CN101701465B - Construction technological method of reservoir stratified pumping head - Google Patents
Construction technological method of reservoir stratified pumping head Download PDFInfo
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- CN101701465B CN101701465B CN2009101879000A CN200910187900A CN101701465B CN 101701465 B CN101701465 B CN 101701465B CN 2009101879000 A CN2009101879000 A CN 2009101879000A CN 200910187900 A CN200910187900 A CN 200910187900A CN 101701465 B CN101701465 B CN 101701465B
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Abstract
The present invention relates to a construction technological method of a reservoir stratified pumping head, having the following technological points: selecting a reservoir slope which has a steeper water side and is easy to dig, arranging construction rock bank or cofferdam, performing stratified digging downwards for forming a pumping vertical pit, performing anchor bolt spraying on the side slopes after digging each layer, wherein the depth of the vertical pit is 2-5m lower than the water level of the lowest pumping layer; implementing steel bar and concrete pit-building project by bundling steel bars, coating concrete layer by layer, and installing strobes after all the pit-building concrete is cast; installing a protective bubble tent device at the periphery of the finished vertical pit facing the water pumping side of the reservoir; implementing underwater rock digging project in front the vertical pit, on the basis of ensuring the safety of the built vertical pit strobes and the surrounding buildings, and implementing underwater blasting and underwater dreg discharging; using floating pontoon for underwater construction, implementing blasting and dreg discharging after positioning on water until the digging of underwater rock is fully completed. The invention constructs pumping openings for stratified pumping in the built reservoir, thus reducing water treatment expense.
Description
Technical field
The present invention relates to a kind of reservoir intake technology field, specifically a kind of construction technique of reservoir stratified pumping head.
Background technology
As everyone knows, for comprehensive utilization water resource construction of reservoir, formed static relatively artificial lake.Under the influence of the physicochemical property of solar radiation and water, formed a kind of water environment different with natural river, thereby bring all influences for industrial and agricultural production around the reservoir and people's lives and health, wherein the reservoir quality problem is an importance, it comprises that mainly water temperature changes, long-term and three aspects of eutrophication of muddy water.
In change of water quality, water temperature is a principal element.Reservoir is a very big water body of heat capacity, and under local meteorology, the hydrology and reservoir operation mode influence, the vertical distribution of water temperature that makes the deep water reservoir is with seasonal variations.In a period of time early spring to late summer, reservoir surface layer temperature height, the deep layer temperature is low, forms bigger temperature gradient along depth of water direction, makes that water body is corresponding to present bigger density gradient.The little proportion of temperature high density is little, otherwise density is big than great.Heavy water at low temperature sinks to lower floor, and the little high temperature water of proportion floats over the upper strata.The transmission of dissolved oxygen in the formation restriction reservoir of warm top layer and cold bottom, so the water quality difference of the different water temperatures at different depth of waters place, the water that different quality promptly occurs is horizontal slice and distributes.In order to satisfy the requirement of water supply department to the service reservoir different quality, the U.S. and Japan are respectively in 30 or 40 years in last century generation stratified pumping problem that just begins one's study, just and China recognizes this problem since the sixties in last century.
Changing the reservoir deep water intake into stratified pumping, is one of important measures that solve quality problem.At present, domestic research to stratified pumping is mainly used in field irrigation, ecology, downstream aquaculture, tourism and improves environment etc., but the mode of water intaking has nothing in common with each other.And, adopt the water intaking of choosing layer in China's beyond example still as urban water supply.City water delivery engineering, engineering mainly are made up of buildings such as water intaking head, water-conveyance tunnel, waterline, booster station, water distribution plant, pressure-stabilizing towers, this shows that the water intaking head in the reservoir is the most important link of city water delivery engineering.
Summary of the invention
The objective of the invention is on the basis that forms reservoir, to provide a kind of construction technique of reservoir stratified pumping head.
The object of the present invention is achieved like this:
1., be chosen in and build up the reservoir massif place that face is steeper near water, construction rock bank or cofferdam water retaining are set on the reservoir bank slope face at this place, under nonirrigated farmland condition behind rock bank or the cofferdam, excavate water intaking vertical shaft hole to lower leaf, side slope after every layer of excavation finished is carried out necessary spray anchor and is handled, the degree of depth in this vertical shaft hole will be lower than 2～5 meters at the horizontal plane of the minimum water intaking layer of reservoir, simultaneously at the bottom of well anchor pneumatically placed concrete layer;
2., implement the reinforced concrete vertical shaft engineering: assembling reinforcement, concreting in lifts, every layer height be at 2～4 meters, all builds until the vertical shaft concrete and finish, and whole gates are installed;
3., the lock dash that falls, remove rock bank waterborne or cofferdam, water-filling before the gate;
4., be equipped with a Bubble Heavy Curtain device that vertical shaft and gate is carried out security protection during in bursting work in the outer periphery of the side near water of finishing vertical shaft;
5., implement before the vertical shaft rock mass open excavation under water: the pontoon method is adopted in subaqueous construction, implement explosion behind the location waterborne, according to geological conditions, layering is carried out the rock mass excavation by bench, guaranteeing to have become under the situation of vertical shaft gate and surrounding building safety, choose reasonable blasting parameter and millisecond time-delay technology, implement underwater demolition, the bench degree of depth is controlled in 3～4 meters scopes, implement to slag tap under water, subaqueous construction utilizes pontoon and nail to climb or grab bucket and slag tap, and excavates until rock mass under water and all finishes, and implements the check of bottom and side slope.
Vertical shaft of the present invention hole is trapezium structure, and this spline structure is firm, is convenient to construction.
Every layer of excavation depth is 2～4 meters, is convenient to that like this side slope is sprayed anchor and handles.
The scope of excavating the vertical shaft hole is greater than 2～4 meters of water intaking side vertical shaft edge.
According to the geologic structure of basal bed, vertical shaft hole,, then do not need anchor pneumatically placed concrete layer if it is complete and firm to locate the rock stratum; The rock stratum was broken relatively, integrality is poor if should locate, and then set up anchor pneumatically placed concrete layer in bottom, vertical shaft hole.
Above-mentioned Bubble Heavy Curtain device is in the bottom between whole gates front portion and the bursting work district on the vertical shaft, is provided with a ventilation tube seat, is provided with the equally distributed exhaust hole of at least two rows on the tube seat body of ventilation tube seat; This metal ventilation tube seat is connected with outside air compressor machine by flexible pipe, and metal ventilation tube seat end then seals.Before the explosion, will start air compressor machine, then the compressed air of air compressor machine output forms the bubble layer rising through flexible pipe, metal tube bank and air vent, thereby is forming Bubble Heavy Curtain between whole gates and the bursting work district on the vertical shaft; When explosion takes place, Bubble Heavy Curtain will weaken whole gates and vertical shaft shock wave.
The present invention has following advantage:
1, the present invention is becoming to build intake in the reservoir, and water-supply method is for selecting stratified pumping, thereby has reduced the water treatment expense.
2, the present invention has adopted vertical shaft and the bright job practices of opening vestibular under water at the intake place.
3, control time-delay millisecond blasting technology is taked in subaqueous construction, and takes Bubble Heavy Curtain damping safeguard procedures to closing on building and engineering vertical shaft newly placed concrete and gate, makes that closing on building and vertical shaft etc. is not subjected to any destruction.
4, vertical shaft construction and vestibular have adopted spray anchor reinforcing technique, thereby have guaranteed engineering smooth construction and workmanship.
Description of drawings
Fig. 1 is a stratified pumping vertical shaft sectional drawing of the present invention.
Fig. 2 is an intake layout sketch of the present invention;
Fig. 3 is a hole axis of the present invention both sides shaft excavation side slope simplified schematic diagram;
Fig. 4 is the side shaft excavation side slope simplified schematic diagram that meets water of the present invention;
Fig. 5 is a side slope spray concrete force diagram (kN/m) of the present invention;
Fig. 6 is a side slope spray concrete force diagram (kN/m) of the present invention;
Fig. 7 is that the force analysis schematic diagram is destroyed on side slope of the present invention plane;
Fig. 8 is a supporting type side slope section computational analysis schematic diagram of the present invention; Sectional drawing for a kind of width of the present invention.
Fig. 9 is a supporting type side slope section computational analysis schematic diagram of the present invention; Sectional drawing for second kind of width of the present invention.
Figure 10 is a supporting type side slope section computational analysis schematic diagram of the present invention; Sectional drawing for the stenosis of the present invention.
Figure 11 is that open channel of the present invention and intake, retained rock step concern simplified schematic diagram;
Figure 12 is a underwater drilling and blasting process chart of the present invention;
The present invention is described in further detail by example below in conjunction with accompanying drawing, but following example only is the present invention's example wherein, the rights protection scope of not representing the present invention and being limited, the scope of the present invention is as the criterion with claims.
The specific embodiment
Example 1 (with at present at Dahuofang Reservoir, Liaoning Province water delivery engineering of building with example):
This project be water that Huijiang is transferred through reservoir regulate the back effectively configuration to 6 large-scale water delivery engineerings in lack of water city such as Fushun in Liaoning Middle area, Shenyang, Liaoyang, Anshan, Yingkou, Panjins, engineering mainly is made up of buildings such as water intaking head, water-conveyance tunnel, waterline, booster station, water distribution plant, pressure-stabilizing towers, total length 260.8km, wherein tunnel segment length 29.1km, pipeline segment length 231.7km.，
The water intaking head is located at the southern bank of Dahuofang Reservoir, diversion scale 5770000m
3/ d, its flood control standard should be identical with the flood control standard of main units such as reservoir dam, adopts to meet the floods design in 1000 one, and design water level is 136.63m, and the PMF flood is checked, and the check water level is 139.32m.
The intake structure pattern is a bank vertical shaft type intake tower, is divided into water intaking gate bay, rotary sieve section, contraction section and stop gate section, total length 64.20m, and Breadth Maximum 34m, depth capacity reaches 48.5m, and excavated volume reaches 17.5 ten thousand m
3
Because the slope excavation can't be put in intake next-door neighbour reservoir area and limited by topography and geomorphology such as left and right sides coombe, can only open and use the vertical shaft form of construction work.Vertical shaft of the present invention is arranged See Figure 2.
1, engineering geology summary
Select face near water steep and rock mass is broken relatively, integrality difference and the reservoir being convenient to excavate is domatic, the construction cofferdam is set on the reservoir at this place is domatic.Head is positioned at the ridge that give prominence to left bank, reservoir area, Dahuofang Reservoir one, mostly is exposed rock mass, and table portion is assorted woods, and face is steeper near water, and the plane slightly becomes peninsula type.Ridge is towards the reservoir water surface one side 36 °～52 ° of slope angles under water.The water surface is above to push up one section steep bank gradient about 70 °～80 ° to the slope, and all the other domatic gradients are about 30 °～45 °.
Influenced by Hun River fracture and derivative fractures thereof, the topography and geomorphology complexity, minor structure is comparatively grown, and according to geological mapping, finds totally 4 of small-scale tomographies in the water intaking head.
Formation lithology is a granitic gneiss, migmatitic granite.Retained rock step position rock mass relief joint is grown, and rock mass is prose style free from parallelism shape more, many shales filling in the crack, half filling, and rock mass strength is lower, and water permeability is stronger, massive structure, minority gneissic structure.Entirely, severely-weathered bed thickness 7.5～8.1m, all the other are weak weathering, rock mass fragmentation～integrality is poor, severely-weathered and weak-weathered rock top is medium permeable more, water permeability is stronger.
2, vertical shaft slope stability analysis and construction
Whole slope stability analysis
Whole slope stability analysis adopts FEM (finite element) calculation.
Selected parameter sees the following form:
FEM (finite element) calculation country rock physical and mechanical parameter table
| Rocvk classification | Poisson's ratio μ | Cohesion c (KPa) | Angle of internal friction ф (°) | Rock unit weight γ (KN/m 3) | Elastic modulus E (GPa) | Tensile strength sigma t (MPa) |
| III | 0.13 | 600.0 | 40 | 26.2 | 23.1 | 20.0 |
| IV | 0.35 | 250.0 | 30.0 | 24.5 | 1.8 | 7.5 |
| V | 0.45 | 50.0 | 27.5 | 22.5 | 0.8 | 2.5 |
Adopt plane finite element to calculate, calculate and choose representative excavation section.
Be chosen in and build up the reservoir massif place that face is steeper near water, construction rock bank or cofferdam water retaining are set on the reservoir bank slope face at this place, under nonirrigated farmland condition behind rock bank or the cofferdam, excavate water intaking vertical shaft hole to lower leaf, side slope after every layer of excavation finished is carried out necessary spray anchor and is handled, the degree of depth in this vertical shaft hole will be lower than 2～5 meters at the horizontal plane of the minimum water intaking layer of reservoir, simultaneously at the bottom of well anchor pneumatically placed concrete layer.Water intaking head shaft excavation is square, calculates to choose meet water side slope and hole axis both sides excavation slope and carry out supporting and protection structure stress and slope displacement calculating.Disregard geological structure stress, selfweight stress is by FEM (finite element) calculation.Calculation diagram is as follows, and shade partly is the shaft excavation district among Fig. 3 and Fig. 4.
Capitalizing III～V among the above-mentioned figure is lithology breakdown, and Arabic numerals 1～5 are sequence of excavation.△ symbology displacement constraint among the figure, it has been generally acknowledged that apart from excavating shaft wide more than 2 times the surrouding rock deformation value of distance can ignore, so set left and right directions horizontal movement constraint in the computation model, the constraint of bottom vertical displacement.
The high slope shaft excavation is downward part layer excavation and bolt-spary supports from top in the practice of construction.Software for calculation carries out analog computation by the cutting depth of 10m/ layer, and promptly every 10m is a construction step, and per step divides two incremental steps to simulate excavation and bolt-spary supports respectively.
Result of calculation, hole axis both sides shaft excavation side slope as shown in Figure 3;
The spray concrete maximum packway place that appears at slope excavation to 113.0 elevation that is stressed is 280kN/m, and when continuing to be excavated to base plate, its spray concrete stressed will continue to be reduced to 156.5kN/m, as shown above.And the slope top of side slope accumulative total maximum displacement after appearing at shaft excavation and finishing is 4.3mm.The sloping end spray concrete that is every layer of stage excavation as the stressed peak value among Fig. 5 is stressed, and each stressed peak value is along with the excavation and the supporting of lower floor's vertical shaft, its stressed will reduction gradually, and this is because behind lower floor's excavation, the displacement of its side slope is consistent with the upper strata displacement direction of side slope.
The spray concrete maximum packway place that appears at slope excavation to 113.0 elevation that is stressed is 201KN/m, and the slope top of side slope maximum displacement after appearing at shaft excavation and finishing is 4.3mm.As the stressed peak value among Fig. 6 is the upside of the sloping end spray concrete of every layer of stage excavation stressed and weak intercalated layer and domatic intersection point, and each stressed peak value is along with the excavation and the supporting of lower floor's vertical shaft, its stressed will reduction gradually.
In addition the stage excavation of above-mentioned two kinds of side slopes under no bolt-spary supports situation carried out identical construction step analog computation, it is close to draw its maximum displacement and The above results.
Except carry out the analog computation in step of above-mentioned normal construction, also carry out vertical shaft and once excavated on earth analog computation, its sloping top maximum displacement value is 15mm.
Plane finite element calculation is that rock mass is calculated as ergodicity, therefore the weak band of tomography that runs in the excavation construction is formed danger stone and should take necessary anchoring measure.
Side slope landing body is reinforced and is calculated:
According to the finite element method overall calculation, whole side slope is stable, but because rock is cracked-prose style free from parallelism structure, has the possibility of sliding, and needs slip-crack surface is reinforced.
Adopt plane shear to destroy slope stability analysis, the force analysis schematic diagram is destroyed on the side slope plane of seeing Fig. 7 for details.
In the formula: Fs---the safety factor of side slope;
The cohesion of c---slide plane;
The angle of internal friction of φ---slide plane;
W---gliding mass deadweight;
L---slide plane length;
U1---act on water uplift pressure on the gliding mass bottom surface;
U2---the water pressure in the tensile crack;
α---slope angle;
β---slide plane inclination angle;
For the unsettled side slope of checking computations,, then can reinforce the back side slope and get the safety factor calculating formula and be if gliding mass is applied a reinforcement edge T
In the formula: T---act on and get reinforcement edge on the slope slide;
δ---anchor pole and horizontal plane get angle.
Try to achieve when making the slope stability safety factor reach allowable value (Fs), the required anchored force design formulas that applies is
Determine supporting type such as Fig. 8, Fig. 9 and shown in Figure 10 as calculated.
Vertical shaft construction point: implement reinforced concrete vertical shaft engineering (shown in Fig. 2,3): assembling reinforcement, concreting in lifts, every layer height be at 2～4 meters, all builds until the vertical shaft concrete and finish, and whole gates are installed;
The primary structure of vertical shaft comprises: hoist chamber 1, water intaking vertical shaft 2, intake 3, air vent 4, water intaking gate 5, water outlet tunnel 6, access door 7, breastwork 8, water intaking gate slot 9, vertical shaft crossbeam 10, maintenance and trashrack groove 11
(1) for guaranteeing the vertical shaft construction at dry land, the curtain block-water effect is better before the rock bank, and the necessary strict bursting work rules of vertical shaft Blasting Excavation should suitably be provided with the destroying infection of slow blast hole minimizing to curtain and rock mass.
(2) before drilling construction, accurate measured hole position and aperture elevation.
(3) lateral openingly desire to split explosion and guarantee excavation slope type shape.
(4) according to the shaft excavation supporting scheme, vertical shaft is taked the pattern of supporting while excavating from top to bottom, the sprayed mortar sealing in time of excavation back.
(5) should in time carry out bolt-spary supports according to design scheme, suitably increase the length of support anchor rod, take supporting measures such as pre-stressed anchor rods in case of necessity.
(6) except in time carrying out the supporting, must carry out necessary deformation monitoring, at any time slope deforming be observed, the situation that occurs is in time handled.
(7) draining that performs excavation slope is handled, and drain hole should be left in the sprayed mortar top layer, reduces the adverse effect of underground water to slope stability.
3, open channel design and construction main points under water
The open channel design: open channel and intake, retained rock step relation are seen accompanying drawing 11:
Difference structure among Figure 11 is: upper strata service gate center line 12, middle level service gate center line 13, bottom service gate center line 14, trashrack center line 15, access door center line 16, gate pier leading edge 17, retained rock step 18.
The lock dash that falls is removed rock bank waterborne or cofferdam, water-filling before the gate;
The open channel geological conditions:
According to the geological conditions that shaft excavation discloses, in conjunction with the borehole data in early stage, the maximum earthing bed thickness in open channel position is 1m only, complete severely-weathered layer 14.5～21m, and all the other are weak weathering.
Rock mass fracture growth, the rock mass rock mass strength is lower, and rock mass is that place basement rock lithology is simpler, is mainly migmatitic granite Archaeozoic era, and there is diabase arteries and veins intrusive body in the part.The rock mass weathering of open channel left side is heavier, and the right side rock mass is broken.
Find no regional structures and pass through than major fault structure, by the mapping result of excavation slope, the slope rock mass integrality is poor～fragmentation, comprise the mutual cutting of primary joint and later stage relief joint, rock mass is inlays cataclastic texture, there is the existence of diabase arteries and veins intrusive body the part simultaneously, has more strengthened the degree of crushing of slope rock mass.
1, slope retaining
Side slope adopts anchor spray immediate support, and different parts adopts different supporting types in conjunction with the geological conditions that excavation discloses.
Anchor pneumatically placed concrete C25 thickness 150mm, steel mesh reinforcement Φ 8@200*200mm, anchor pole Φ 25 long 5m ， @2*2m blossom types are provided with.Φ 25 long 5m automatic anchor poles are adopted at drilling and forming hole difficulty position.Φ 25 long 5m automatic anchor poles are adopted at drilling and forming hole difficulty position.
At 97.5～103.5m, 109.5～115.5m, 123.5～125.5m Φ 32 long 12m anchor poles are set, the blossom type setting, 17 ° at angle of declination angle, long anchor pole should carry out after the anastomose bundle is sprayed on the top layer, and backing plate position concrete surface must be smooth.
Armature boring diameter 100mm is in boring central authorities for guaranteeing anchor pole, every 2m an isolating frame should be set, the M20 mortar, and mortar should be full closely knit.
2, blasting protection requirement
Because of retained rock step closes on the main building thing, need carry out controlled blasting.The harm that explosion produces mainly is that shock wave is to the destroying infection of building in slungshot, concussion of blasting and the water, and its objective of defense is intake tower and Dahuofang Reservoir auxiliary dam.
The blasting works security protection requires:
The rock bank is 3.0m apart from the gate pier minimum distance, apart from Emergency Gate minimum distance 8.5m, apart from about 140 meters of two auxiliary dams, answers in blasting vibration, the water shock wave, slungshot to take technology and safeguard procedures, guarantees the safety of surrounding buildings thing.
Adopt Pre-splitting Blasting Technique that rock bank side slope is carried out explosion, the irregularity degree of scar should be not more than 15cm between the adjacent two big gun holes of presplit blasting, the hole wall top layer should not produce tangible blasting crack, and residual big gun hole vestige storage rate should be controlled in the prescribed limit of SL47-94 3.4.1 bar.
1. blasting flyrock must not damage the building that has built up, and concussion of blasting must not produce damaging influence to building, and the vibration velocity safety standard is decided to be 5cm/s.
2. concussion of blasting must not produce the damageability distortion to gate pier base consolidation grouting.
Rig is arranged on the floating type boring workboat during subaqueous construction boring, adopt tiretube process to carry out underwater drilling, strengthen throwing controlled blasting, sillar is to the reservoir area throwing after making explosion, velocity of vibration should be in allowed band, and shock wave must not be to intake tower building and equipment (comprising gate pier, vertical shaft crossbeam 10, water intaking gate 5 and water intaking gate slot 9, maintenance and trashrack groove 11 etc.) and Dahuofang Reservoir auxiliary dam generation damaging influence in the water.
The underwater drilling and blasting construction sequence is block diagram 12 as follows.
3, safeguard procedures
1) anti-explosion slungshot, Rolling Stone.At intake the garden wood that diameter is not less than 30cm is set, prevents that boulder from tumbling, damaging building and gate etc., garden wood protection highly is not less than 8m.Wood top, garden hangs society and establishes the protection of objective case net, prevents that indivedual slungshots from damaging building and gate.The top of rock bank explosion face covers anti-big gun quilt or the thick sand pocket of 30cm before each explosion, prevent that slungshot from splashing to the sky, influences the intake architecture construction.
2) strict priming system using and managing.
3) Security alert.When implementing explosion, sound the alarm according to the rules, the cleaning warning line is with non-operating personnels such as interior plant equipment, ship, operating personnel, visitor, swimming.
4) Bubble Heavy Curtain.Gas production bubble curtain carries out the transmission of seismic wave in the filtered water, and this engineering is arranged three groups of Bubble Heavy Curtain, is arranged in the position between gate pier frontal line and the gate, every group of Bubble Heavy Curtain length 6m, end elevation+98m, every group of Bubble Heavy Curtain is made up of three Bubble Heavy Curtain transmitting tubes, at interval 0.5 meter layout.Can guarantee that the Bubble Heavy Curtain filter factor can reach more than 70%.
The Bubble Heavy Curtain transmitting tube other end connects 21m
3The pneumatics unit, wherein two groups of Bubble Heavy Curtain transmitting tubes are by the two ends air inlet, and other one group of transmitting tube can be guaranteed that like this number of bubbles is even in the security protection scope, thereby effectively be protected building by middle air inlet.Transmitting tube caliber 32mm bores aperture above, and three row's apertures are set, 90 ° of angles of departure of middle steel pipe, and the both sides steel pipe is last 45 ° of angles of departure tiltedly, small aperture 1.5mm, every row's aperture pitch of holes 10cm, quincuncial arrangement.Detonated preceding 5 minutes when underwater demolition, the pneumatics unit is all opened, directly air is injected into transmitting tube, form intensive bubble population by the aperture on the transmitting tube.Because lighter weight, intensive bubble constantly rise from transmitting tube is past, thereby form three road Bubble Heavy Curtain.
Be provided with in the periphery that faces reservoir water intaking side of finishing vertical shaft a Bubble Heavy Curtain device that vertical shaft is carried out security protection during in bursting work is installed, this device is the bottom between and the bursting work district anterior at whole gates on the vertical shaft, be provided with a tank, in tank, be evenly distributed with two to three-layer metal tube bank layer, on the tube wall of this metal tube, be evenly distributed with air vent, this metal tube bank bottom is connected with air compressor machine by flexible pipe, and metal tube bunchy top portion then seals.Before the explosion, will start air compressor machine, then the compressed air of air compressor machine output forms the bubble layer rising through flexible pipe, metal tube bank and air vent, thereby is forming Bubble Heavy Curtain between whole gates and the bursting work district on the vertical shaft; When explosion took place, Bubble Heavy Curtain can form the air partition wall one, it effectively the buffer shooting surge wave to getting the influence of vertical shaft water tower.After rock bank excavation is finished, remove retaining stone row and safety net.
Implement before the vertical shaft rock mass open excavation under water: the pontoon method is adopted in subaqueous construction, implement explosion behind the location waterborne, according to geological conditions, layering is carried out the rock mass excavation by bench, guaranteeing to have become under the situation of vertical shaft gate and surrounding building safety, choose reasonable blasting parameter and millisecond time-delay technology, implement underwater demolition, the bench degree of depth is controlled in 3～4 meters scopes, implement to slag tap under water, subaqueous construction utilizes pontoon and nail to climb or grab bucket and slag tap, and excavates until rock mass under water and all finishes, and implements the check of bottom and side slope.
4, construction point
(1) underwater demolition can't be demarcated its bore position, carries out with boring with the principle of surveying.
Underwater demolition adopts the vertical drilling form.Connected casing length according to actual conditions, apart from joining short floral tube near the water surface, so that rock ballast and water flow out during boring from floral tube.Begin after sleeve pipe fixes to creep into, after drilling depth reaches designing requirement, strengthen blast and promote drilling rod up and down, sediment at the bottom of the hole and hole wall are cleaned out, so that powder charge.
By the design hop count plastic detonating tube detonator and small medicine coil are processed into igniting primer, the main quick-fried cartridge bag outside is two-layer with the heavy wall plastic bag sealing, prevents that cartridge bag from being frayed easily by hole wall in the filling process.Install 30～50cm sand pocket additional on cartridge bag top, increase cartridge bag weight, to overcome buoyancy of water, cartridge bag can be rendered at the bottom of the hole smoothly, the sand pocket diameter is with the powder stick diameter.
The inside and outside elementary errors in hole is adopted in underwater demolition, realizes hole-by-hole initiation, to prevent the concussion of blasting effect building is produced harm.Design initiation net during construction as the case may be, take deposit connected mode in parallel, improve the reliability of network, guarantee the once detonation success.Adopt compound overlap joint to connect, the safety of guarantee to detonate effect and building.
(2) because the rock face big rise and fall according to measuring measured result, is suitably adjusted pitch-row, super dark and explosive payload according to design, to guarantee blasting quality.
(3) underwater demolition is slagged tap
After onepull finishes, carry out the scarfing cinder construction immediately.Dig the barge that the slag boats and ships adopt field fabrication, on barge, fixedly dig slag machinery, excavate successively, be transported to and formulate the place.
Claims (4)
1. one kind is being built up the construction technique of building stratified pumping head in the reservoir, it is characterized in that:
1., be chosen in and build up the reservoir massif place that face is steeper near water, construction rock bank or cofferdam water retaining are set on the reservoir bank slope face at this place, under nonirrigated farmland condition behind rock bank or the cofferdam, excavate water intaking vertical shaft hole to lower leaf, side slope after every layer of excavation finished is carried out necessary spray anchor and is handled, the degree of depth in this vertical shaft hole will be lower than 2～5 meters at the horizontal plane of the minimum water intaking layer of reservoir, simultaneously at the bottom of well anchor pneumatically placed concrete layer;
2., implement the reinforced concrete vertical shaft engineering: assembling reinforcement, concreting in lifts, every layer height be at 2～4 meters, all builds until the vertical shaft concrete and finish, and whole gates are installed;
3., the lock dash that falls, remove rock bank waterborne or cofferdam, water-filling before the gate;
4., be equipped with a Bubble Heavy Curtain device that vertical shaft and gate is carried out security protection during in bursting work in the outer periphery of the side near water of finishing vertical shaft;
5., implement before the vertical shaft rock mass open excavation under water: the pontoon method is adopted in subaqueous construction, implement explosion behind the location waterborne, according to geological conditions, layering is carried out the rock mass excavation by bench, guaranteeing to have become under the situation of vertical shaft gate and surrounding building safety, choose reasonable blasting parameter and millisecond time-delay technology, implement underwater demolition, the bench degree of depth is controlled in 3～4 meters scopes, implement to slag tap under water, subaqueous construction utilizes pontoon and nail to climb or grab bucket and slag tap, and excavates until rock mass under water and all finishes, and implements the check of bottom and side slope.
2. the construction technique of reservoir stratified pumping head according to claim 1 is characterized in that: the scope of excavating the vertical shaft hole is greater than 2～3 meters of water intaking side vertical shaft edge.
3. the construction technique of reservoir stratified pumping head according to claim 1 is characterized in that: also need implement bolt-spary supports at the vertical shaft sidewall.
4. the construction technique of reservoir stratified pumping head according to claim 1, it is characterized in that: described Bubble Heavy Curtain device is the bottom between and the bursting work district anterior at whole gates on the vertical shaft, be provided with a ventilation tube seat, on the tube seat body of ventilation tube seat, be provided with the equally distributed exhaust hole of at least two rows; This metal ventilation tube seat is connected with outside air compressor machine by flexible pipe, and metal ventilation tube seat end then seals.
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| CN2009101879000A CN101701465B (en) | 2009-10-16 | 2009-10-16 | Construction technological method of reservoir stratified pumping head |
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| CN2009101879000A CN101701465B (en) | 2009-10-16 | 2009-10-16 | Construction technological method of reservoir stratified pumping head |
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| CN101701465B true CN101701465B (en) | 2011-09-28 |
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| CN2009101879000A Expired - Fee Related CN101701465B (en) | 2009-10-16 | 2009-10-16 | Construction technological method of reservoir stratified pumping head |
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Families Citing this family (7)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN102392429B (en) * | 2011-09-09 | 2013-04-24 | 华北水利水电学院 | Headwork stratified water intaking method for Yellow River diversion irrigation district |
| CN102587450B (en) * | 2012-03-06 | 2013-09-18 | 西安建筑科技大学 | Pre-purification hydraulic, automatic and selective water intake device |
| CN102877504B (en) * | 2012-09-28 | 2014-01-29 | 西安建筑科技大学 | Device for actively controlling intake limit of reservoir water intake |
| CN108086403B (en) * | 2017-12-11 | 2020-09-08 | 中国能源建设集团广东省电力设计研究院有限公司 | Water intake structure |
| CN109780325B (en) * | 2018-12-17 | 2020-07-28 | 中铁广州工程局集团有限公司 | Installation method of underwater pipeline of water taking tunnel of water plant |
| CN111119277B (en) * | 2019-12-19 | 2021-06-08 | 中国华冶科工集团有限公司 | Method for connecting water intake pipeline in river by crossing cofferdam |
| CN112443329A (en) * | 2020-11-19 | 2021-03-05 | 中国水利水电第九工程局有限公司 | Open-pit mine excavation site structure capable of preventing flying stones and reducing noise and construction method |
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