface channel excavation driving takes the subregion layered mode to carry out.
Because the soil body adopts freezing process to reinforce, frozen soil strength is higher, and the freezing curtain supporting capacity is big, thereby the full section of (except that horn mouth place side wall and vault) employing once excavates during excavation, and the excavation step pitch is 0.3m～0.5m.Horn mouth place, two ends section is bigger, and for alleviating the influence of excavation to tunnel deformation, the excavation step pitch is controlled to be 0.3m.
3. temporary lining
Behind the interface channel excavation, the balancing of stresses that formation crude has is damaged, cause the stresses re-distribution in the stratum around the passage, thereby the stress of this redistribution makes the frozen soil curtain produce creep causes the freezing pipe distortion, development for controlled deformation, in time frost wall is carried out supporting behind the frozen soil excavation, temporary lining had both been played and had been safeguarded that the stratum stablized, guarantees the effect of construction safety, again as the part of permanent support.
4. permanent support
Permanent support is the reinforced concrete structure in the structure design, for reducing the concrete construction seam, rationally determines the concreting order.Because the concreting in the structure particularity, passage top board is difficulty comparatively,, take not have the form of construction work of vibrated concrete for improving concrete construction quality.
5. filling and injecting slurry
Grouting sequence is a vault for both sides, back, elder generation bottom at last, and whether slip casting finishes to return slurry continuously with contiguous injected hole is standard, after the slip casting end, with mouth of pipe shutoff.Grouting behind shaft or drift lining should carry out in conjunction with the thaw collapse tracking grouting.
(9) monitoring
To freezing hole construction, freeze system, frost wall, circular tunnel and supporting and protection structure and carry out continuously necessary monitoring, monitoring materials is in time fed back, guiding construction.Monitoring thes contents are as follows
1. lateral aperture construction monitoring content
Drilling depth; The freezing pipe deflection; The frigo sealing performance.
2. freeze the system monitoring content
Frigo goes, the loop brine temp; Cooling circulating water water-in and water-out temperature; Refrigerator suction and discharge temperature; Refrigerator suction and discharge pressure; The refrigeration system condensing pressure; The refrigeration system pressure for vaporization; Brine flow.
3. frost wall is monitored content
Freezing wall temperature field; Hydrology pressure relief vent pressure changes and variations in temperature in the frost wall section; Excavation back frost wall frost wall surface displacement in open-assembly time; Excavation back frost wall surface temperature.
4. the monitoring of circular tunnel structural change
The sedimentation deformation monitoring in tunnel; The level in tunnel and the monitoring of the convergent deformation of vertical direction.
Claims (6)
1, a kind of job practices of weak soil layer horizontal frozen method interface channel is characterized in that specific as follows:
(1) determines to freeze the key technical indexes,, determine positive freezing period and brine temp, frozen soil wall average temperature and the frozen soil strength of safeguarding freezing period promptly according to actual condition;
(2) freezing hole is arranged and construction, promptly arranges freezing hole according to interface channel planar dimension and structure stress characteristic Design, and arrange should be according to reinforcement of segment figure fine setting for freezing hole simultaneously, and outside drift angle, slanting of freezing hole control hole footpath is 0.5～1.0 ℃ of scope;
(3) Freezing Station design, actively freeze and safeguard and promptly calculate frozen construction and freeze cold, select freezing unit according to the cold needs, when brine temp at-30 ℃, during 28 ℃ of cooling water temperatures, the refrigerating capacity of every unit reaches 8.6 * 10
4Kcal/h;
(4) interface channel excavation and construction, promptly first tunneling horn mouth pilot tunnel excavates interlude again, excavates offside tunnel horn mouth pilot tunnel then, and after the construction of interlude deck finished, brush expanded the two ends horn mouth again, and the excavation step pitch is 0.3m or 0.5m;
(5) construction monitoring monitoring, promptly implement overall process to the horizontal frozen hole construction, freeze each stage such as system, frost wall, circular tunnel structural change and supporting and protection structure and system monitors, and monitored data is in time fed back, with guiding construction.
2, the job practices of weak soil layer horizontal frozen method interface channel according to claim 1 is characterized in that, step (1) is determined to freeze major technique and is meant takes following technical indicator in sandy soil:;
1. freeze brine temp: the positive phase :-28～-32 ℃, the maintenance phase :-22～-28 ℃,
2. frozen soil wall average temperature :-8 ℃～-10 ℃,
3. frozen soil strength: δ
Press=3.4Mpa～4.5Mpa; δ
Stretch bending=1.8Mpa～2.3Mpa; δ
Cut=1.5Mpa
4. by elastic theory or finite element software design frost wall, frost wall thickness is got 1.8～2.2m, checks strength assurance coefficient at last.
3, the job practices of weak soil layer horizontal frozen method interface channel according to claim 1, it is characterized in that, the punching of step (2) freezing hole utilizes freezing pipe to make drilling rod, select the mild steel seamless steel pipe as freezing pipe, the discovery deflection will in time be rectified a deviation, suppress leak test after creeping into end, eligible is following feed pipe in freezing pipe, arranges a plurality of thermometer holes in the interface channel.
4, the job practices of weak soil layer horizontal frozen method interface channel according to claim 1, it is characterized in that, step (3) in freezing process, periodic monitor brine temp, brine flow and frozen soil curtain spread scenarios, monitoring frequency every day 1～3 time, per 6 hours once.
5, according to the job practices of claim 1 or 3 described weak soil layer horizontal frozen method interface channels, it is characterized in that, step (4) excavation supporting mode adopts twice supporting: supporting for the first time adopts steel bracket to add plank, linked network sprayed mortar again, will in time carry out temporary lining behind the frozen soil excavation to freezing curtain, set spacing is 0.3～0.5m, and is consistent with the excavation step pitch; Cast-in-situ steel reinforced concrete is adopted in supporting for the second time.
6, the job practices of weak soil layer horizontal frozen method interface channel according to claim 3 is characterized in that, enters behind the formal excavation of interface channel and safeguards freezing period, improves brine temp and equals-22 ℃ to being lower than.
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2004
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