CN102383442A - Water inlet pump chamber and method - Google Patents
Water inlet pump chamber and method Download PDFInfo
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- CN102383442A CN102383442A CN2011102652716A CN201110265271A CN102383442A CN 102383442 A CN102383442 A CN 102383442A CN 2011102652716 A CN2011102652716 A CN 2011102652716A CN 201110265271 A CN201110265271 A CN 201110265271A CN 102383442 A CN102383442 A CN 102383442A
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Abstract
The invention relates to the technical field of water inlet pump chambers of sewage pretreatment systems, in particular to a water inlet pump chamber and a method, which are characterized in that a main body of the water inlet pump chamber is an underground structure with a cylinder type cavity structure. The cylinder type structure is composed of a cylinder wall and a cylinder bottom, the surface side of the cylinder wall is encircled by twenty-seven underground continuous walls, five layers of inner linings are arranged on the inner side of the cylinder wall and the wall faces of the underground continuous walls in the vertical direction, and a ring of lock opening top beam is arranged at the top end of the cylinder wall. A plurality of water inlet pipelines are arranged on the right side of a fourth layer of the cylinder type cavity structure, the cavity structure in a cylinder is divided into a water inlet well area, a pump chamber area and a water outlet well area from front to rear, and a pump chamber separation wall is arranged between two adjacent areas. By means of the water inlet pump chamber and the method, the water inlet pump chamber is added in sewage treatment so as to serve as an auxiliary power to avoid backflow in the sewage treatment. The design of the four pump chambers and eight outlets can enable flow rate of sewage before flowing into follow-up steps to reach sufficient accordance.
Description
[technical field]
Patent of the present invention relates to pretreatment system for sewage water inlet pump house technical field, a kind of specifically water inlet pump house and method.
[background technology]
Along with the development of society, industrial everdeveloping cause can produce many sewage in the city, and the sewage in the city is delivered to Wastewater Treatment Plant through sewage conduct and handled and be disposed to Jiang Hai after up to standard, and general sewerage treatment flow process is following:
Sewage at first flows to through sewage conduct and carries out preliminary treatment and deposition in the thickness grille well, and then flows to and carry out aeration in the fine fack aerated grit chamber, carries out biochemical treatment through the A/A/O biological reaction pool then, step rows such as disinfection by ultraviolet light in Jiang Hai.
Yet; When the sewage after the preliminary treatment of thickness grille well was discharged in the fine fack aerated grit chamber, the mud in the thickness grid and the effect of other solids made the flow velocity of sewage inhomogeneous; Sometimes even can produce backflow; Influenced effects of pretreatment, the flow rate of fluid inequality makes the discontinuity of equipment, probably equipment is produced infringement.
[summary of the invention]
The object of the invention is exactly the deficiency that will solve prior art, in the sewage preliminary treatment, increases by one and can prevent backflow and the uneven water inlet pump house of flow velocity structure.
For realizing the water inlet pump house of a kind of relevant sewerage treatment of above-mentioned purpose design; The main body that it is characterized in that described water inlet pump house is the underground structure of drum type cavity structure; Described drum type structure was made up of the bucket wall and the bucket end, and bucket wall table side is surrounded by 27 diaphragm walls, and vertical direction is provided with five layers of inside lining on bucket wall inboard, diaphragm wall metope; Drum bucket wall top is provided with a circle fore shaft Guan Liang, and the latus rectum of this drum structure is 59.2m; The fabric width of described underground structure is 8.6m to the maximum, and a thick 800mm, the angle of adjacent diaphragm wall are 5.17 °; Highly be 42.7m to the maximum, described five layers of inside lining from top to bottom first floor height are 5m, and second layer height is 3.5m; The 3rd layer height is 4.5m; The 4th layer height is 4m, and the layer 5 height is 3.1m, and described bucket base thickness degree is 2.1m; The 4th layer of right side of described drum type cavity structure is provided with some inlet channels, and the cavity structure in the cylinder is divided into three zones from front to back: water inlet wellblock, pump house district, water outlet wellblock, establish the pump house partition wall between two zones.
The water inlet wellblock vertically is provided with 3 inlet well partition walls, and partition wall is divided into four distinct area to inlet well, and the bucket wall in four zones is provided with round water inlet, is equipped with the delivery port of two circles on the pump house partition wall in four zones.
The pump house district is made up of partition wall, pump basal plate, motor laminate, motor layer beam, pump basic unit beam; The pump house district is by being provided with five partition walls; Partition wall is divided into four independently pump houses with pump house; Pump house is provided with pump basic unit beam, pump basal plate, motor layer beam, motor laminate from the bottom to top, is equipped with two circular delivery ports on the motor laminate of each pump house, and eight circular delivery ports on the corresponding motor laminate of partition wall upper top between pump house zone and the wet well zone are provided with eight circular delivery ports.
Bottom is provided with crisscross wet well partition wall in the water outlet wellblock; Be provided with the water outlet borehole wall in the middle level of wet well; The water outlet borehole wall becomes the wet well of ' worker ' font with bucket wall, intake pump atrial septum circummure, described ' worker ' font wet well top is provided with the wet well cover plate, and cover plate is provided with strip-type hole.
The material-structure of described all parts of water inlet pump house is reinforced concrete structure.
A kind of method of the pump house of intaking, this method of its characteristic may further comprise the steps order and carry out: early-stage preparations → measurements unwrapping wire → lead wall makings → diaphragm wall makings → precipitation well construction → first time excavation of foundation pit → diaphragm wall pile crown cuts → is preced with beam pad layer making → vertical five layers of inside lining structure against the suitable work → top board making of way → internal construction.
The concrete steps of described measurement unwrapping wire are: before the cushion construction, measurement and positioning is simultaneously around open caisson; And outside the construction infection scope, arrange coordinate control point and temporary bench mark, control point in the work progress is protected, and made regular check on and repetition measurement; Gantry stake is set around open caisson; And mark with pulverized limestone, well central axis, foundation ditch outline line, as the foundation of open caisson manufacture with the location that sinks.
The described wall of leading divides 69 sections, two limit symmetries " 7 " font, straight wall degree of depth 1.5m, horizontal width 1.2m; Width and thickness is 0.1m; The monolithic reinforced concrete structure of
type of employing, 840 millimeters of spacings, thick 200 millimeters of rib; High 1500 millimeters; The concrete label is C20, leads the wall symmetry and builds, and intensity reaches 70% back form removal.The two road round logs supports up and down of 10cm diameter are set after the dismounting, and are leading wall end face laying safety net sheet.
Described precipitation well comprises: defeated dry-well, observation well, reduce the following 0.5m of water level to cutting depth in the foundation ditch, and the soil body is loose when guaranteeing to excavate.
The making concrete steps of described diaphragm wall are following:
A, grooving:
A, mechanical checkout, the main rope of groover must overlap with the center of groove section, with the verticality of transit bidirectional monitoring wire rope, guide rod, surveys the wall appearance with ultrasonic wave behind the intact groove and detects, and guarantees grooving verticality≤1/300;
B, excavation during three limit construction of diaphragm wall, are grabbed soil at both sides earlier, after grab the center soil body, excavate so repeatedly till design bottom land absolute altitude; During the both sides construction of diaphragm wall, then adopt to replace mutual lap joint process and directly scrape out the groove construction; During grooving, constantly in groove, inject fresh mud, keep the mud face, exceed groundwater table 0.5m leading the following 0.2m of wall end face;
Slurry is changed at c, the clear end, and the Dg100 air lift is adopted at the clear end, is suspended in midair into groove by crane; Air compressor is carried compressed air, absorbs the soil quarrel mud that is deposited on trench bottom to inhale the slurry crossover-circulating type method, and the clear end is when beginning; Crane suspention air lift is gone into groove, is trying suction from bottom land 1～2m place earlier, and dredging tube will be from the superficial to the deep; The horn mouth of air lift is moved up and down from about bottom land 0.5m place in groove section length range, absorb trench bottom soil slag mud.When air lift moves back and forth no longer sucking-off soil slag at trench bottom, when surveying the heavy quarrel of bottom land thickness, can stop to move air lift less than 10cm, carry out next process;
B, fore shaft union are put into:
A, fore shaft pipe construction, the hanging of fore shaft pipe pull out and adopt the lifting of 100t crawler crane, 100t crawler crane and 100t hydraulic lifting machine liftings of working in coordination, fore shaft pipe should be close to vertical, slow the sinking of groove end aligned position to put, must not collide cell wall and go into groove by force.The fore shaft pipe sinks to bottom land 300～500mm, and the timber wedge jam-pack is used in fore shaft pipe and the space of leading between wall, at last with the fore shaft pipe back of the body and do not excavate between the soil body interspace and fill up with coarse sand and small crushed stone, prevents that concrete from walking around the fore shaft pipe;
B, when fluid concrete, do on-the-spot test specimen initial set test; The diaphragm wall concrete begins perfusion back 2～3 hours and cooperates on the hydraulic lifting machine with loop wheel machine and carry the fore shaft pipe one time, carries 0.2-0.3m on for the first time, puts down at once; Later every interval was carried once on 30 minutes; Improve 0.05-0.1m and put down again, so back and forth carry out, after final set, all extract.After the fore shaft pipe is extracted groove, clean up, be placed on the smooth ground;
C, reinforcing cage are made and are hung in:
A, with reinforcing cage will be on the steelframe platform of planeness≤5mm fabrication and processing.Make the reinforcing bar processing platform of planar dimension a 9.0 * 36.0m of place at the scene, the long 35.361m of diaphragm wall 800 thick reinforcing cages, wide 5.67～8.5m, weight limit reaching about 42 tons; For guaranteeing reinforcing cage crudy and globality, with adopting full wafer to make the scheme of lifting.Reinforcing cage master muscle is made joint, and same cross section joint area can not surpass 50%.Protective layer used 150 * 400 * 5mm steel plate of reinforcing cage, every 3～4 row, one of 4m pitch arrangement is welded in the reinforcing cage and on the main muscle in the outside vertical, horizontal truss is set in cage; The reinforcing cage on two limits is provided with 4 Pin longitudiual truss, and the reinforcing cage on three limits is provided with 6 Pin, and transverse truss is arranged on the position between suspension centre and suspension centre and the suspension centre, does support with No. 8 channel-section steels, per 4 meters one.Reinforcing bar intersection point around the reinforcing cage around intersection point, all girder rib intersection points and all suspension centres of twice reinforcing bar all needs whole spot welding, and remaining can adopt 50% intersection spot welding.After the reinforcing cage moulding, the galvanized wire that interim colligation is used needs complete removal;
B, reinforcing cage bar splice are less than whole employing flash butt weldings of Φ 32, and the reinforcing bar of Φ 32 adopts the straight thread connector to connect;
C, tremie is set inserts passage, dead size must not be less than pipe joint external diameter 10cm in the passage, and catheter directed reinforcing bar must firm welding, and lap-joint should seamlessly transit;
D, employing round steel are made the reinforcing cage suspension ring, and firm welding is all wanted on each limit (intersection point) that vertical (laterally) reinforcing bar of suspension ring member and reinforcing cage intersects;
E, reinforcing cage adopt 150t crawler crane and 100t crawler belt two-shipper to cooperate the full wafer lifting.Divide major-minor hook, two shoulder pole, 10 suspension centres evenly after the stressed parallel lifting, the tension main hook loosens auxiliary hook, make reinforcing cage aloft slowly upset vertically vertically transfer again and get in the groove;
When f, making reinforcing cage, select the benchmark of two studs of main couple, perform mark as absolute altitude control; That measures the main couple position before the descending reinforcing cage leads wall end face absolute altitude, and fixedly reinforcing cage is in the joint hinge on the welded reinforcement cage of being located at of leading on the wall, puts in place under the reinforcing cage afterwards to pass joint hinge with channel-section steel or " I " word steel and reinforcing cage is suspended to leads on the wall;
G, diaphragm wall concrete design strength are C30, impervious grade S8.The perfusion concrete all adopts Commercial Concrete, and the per car concrete of each groove section is all wanted field sampling, makes slump consistancy test; The conduit used of perfusion concrete is selected the steel pipe of diameter of phi 200mm, conduit wall thickness 3mm, the long joint of 2.5m for use according to rate of flooding and concrete amount; Foot one joint length is 3m, adopts inside and outside mantle fiber joint, and the water proof device of concrete perfusion adopts iron water proof bolt and water proof ball; Hopper is done coning or square taper, and one time capacity is not less than 2.5m
3
H, clear groove finish, and in 4h, begin to pour into concrete before the concrete spouting, carry out test running before the perfusion; Conduit carries out hydraulic pressure test; The heavy quarrel of repetition measurement thickness during perfusion, advances the water proof bulb stopper in the concrete conduit before the perfusion; The water surface will be closed in the position that the water proof bolt is placed, and the conduit bottom is to the distance 0.3～0.5m of bottom land.Opening to irritate must have in the preceding storage bin hopper is enough to the disposable concrete storage capacity V>=3.6m that imbeds the above degree of depth of 0.5m in the underwater concrete in the bottom of conduit
3The rate of climb of concrete spouting must not be less than 2m/h, and each catheter perfusion intermittent time of each unit groove section must not surpass 30min, continous pouring; Along with concrete rising, promote and the dismounting conduit, the conduit bottom is imbedded and is kept 1.5～3.0m below the concrete surface; Avoid bumping the extension reinforcing cage when promoting conduit, every 30min measures a conduit buried depth and manages outer concrete surface height, and definite conduit is imbedded the degree of depth in the concrete and torn pipe quantity open; When in a groove section, using two catheter perfusions simultaneously, its spacing is not more than 3m, and conduit is not more than 1.5m apart from groove section termination; Groove inner concrete face is balanced to rise, and the discrepancy in elevation of the concrete surface at each conduit place should not be greater than 0.5m, and concrete builds that concrete face elevation is higher than designing requirement 0.3～0.5m when finishing; After treating that cutter removes the 0.5 meter high concrete in laitance and wall top, during the perfusion operation, if conduit leaks, sneak into mud in obstruction or the conduit; Stop immediately to irritate and handle, during the perfusion concrete, the recovery mud in the groove section is all drawn back mud pit; Through deposition with after handling, satisfactory continuation is used, undesirable calcellation;
I, pull the fore shaft pipe, the lifting of fore shaft pipe, in place after; The hydraulic ceiling coil machine is installed, concrete open water after 4 hours or concrete surface when rising to 15 meters left and right sides, startup hydraulic ceiling coil machine pushes the fore shaft pipe; Keep the fore shaft pin to break away from the bottom land soil body that inserts, begin to pull the time of fore shaft pipe, it is foundation that the concrete test block of doing during with the beginning placing of concrete reaches the time that the final set state experienced; In pulling fore shaft pipe process; The fore shaft pipe is pulled by the hydraulic ceiling coil machine, crawler crane work compound, segmentation dismounting.
It is following that described five layers of inside lining structure contrary done concrete steps:
A, foundation ditch are cut the earth, and soil excavation adopts excavator, high-front shovel coordinative construction,
Cut the earth absolute altitude for the first time from 4.4m to-0.6m, and shoveling 5.0m builds collar tie beam, lining cutting, semi girder etc., absolute altitude-0.60m at the bottom of the lining cutting;
Treat that for the first time concreting intensity reaches 100%, carry out cutting the earth second time absolute altitude from-0.6m extremely-4.0m, shoveling 3.5m waters the high 3.5m of building lining;
Treat that for the second time concreting intensity reaches 70%, the absolute altitude of cutting the earth for the third time is from-4.0m to-8.5m, and shoveling 4.5m waters the high 4.5m of building lining;
Treat that for the third time concreting intensity reaches 70%, the four shoveling absolute altitude from-8.5m to-12.5m, shoveling 4.0m waters the high 4.0m of building lining;
The 4th concreting intensity reaches 100%, the five shoveling absolute altitude from-12.5m to-15.7m, shoveling 3.4m, inside lining 1.0m, base plate 2.1m, 0.1m bed course
B, the contrary step of doing of inside lining:
A, scaffold building, dismounting: each cutting depth is not more than 6.0m, sets up scaffold;
B, constuction joint cut: inspection diaphragm wall seam crossing seepage whether before the lining construction, if having, leak stopping does not in time then cut reservation joint bar in the diaphragm wall and pulls out the spreading fixation side and touch support system; The reservation joint bar and the base plate levels at base plate place are welded to reinforcing bar; The inside lining concrete is built, and from 4.7m to-15.40m, is divided into five times, and concrete is from top to bottom contrary builds, and one deck is built with base plate at last, and hoop does not stay constuction joint;
C, water-swellable sealing rod are installed: with diaphragm wall inner surface cutter hair, the close-over film that made last time must cut totally, and at the fetal membrane soffit that cuts the top water-swellable sealing rod of 30*30mm is installed.
D, template construct, installation: pump house liner structure bed die is made outer low and inner high plagiohedral, and bed die adopts sand mo(u)ld, and the following 0.8m of absolute altitude at the bottom of the design liner concrete fetches earth in the foundation ditch; Sand cushion is selected medium coarse sand for use, and back-up sand is tamped to concrete cast end absolute altitude in mould, and end face lays out one 15 ° inclined-plane, and the constuction joint during as next pour concrete is smeared the thick mortar of one deck 3cm and coated release agent as the bottom template at the sand cushion end face; Side form adopts high-intensity 1220 * 2440 bamboo glue pattern plates, φ 14 reinforcing bar split bolts, spacing 600 * 600mm; The split bolt medial extremity welds with pulling finger diaphragm wall embedded bar, and outboard end is used for fixing the support that side is touched system.Form joint is a flush joint, pastes in case leak-stopping is starched with sealant tape paper between template and the template, and the high angle of 500mm is stayed in the side, and concrete flows in the template from angle.
E, reinforced bar engineering: reinforcing bar is carried out routine processing, installs;
F, concrete work: during concreting, adopt two automotive pump symmetries to build, the height of at every turn building is at 0.5～0.7m, build completion at every turn after, in time vibrate, built back maintenance in time.
The present invention compares with prior art; In sewerage treatment, increased the backflow phenomenon that the pump house of intaking can prevent sewerage treatment as auxiliary power; The design that is separated into 4 pump houses, 8 outlets makes the flow velocity of sewage before flowing into subsequent step can reach sufficient unanimity; Make follow-up sewerage treatment can reach good effect, the partition wall design of wet well can be as the auxiliary equipment of disposing of sewage.
[description of drawings]
Fig. 1 is a structural representation of the present invention;
Fig. 2 is an inside lining vertical view of the present invention;
Fig. 3 is the cross-sectional view of inside lining diaphragm wall of the present invention;
Fig. 4 is the relevant parameter chart that the excavation of foundation pit degree of depth and bracing of foundation pit influence soil layer in the depth bounds
Fig. 5 is the unit area frictional resistance f value graph of a relation of the borehole wall of the present invention and soil;
Fig. 6 is the ultimate bearing capacity R of foundation soil of the present invention
jGraph of a relation;
Fig. 7 is ground-connecting-wall construction process figure of the present invention;
Fig. 8 is an inside lining template scheme of installation of the present invention;
Fig. 9 is the local A enlarged drawing of Fig. 8;
Among the figure 1, stupefied 8, the horizontal double master of sealing rod 2, inside lining 3, diaphragm wall 4, close-over film 5, operating platform 6, split bolt 7, vertical time is stupefied 9, window vibrates.
[specific embodiment]
In conjunction with accompanying drawing the present invention is further specified, the manufacturing technology of this device is very clearly concerning this professional people.
Water inlet pump house constructure scheme:
1, basis of compilation
" Code for engineering surveying " (GB 50026-2007)
" building deformation measurement standard " (JGJ 8-2007)
" code for construction and acceptance of constructional structures of water supply and sewerage " (GBJ 141-90)
" loading code for design of building structures " (GB 50007-2002)
" Code for design of concrete structures " (GB 50010-2002)
" Code for design of building " (GB 50007-2002)
" Water and Waste Water Engineering reinforced concrete open caisson structure design rules " (CECS 137:2002)
2, engineering general introduction
2.1, water inlet pump house process acts:
The water inlet pump house is with the sewage that flows out from coarse rack, rises to certain high water level through high-pressure pump, and the structure of the sewerage treatment of head pressure are provided for the sewerage treatment of fine fack, sedimentation basin, aeration tank.Its deposition, digestion, biochemical treatment that act as sewage provides head pressure.
2.2, water inlet pump house structure in general:
(1), the water inlet pump house is drum type, comprise do not have in braced cuts system, internal mechanism.The system of going along with sb. to guard him comprises: ground-connecting-wall, inside lining, fore shaft Guan Liang.Ground-connecting-wall be divided into 69 limit shapes totally 27 width of cloth surround circle, internal diameter 60.7m; Fabric width, the degree of depth do not wait, and the maximum 8.6m of fabric width, degree reaches 42.7m, a thick 800mm the most deeply, and every limit angle is 5.17 to spend; Inside lining is circular inboard at ground-connecting-wall, internal diameter 59.2m, and degree of depth 20.1m divides five making; Fore shaft Guan Liang is at ground-connecting-wall, inside lining top, internal diameter 59.2m, and design section size: 3.75m*2.5m, the vertical view of inside lining is as shown in Figure 2, and the cross-sectional view of inside lining and diaphragm wall is as shown in Figure 3.
2.3, geology soil layer overview:
1. this engineering water inlet pump house relates to soil layer has 1,1. 3,2. 3,3., 4. reaches 5. 1 layer.
1,1.
1Layer is filled soil, and filler is uneven, and planning to build the place is main with plain fill, contains building wastes such as rubble, fragment of brick, and this layer soil property is loose, and be structural poor, should give removing.
2,1.
3Layer dredger fill planned to build the place widespread distribution, is main with mucky soil and slity soil, and soil property is relatively poor, and is loosely organized, owes fixed, and it is unfavorable that open caisson is steadily sunk.
3,2.
3Layer grey matter sandy silt, buried depth and thickness slightly change, and are close slightly state; Thickness 2.5～7.5m, this layer soil property is better, and intensity is bigger; Note and under the flowing pressure effect of certain head, be prone to produce the quicksand phenomenon when excavation discloses if adopt the drainage construction.
4, a 3. 4. layer grey silt clay and 5. of layer grey mud matter silty clay, the
1Layer clay is weak soil, and soil property is relatively poor, and intensity is low, and permeability is low, and water content is high, compactibility is high, highly sensitive, tool thixotropy and rheological characteristic, and the frictional resistance of soil is very little.
5, according to water inlet pump house buried depth, the end, will place the 4. layer grey silt clay, the 4. layer and 5.
1Layer soil property is relatively poor, and intensity is low, and compactibility is high, highly sensitive, and suggestion is carried out consolidation process to the soil body in the certain depth scope under the water inlet pump house base plate.What the excavation of foundation pit degree of depth and bracing of foundation pit influenced soil layer in the depth bounds has related parameter as shown in Figure 4, and the unit area frictional resistance f value of the borehole wall and soil is as shown in Figure 5, the ultimate bearing capacity R of foundation soil
jAs shown in Figure 6.
2.4, the underground water overview:
Plan to build place underground water and be made up of artesian water, little artesian water in the diving in the superficial part soil layer, the deep flour sand property soil property, the groundwater recharge source is mainly Atmospheric precipitation and surface flow.
1, diving: (elevation 4.03～2.54m) receives factor affecting such as morning and evening tides, amount of precipitation, season, weather and changes to record the underground latent water buried depth and be 0.6～2.9m.Bury of groundwater is got 0.5m, and the low water stage buried depth is got 1.5m.
2, artesian water, little artesian water: 5. place artesian water, little artesian water mainly contain
32Layer little artesian water and 8.
22, 9. layer artesian water formed, artesian water, little artesian water water level generally are lower than phreatic table, year is cyclically-varying, buried depth 3.0～11.0m.8.
22, 9. the layer the layer top buried depth 60m, its artesian water does not have influence to this engineering.5.
32The about 7.6m of layer its head buried depth of little artesian water.
3, construction technology process:
Construction process: early-stage preparations → measurement unwrapping wire → lead wall making → ground-connecting-wall making → precipitation well construction → first time excavation of foundation pit → ground-connecting-wall pile crown cuts → is preced with beam pad layer making → scaffold building → Guan Liang; First segment inside lining reinforcement installation; The concreting of template installation → first segment; Maintenance → template; The scaffold excavation of foundation pit dismounting → second time (treating that the first segment concrete reaches design strength) → ground-connecting-wall medial surface cuts → scaffold building; The second joint inside lining reinforcement installation; Template is installed → the second joint inside lining concreting; Maintenance → template; Scaffold dismounting → the three joint soil excavation → ... → the five time excavation → ground-connecting-wall cuts → base plate bed course making → base plate reinforcement installation; Installation → the concreting of inside lining template; Maintenance → internal construction is made along work → top board.
5, special constructure scheme
5.1, measure unwrapping wire
Before the cushion construction, the reference point measurement and positioning that provides according to design drawing coordinate and Party A is simultaneously around open caisson; And outside the construction infection scope, arrange coordinate control point and temporary bench mark; The control point precision of setting up be ± 1mm, and fills in to measure and check list, approved with managing by the Party A; The control point is protected in the work progress, and makes regular check on and repetition measurement.Around open caisson, gantry stake is set, and marks with pulverized limestone.Well central axis, foundation ditch outline line are as the foundation of open caisson manufacture with the location that sinks.
5.2, the dewatering construction scheme
The precipitation well comprises: defeated dry-well, observation well, reduce the following 0.5m of water level to cutting depth in the foundation ditch, and the soil body is loose when guaranteeing to excavate.
5.2, excavation of foundation pit
Foundation ditch divides excavation five times, and each cutting depth is in strict accordance with the design degree of depth construction of telling somebody what one's real intentions are, each symmetry, evenly, stage excavation.
Excavation of foundation pit adopts machinery to cut the earth; Manual amendment in case of necessity combines; The strict control absolute altitude of cutting the earth, machinery is cut the earth and is adopted the backhoe hydraulic actuated excavator, adopts manual work to repair slope, flat when being excavated at the bottom of the base plate absolute altitude 30cm left and right sides; Prevent disturbance base soil layer, sandy soil backfill, leveling compacting are thoroughly removed and adopted in the end, hole like mud or soft soil property.Dig out the earthwork and in time transport, must not be stacked in the limit, hole.Reduce foundation ditch open-assembly time during construction as far as possible.
5.3, the ground-connecting-wall production program
The ground-connecting-wall construction process is as shown in Figure 7.
5.3.1, lead the wall production program
Lead wall and divide 69 sections, two limit symmetries " 7 " font, straight wall degree of depth 1.5m, horizontal width 1.2m, width and thickness is 0.1m.Before continuous wall trench underground, should build by laying bricks or stones and lead wall.Lead wall and make the design axis that will directly have influence on diaphragm wall because of the quality of its fabricating quality, it is grooving equipment to be led, store mud stablize liquid level, safeguard the top soil stabilization, prevent the important measures that the soil body collapses.
Behind the axis location of diaphragm wall, adopt backacter tool excavation groove, segmentation is provided with gantry stake along the subterranean wall axis on groove then, and it is linear with accurately to recover the subterranean wall axis.Cooperated by manual work then and repair the slope, upright subsequently guide wall form board is placed reinforced mesh (Φ 12200 is two-way) in the template.
This engineering is led wall and is adopted the monolithic reinforced concrete structure of
type; 840 millimeters of spacings; Thick 200 millimeters of rib; High 1500 millimeters, the concrete label is C20.For corner groove section, in conjunction with the width that opens of grab bucket, for excavating the earthwork of cross-point region fully, so need on the basis of satisfying groover grab bucket size, to increase certain length.
Lead wall and want symmetry to build, intensity reaches 70% rear collapsible die.The two road round logs supports up and down of 10cm diameter are set after the dismounting, and, ensure construction safety leading wall end face laying safety net sheet.
5.3.2, the mud scheme:
1, mud preparation:
System is mixed new slurry and is adopted a horizontal blade mixer, a slurrying amount 1m
3, mixing time is 8min, per tour production capacity is 60m
3New slurry, new slurry system are mixed feeding sequence and are seen that system mixes the mud feeding sequence.Material: swell soil adopts the commodity swell soil; Hydromining is used tap water; Dispersing agent adopts soda ash (Na
2CO
3); Tackifier adopt CMC (high viscosity, Powdered); Heavy weight additive adopts 200 order blanc fixes; Leak preventive adopts paper pulp fiber.Performance indications: mud property index and match ratio design reach the mud quality control index by fresh mud match ratio execution and requirement.The mud preparation process sees mud for details and prepares technology.
2, mud production and circulation:
The mud circulation mode: direct circulation is adopted in pick during groove, adopts anti-circulation during clear groove.The mud that cements out in the treatment trough section adopts a SZ2 type vibrosieve, and sieve is divided into two sections, epimere 10 orders, hypomere 20 orders.Cyclone and ash pit, a reflux pump, a suction pump etc.
3, mud quality control:
Mud will carry out isolation of purified to mud after using a circulation.Mud after the purification must be to the test of performance indications such as mudcake thickness, pH value and viscosity, so that confirm in purifying mud, to replenish the consumption of swell soil, soda ash and CMC.Circulation separates should follow the order in the mud quality control programme diagram (Fig. 3-6).For guaranteeing construction quality, circulating mud is blended together use with fresh mud as far as possible.
5.3.3, ground-connecting-wall grooving scheme:
Diaphragm wall adopts hydraulic grooving machine directly to scrape out the groove construction under the intake pump premises, and temporarily depositing in the heatable adobe sleeping platform in the field left in the earthwork of excavating out concentratedly, in time is transported to the spoil ground of appointment with automobile.
1, mechanical checkout:
Before the grooving construction, the position that should proofread and correct groover earlier, the main rope of groover must overlap with the center of groove section.Groover when driving, must accomplish steady, accurate, put down gently, carry slowly, and with the verticality of transit bidirectional monitoring wire rope, guide rod.Detect with ultrasonic wave survey wall appearance after having dug groove, guarantee grooving verticality≤l/300.
2, digging mode:
Press the groove section and divide the framing construction, adopt three (two) to grab into the grooving of channel process excavation, promptly during three limit construction of diaphragm wall, grab soil at both sides earlier, after grab the center soil body, excavate so repeatedly till design bottom land absolute altitude; During the both sides construction of diaphragm wall, then adopt to replace mutual lap joint process and directly scrape out the groove construction.
3, excavation:
During grooving, constantly in groove, inject fresh mud, keep the mud face, exceed groundwater table 0.5m leading the following 0.2m of wall end face.The special-shaped groove section in corner is strict with regulation pattern excavation, in case unusual circumstance stops construction immediately during the grooving construction, after analyzing reason and taking corresponding measure, row continues construction again.When the rainy day groundwater table rises, in time strengthen mud balance and viscosity, rainfall suspends grooving when big, and the capping notch.In the grooving work progress,, whether find out immediately because due to underground water flows into or mud flows away with underground water, and take corresponding measure to correct, to guarantee that grooving continues normally to carry out if find in the groove that the mud liquid level reduces or densely cross thinningly.
4, slurry is changed at the clear end:
The groove section be excavated to design elevation and qualified on inspection after, can carry out that slurry work is changed at the end clearly.The clear end of displacement method, are adopted at the clear end, after the bottom land sediment is directly excavated in grab bucket, carry out, for further removing the tiny native slag that grab bucket fails to excavate.The Dgl00 air lift is adopted at the clear end, is suspended in midair into groove by crane, and air compressor is carried compressed air, absorbs the soil quarrel mud that is deposited on trench bottom to inhale the slurry crossover-circulating type method.
Crane suspention air lift is gone into groove when beginning at the clear end, and the suction pipe that hangs air lift can not be put into the bottom land degree of depth quickly, is trying suction from bottom land 1～2m place earlier, and the intake that prevents dredging tube falls in native slag and stops up dredging tube.Dredging tube will from the superficial to the deep move up and down the horn mouth of air lift from about bottom land 0.5m place in groove section length range, absorb trench bottom soil slag mud.When air lift moves back and forth no longer sucking-off soil slag at trench bottom, when surveying the heavy quarrel of bottom land thickness, can stop to move air lift less than 10cm, carry out next process.
Change slurry and after clear end operation, carrying out, change in the slurry overall process at the clear end, control the balance of inhaling the slurry amount and mending the slurry amount well, it is outer or let the slurry face be lower than to lead wall end face 50cm to let mud overflow groove.In changing the slurry process, mud is carried out inspection by sampling, after the mud sampling of each degree of depth of mud in the groove all meets each item set quota, can stop to change slurry.
5.3.4, continuous wall connector construction
1, fore shaft pipe construction technological process:
The hanging of fore shaft pipe pulled out and adopted the lifting of 100t crawler crane, 100t crawler crane and the 100t hydraulic lifting machine lifting of working in coordination.
2, fore shaft pipe construction method:
After groove section excavation, clear groove are accomplished, hang the fore shaft pipe, the fore shaft pipe should be close to vertical, slow heavy the putting of groove end aligned position, must not collide cell wall and go into groove by force.The fore shaft pipe sinks to bottom land 300～500mm, and the timber wedge jam-pack is used in fore shaft pipe and the space of leading between wall, at last with the fore shaft pipe back of the body and do not excavate between the soil body interspace and fill up with coarse sand and small crushed stone, prevents that concrete from walking around the fore shaft pipe.Construction to next width of cloth diaphragm wall causes very big obstacle.
The diaphragm wall concrete begins perfusion back 2～3 hours and cooperates on the hydraulic lifting machine with loop wheel machine and carry the fore shaft pipe one time, carries 0.2-0.3m on for the first time, puts down at once; Later every interval was carried once on 30 minutes; Improve 0.05-0.1m and put down again, so back and forth carry out, after final set, all extract.After the fore shaft pipe is extracted groove, clean up, be placed on the smooth ground.Work the time of pulling out for grasping the fore shaft pipe exactly, the initial set situation of this groove cement that section concrete adopts is in time grasped in the building site before construction, and when fluid concrete, does on-the-spot test specimen initial set test.
5.3.5, the reinforcing cage production program:
1, reinforcing cage is made podium design:
Because special technology and the required precision of diaphragm wall, reinforcing cage is made precision must satisfy design and construction requirement, therefore with reinforcing cage will be on the steelframe platform of planeness≤5mm fabrication and processing.Make the reinforcing bar processing platform of planar dimension a 9.0 * 36.0m of place at the scene.
2, reinforcing cage processing:
The long 35.361m of diaphragm wall 800 thick reinforcing cages, wide 5.67～8.5m, weight limit reaching about 42 tons; For guaranteeing reinforcing cage crudy and globality, with adopting full wafer to make the scheme of lifting.Reinforcing cage master muscle is made joint, and same cross section joint area can not surpass 50%.Protective layer used 150 * 400 * 5mm steel plate of reinforcing cage, every 3～4 row, one of 4m pitch arrangement is welded on the main muscle in the interior outside of reinforcing cage.Indeformable during for the assurance lifting, reinforcing cage will have certain rigidity, and the vertical, horizontal truss is set in cage; The reinforcing cage on two limits is provided with 4 Pin longitudiual truss, and the reinforcing cage on three limits is provided with 6 Pin, and transverse truss is arranged on the position between suspension centre and suspension centre and the suspension centre, does support with No. 8 channel-section steels, per 4 meters one.Reinforcing bar intersection point around the reinforcing cage around intersection point, all girder rib intersection points and all suspension centres of twice reinforcing bar all needs whole spot welding, and remaining can adopt 50% intersection spot welding.After the reinforcing cage moulding, the galvanized wire that interim colligation is used needs complete removal, hinders cell wall in order to avoid hang during groove down.
3, reinforcing cage welding:
The reinforcing cage bar splice is less than whole employing flash butt weldings of Φ 32; The reinforcing bar of Φ 32 adopts the straight thread connector to connect; Bar splice is carried out test weld by regulation before welding, test weld stretch bending test specimen formally carries out the steel bar butt welding construction again after pass the test; And the welding situation to finished product is carried out sampling test in work progress, and the qualified rear of manufacture test can be used for construction and produces.
4, tremie passage:
By plan tremie is set and inserts passage, dead size must not be less than pipe joint external diameter 10cm in the passage, the necessary firm welding of catheter directed reinforcing bar, and lap-joint should seamlessly transit, and prevents to produce the overlap joint step and blocks conduit.
5, suspension centre setting:
In order to guarantee reinforcing bar cage hoisting safety; Definite safety with suspension ring reinforcing bar, suspender etc. to hoisting point position designs and checking computations; Adopt round steel to make the reinforcing cage suspension ring, firm welding is all wanted on each limit (intersection point) that vertical (laterally) reinforcing bar of suspension ring member and reinforcing cage intersects.Fusion length needs the compliant requirement.
6, reinforcing cage is checked and accepted:
The reinforcing cage finished product must be filled in " subsurface work acceptance report " earlier through " three inspections " again before lifting, submit a report asking for the supervising engineer and check and accept visa, otherwise can not carry out lifting operation.Reinforcing cage is made precision should meet the regulation that reinforcing cage is made the allowable variation value.
5.3.6, the reinforcing bar cage hoisting scheme:
1, lifting:
Reinforcing cage adopts 150t crawler crane and 100t crawler belt two-shipper to cooperate the full wafer lifting.Divide major-minor hook, two shoulder pole, 10 suspension centres evenly after the stressed parallel lifting, the tension main hook loosens auxiliary hook, make reinforcing cage aloft slowly upset vertically vertically transfer again and get in the groove.
During reinforcement cage hoisting, suspension centre layout and lifting method cause the reinforcing cage distortion in the time of will preventing to lift by crane.The reinforcing cage lower end is dragged on the ground draw, in case cause lower end bar bending distortion.For preventing to swing after reinforcing cage from slinging aloft, should fasten in the reinforcing cage lower end and drag messenger with human control.
When inserting reinforcing cage, the most important thing is to make reinforcing cage aligned units groove section, vertically and accurately in the insertion groove.When reinforcing cage got in the groove, the cage center must alignment slot section center, descends slowly then, must be noted that not essential factor boom swing or other influences this moment and made reinforcing cage produce teeter, caused cell wall to cave in.
2, reinforcing cage is gone into groove:
When making reinforcing cage, select the benchmark of two studs of main couple, perform mark as absolute altitude control; That measures the main couple position before the descending reinforcing cage leads wall end face absolute altitude; Calculates fixedly reinforcing cage in the joint hinge on the welded reinforcement cage of being located at of leading on the wall according to absolute altitude relation, put in place under the reinforcing cage afterwards and to pass joint hinge with channel-section steel or " I " word steel and reinforcing cage is suspended to leads on the wall.The technician guarantees that according to the list of confiding a technological secret under the actual conditions reinforcing cage and built-in fitting are positioned at the design of groove section and go up absolute altitude before the following cage.
5.3.7, diaphragm wall underwater concrete pouring scheme
The diaphragm wall concrete design strength is C30, impervious grade S8.The perfusion concrete all adopts Commercial Concrete, and the per car concrete of each groove section is all wanted field sampling, makes slump consistancy test, finds defectively, returns producer immediately.The conduit used of perfusion concrete is selected the steel pipe of diameter of phi 200mm for use according to rate of flooding and concrete amount, conduit wall thickness 3mm, and the long joint of 2.5m, foot one joint length is 3m, adopts inside and outside mantle fiber joint.The water proof device of concrete perfusion adopts iron water proof bolt and water proof ball.Hopper is done coning or square taper, and one time capacity is not less than 2.5m
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1, concrete spouting:
Clear groove finishes, and before the concrete spouting, mud must meet the requirement of mud quality control index table (table 3), and in 4h, begins to pour into concrete.Can carry out smoothly for the perfusion that guarantees underwater concrete, draft the perfusion scheme before the perfusion, main facility leave subsequent use, carry out test running before the perfusion, and conduit must carry out hydraulic pressure test.The heavy quarrel of repetition measurement thickness is handled hidden project inspection before the perfusion, the perfusion in time of qualified back, and its intermittent time should not surpass 4h.When beginning to pour into, the water proof bulb stopper is advanced in the concrete conduit, the water surface will be closed in the position that the water proof bolt is placed, and the conduit bottom is to the distance 0.3～0.5m of bottom land.Opening to irritate must have in the preceding storage bin hopper is enough to the disposable concrete storage capacity V >=3.6m3 that imbeds the above degree of depth of 0.5m in the underwater concrete in the bottom of conduit.The rate of climb of concrete spouting must not be less than 2m/h, and each catheter perfusion intermittent time of each unit groove section must not surpass 30min, and the perfusion continous pouring must not interrupt.Along with concrete rising, promote in good time and dismantle conduit, the general 1.5～3.0m of maintenance below the concrete surface is imbedded in the conduit bottom, forbids the conduit bottom is proposed concrete surface.Avoid bumping the extension reinforcing cage when promoting conduit.If the every 30min of special messenger measures a conduit buried depth and manages outer concrete surface height, judge two conduits discrepancy in elevation (being less than 0.5 meter) of concrete face on every side with this, and definite conduit is imbedded the degree of depth in the concrete and is torn pipe quantity open.When in a groove section, using two catheter perfusions simultaneously; Its spacing is not more than 3m, and conduit should not be greater than 1.5m apart from groove section termination, and groove inner concrete face is balanced to rise; The discrepancy in elevation of the concrete surface at each conduit place should not be greater than 0.5m; Concrete builds that concrete face elevation is higher than designing requirement 0.3～0.5m when finishing, treat that cutter removes 0.5 meter high concrete of laitance and wall top after, the quality of concrete in its designing requirement absolute altitude can be met design requirement.In perfusion during operation,, stop immediately to irritate and handle, and carry out record if find that conduit leaks, sneak into mud in obstruction or the conduit.During the perfusion concrete, the recovery mud in the groove section is all drawn back mud pit, and through deposition with after handling, satisfactory continuation is used, undesirable calcellation.
2, pull the fore shaft pipe:
Behind the fore shaft pipe hoisted in position, the hydraulic ceiling coil machine is installed immediately.Resistance when beginning to pull in order to reduce the fore shaft pipe; Concrete open water after 4 hours or concrete surface when rising to 15 meters left and right sides; Start the hydraulic ceiling coil machine and push the fore shaft pipe; But be only limited to the loosening of fore shaft pipe, must not make the fore shaft pin break away from the bottom land soil body that inserts, do not cave in case the pin place reaches the concrete of final set state as yet.
Begin to pull the time of fore shaft pipe; It is foundation that the concrete test block of doing during placing of concrete with beginning reaches the time that the final set state experienced; As do not do test block; Begin to pull the fore shaft pipe at beginning placing of concrete after 6 hours, cross retarding water reducer, begin to pull the fore shaft pipe time also need postpone like the commercial concrete admixture.
In pulling fore shaft pipe process, according to on-site concrete pouring record sheet, calculate the fore shaft pipe and allow the height of pulling, forbid early to pull out, pull out more.The fore shaft pipe is pulled by the hydraulic ceiling coil machine, crawler crane work compound, segmentation dismounting.
5.4, the contrary production program of doing of inside lining
1, foundation ditch is cut the earth:
Soil excavation adopts excavator, high-front shovel coordinative construction, and earthwork entrucking is also in time transported outside the venue, avoids the stacking of the earthwork outside foundation ditch.
Cut the earth absolute altitude for the first time from 4.4m to-0.6m, and shoveling 5.0m builds collar tie beam, lining cutting, semi girder etc., absolute altitude-0.60m at the bottom of the lining cutting; Treat that for the first time concreting intensity reaches 100%, carry out cutting the earth second time absolute altitude from-0.6m extremely-4.0m, shoveling 3.5m waters the high 3.5m of building lining; Treat that for the second time concreting intensity reaches 70%, the absolute altitude of cutting the earth for the third time is from-4.0m to-8.5m, and shoveling 4.5m waters the high 4.5m of building lining; For the second time concreting intensity reaches 70%, the four shoveling absolute altitude from-8.5m to-12.5m, and shoveling 4.0m waters the high 4.0m of building lining; For the second time concreting intensity reaches 100%, the five shoveling absolute altitude from-12.5m to-15.7m, shoveling 3.4m, inside lining 1.0m, base plate 2.1m, 0.1m bed course.
2, lining cutting reverse construction:
(1), scaffold building, dismounting:
Because each cutting depth is not more than 6.0m, scaffold all can be constructed by routine.
(2), constuction joint cuts:
Inspection diaphragm wall seam crossing seepage whether before the lining construction, if the timely leak stopping of wanting is arranged, the reservation joint bar that cuts in the ground-connecting-wall is pulled out spreading, is used for fixing side and touches support system; The reservation joint bar at base plate place also needs to weld to reinforcing bar with the base plate levels.
The lining cutting concrete is built, and from 4.7m to-15.40m (comprising collar tie beam, base plate), is divided into five times.Concrete is from top to bottom contrary builds, and last one deck is built with base plate, and hoop does not stay constuction joint.
(3), the water-swellable sealing rod is installed:
With diaphragm wall inner surface cutter hair, to handle by the constuction joint requirement, emphasis is that the close-over film of making last time must cut totally, and at the fetal membrane soffit that cuts the top water-swellable sealing rod of 30*30mm is installed.Prevent infiltration.
(4), template construct, installation:
As shown in Figure 8, pump house liner structure bed die is made outer low and inner high plagiohedral, the overflowing of bubble during the vibrating and vibrate of seam crossing when making things convenient for lower floor's lining cutting, and bed die adopts sand mo(u)ld.The following 0.8m of absolute altitude at the bottom of the design liner concrete fetches earth in the foundation ditch; Sand cushion is selected medium coarse sand for use, and back-up sand is tamped to concrete cast end absolute altitude in mould, and end face lays out one 15 ° inclined-plane, the constuction joint during as next pour concrete., smear the thick mortar of one deck 3cm and coat release agent as the bottom template at the sand cushion end face.
Side form adopts high-intensity 1220 * 2440 bamboo glue pattern plates, φ 14 reinforcing bar split bolts, spacing 600 * 600mm; The split bolt medial extremity welds with pulling finger ground-connecting-wall embedded bar, and outboard end is used for fixing the support that side is touched system.Form joint is a flush joint, pastes in case leak-stopping is starched with sealant tape paper between template and the template, and the high angle of 500mm is stayed in the side, and concrete flows in the template from angle.
(5), reinforced bar engineering:
The processing of reinforcing bar, installation are conventional construction.Do not do concrete introduction.
(6), concrete work:
During concreting, adopt two automotive pump symmetries to build, the height of at every turn building is forbidden to surpass and is watered at 0.5～0.7m, impacts in order to avoid the excessive offside of concrete difference in height is touched.After building completion at every turn, in time vibrate and guarantee the concrete secret room of inside lining.Built back maintenance in time.
Claims (11)
1. the water inlet pump house of a relevant sewerage treatment; The main body that it is characterized in that described water inlet pump house is the underground structure of drum type cavity structure; Described drum type structure was made up of the bucket wall and the bucket end, and bucket wall table side is surrounded by 27 diaphragm walls, and vertical direction is provided with five layers of inside lining on bucket wall inboard, diaphragm wall metope; Drum bucket wall top is provided with a circle fore shaft Guan Liang, and the latus rectum of this drum structure is 59.2m; The fabric width of described underground structure is 8.6m to the maximum, and a thick 800mm, the angle of adjacent diaphragm wall are 5.17 °; Highly be 42.7m to the maximum, described five layers of inside lining from top to bottom first floor height are 5m, and second layer height is 3.5m; The 3rd layer height is 4.5m; The 4th layer height is 4m, and the layer 5 height is 3.1m, and described bucket base thickness degree is 2.1m; The 4th layer of right side of described drum type cavity structure is provided with some inlet channels, and the cavity structure in the cylinder is divided into three zones from front to back: water inlet wellblock, pump house district, water outlet wellblock, establish the pump house partition wall between two zones.
2. the water inlet pump house of a kind of relevant sewerage treatment as claimed in claim 1; Its characteristic is following: the water inlet wellblock vertically is provided with 3 inlet well partition walls; Partition wall is divided into four distinct area to inlet well; The bucket wall in four zones is provided with round water inlet, is equipped with the delivery port of two circles on the pump house partition wall in four zones.
3. the water inlet pump house of a kind of relevant sewerage treatment as claimed in claim 1; Its characteristic is following: the pump house district is made up of partition wall, pump basal plate, motor laminate, motor layer beam, pump basic unit beam; The pump house district is by being provided with five partition walls; Partition wall is divided into five independently pump houses with pump house; Pump house is provided with pump basic unit beam, pump basal plate, motor layer beam, motor laminate from the bottom to top, is equipped with two circular delivery ports on the motor laminate of each pump house, and eight circular delivery ports on the corresponding motor laminate of partition wall upper top between pump house zone and the wet well zone are provided with eight circular delivery ports.
4. the water inlet pump house of a kind of relevant sewerage treatment as claimed in claim 1; Its characteristic is following: bottom is provided with crisscross wet well partition wall in the water outlet wellblock; Be provided with the water outlet borehole wall in the middle level of wet well; The water outlet borehole wall becomes the wet well of ' worker ' font with bucket wall, intake pump atrial septum circummure, described ' worker ' font wet well top is provided with the wet well cover plate, and cover plate is provided with strip-type hole.
5. like claim 1 or 2 or 3 or 4 described a kind of water inlet pump houses, it is characterized in that the material-structure of described all parts of water inlet pump house is reinforced concrete structure.
6. the method for the pump house of intaking, this method of its characteristic may further comprise the steps order and carry out: early-stage preparations → measurements unwrapping wire → lead wall makings → diaphragm wall makings → precipitation well construction → first time excavation of foundation pit → diaphragm wall pile crown cuts → is preced with beam pad layer making → vertical five layers of inside lining structure against the suitable work → top board making of way → internal construction.
7. the method for a kind of pump house of intaking as claimed in claim 6 is characterized in that the concrete steps of described measurement unwrapping wire are: before the cushion construction, and measurement and positioning; Simultaneously around open caisson, and outside the construction infection scope, arrange coordinate control point and temporary bench mark, control point in the work progress is protected; And make regular check on and repetition measurement, around open caisson, gantry stake is set, and marks with pulverized limestone; Well central axis, foundation ditch outline line, as the foundation of open caisson manufacture with the location that sinks.
8. the method for a kind of pump house of intaking as claimed in claim 6 is characterized in that the described wall of leading divides 69 sections, two limit symmetries " 7 " font; Straight wall degree of depth 1.5m, horizontal width 1.2m, width and thickness is 0.1m, adopts the monolithic reinforced concrete structure of
type; 840 millimeters of spacings; Thick 200 millimeters of rib, high 1500 millimeters, the concrete label is C20; Lead the wall symmetry and build, intensity reaches 70% back form removal.The two road round logs supports up and down of 10cm diameter are set after the dismounting, and are leading wall end face laying safety net sheet.
9. the method for a kind of pump house of intaking as claimed in claim 6 is characterized in that described precipitation well comprises: defeated dry-well, observation well, reduce the following 0.5m of water level to cutting depth in the foundation ditch, and the soil body is loose when guaranteeing to excavate.
10. the method for a kind of pump house of intaking as claimed in claim 6 is characterized in that the making concrete steps of described diaphragm wall are following:
A, grooving:
A, mechanical checkout, the main rope of groover must overlap with the center of groove section, with the verticality of transit bidirectional monitoring wire rope, guide rod, surveys the wall appearance with ultrasonic wave behind the intact groove and detects, and guarantees grooving verticality≤1/300;
B, excavation during three limit construction of diaphragm wall, are grabbed soil at both sides earlier, after grab the center soil body, excavate so repeatedly till design bottom land absolute altitude; During the both sides construction of diaphragm wall, then adopt to replace mutual lap joint process and directly scrape out the groove construction; During grooving, constantly in groove, inject fresh mud, keep the mud face, exceed groundwater table 0.5m leading the following 0.2m of wall end face;
Slurry is changed at c, the clear end, and the Dg100 air lift is adopted at the clear end, is suspended in midair into groove by crane; Air compressor is carried compressed air, absorbs the soil quarrel mud that is deposited on trench bottom to inhale the slurry crossover-circulating type method, and the clear end is when beginning; Crane suspention air lift is gone into groove, is trying suction from bottom land 1～2m place earlier, and dredging tube will be from the superficial to the deep; The horn mouth of air lift is moved up and down from about bottom land 0.5m place in groove section length range, absorb trench bottom soil slag mud.When air lift moves back and forth no longer sucking-off soil slag at trench bottom, when surveying the heavy quarrel of bottom land thickness, can stop to move air lift less than 10cm, carry out next process;
B, fore shaft union are put into:
A, fore shaft pipe construction, the hanging of fore shaft pipe pull out and adopt the lifting of 100t crawler crane, 100t crawler crane and 100t hydraulic lifting machine liftings of working in coordination, fore shaft pipe should be close to vertical, slow the sinking of groove end aligned position to put, must not collide cell wall and go into groove by force.The fore shaft pipe sinks to bottom land 300～500mm, and the timber wedge jam-pack is used in fore shaft pipe and the space of leading between wall, at last with the fore shaft pipe back of the body and do not excavate between the soil body interspace and fill up with coarse sand and small crushed stone, prevents that concrete from walking around the fore shaft pipe;
B, when fluid concrete, do on-the-spot test specimen initial set test; The diaphragm wall concrete begins perfusion back 2～3 hours and cooperates on the hydraulic lifting machine with loop wheel machine and carry the fore shaft pipe one time, carries 0.2-0.3m on for the first time, puts down at once; Later every interval was carried once on 30 minutes; Improve 0.05-0.1m and put down again, so back and forth carry out, after final set, all extract.After the fore shaft pipe is extracted groove, clean up, be placed on the smooth ground;
C, reinforcing cage are made and are hung in:
A, with reinforcing cage will be on the steelframe platform of planeness≤5mm fabrication and processing.Make the reinforcing bar processing platform of planar dimension a 9.0 * 36.0m of place at the scene, the long 35.361m of diaphragm wall 800 thick reinforcing cages, wide 5.67～8.5m, weight limit reaching about 42 tons; For guaranteeing reinforcing cage crudy and globality, with adopting full wafer to make the scheme of lifting.Reinforcing cage master muscle is made joint, and same cross section joint area can not surpass 50%.Protective layer used 150 * 400 * 5mm steel plate of reinforcing cage, every 3～4 row, one of 4m pitch arrangement is welded in the reinforcing cage and on the main muscle in the outside vertical, horizontal truss is set in cage; The reinforcing cage on two limits is provided with 4 Pin longitudiual truss, and the reinforcing cage on three limits is provided with 6 Pin, and transverse truss is arranged on the position between suspension centre and suspension centre and the suspension centre, does support with No. 8 channel-section steels, per 4 meters one.Reinforcing bar intersection point around the reinforcing cage around intersection point, all girder rib intersection points and all suspension centres of twice reinforcing bar all needs whole spot welding, and remaining can adopt 50% intersection spot welding.After the reinforcing cage moulding, the galvanized wire that interim colligation is used needs complete removal;
B, reinforcing cage bar splice are less than whole employing flash butt weldings of Φ 32, and the reinforcing bar of Φ 32 adopts the straight thread connector to connect;
C, tremie is set inserts passage, dead size must not be less than pipe joint external diameter 10cm in the passage, and catheter directed reinforcing bar must firm welding, and lap-joint should seamlessly transit;
D, employing round steel are made the reinforcing cage suspension ring, and firm welding is all wanted on each limit (intersection point) that vertical (laterally) reinforcing bar of suspension ring member and reinforcing cage intersects;
E, reinforcing cage adopt 150t crawler crane and 100t crawler belt two-shipper to cooperate the full wafer lifting.Divide major-minor hook, two shoulder pole, 10 suspension centres evenly after the stressed parallel lifting, the tension main hook loosens auxiliary hook, make reinforcing cage aloft slowly upset vertically vertically transfer again and get in the groove;
When f, making reinforcing cage, select the benchmark of two studs of main couple, perform mark as absolute altitude control; That measures the main couple position before the descending reinforcing cage leads wall end face absolute altitude, and fixedly reinforcing cage is in the joint hinge on the welded reinforcement cage of being located at of leading on the wall, puts in place under the reinforcing cage afterwards to pass joint hinge with channel-section steel or " I " word steel and reinforcing cage is suspended to leads on the wall;
G, diaphragm wall concrete design strength are C30, impervious grade S8.The perfusion concrete all adopts Commercial Concrete, and the per car concrete of each groove section is all wanted field sampling, makes slump consistancy test; The conduit used of perfusion concrete is selected the steel pipe of diameter of phi 200mm, conduit wall thickness 3mm, the long joint of 2.5m for use according to rate of flooding and concrete amount; Foot one joint length is 3m, adopts inside and outside mantle fiber joint, and the water proof device of concrete perfusion adopts iron water proof bolt and water proof ball; Hopper is done coning or square taper, and one time capacity is not less than 2.5m
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H, clear groove finish, and in 4h, begin to pour into concrete before the concrete spouting, carry out test running before the perfusion; Conduit carries out hydraulic pressure test; The heavy quarrel of repetition measurement thickness during perfusion, advances the water proof bulb stopper in the concrete conduit before the perfusion; The water surface will be closed in the position that the water proof bolt is placed, and the conduit bottom is to the distance 0.3～0.5m of bottom land.Opening to irritate must have in the preceding storage bin hopper is enough to the disposable concrete storage capacity V>=3.6m that imbeds the above degree of depth of 0.5m in the underwater concrete in the bottom of conduit
3The rate of climb of concrete spouting must not be less than 2m/h, and each catheter perfusion intermittent time of each unit groove section must not surpass 30min, continous pouring; Along with concrete rising, promote and the dismounting conduit, the conduit bottom is imbedded and is kept 1.5～3.0m below the concrete surface; Avoid bumping the extension reinforcing cage when promoting conduit, every 30min measures a conduit buried depth and manages outer concrete surface height, and definite conduit is imbedded the degree of depth in the concrete and torn pipe quantity open; When in a groove section, using two catheter perfusions simultaneously, its spacing is not more than 3m, and conduit is not more than 1.5m apart from groove section termination; Groove inner concrete face is balanced to rise, and the discrepancy in elevation of the concrete surface at each conduit place should not be greater than 0.5m, and concrete builds that concrete face elevation is higher than designing requirement 0.3～0.5m when finishing; After treating that cutter removes the 0.5 meter high concrete in laitance and wall top, during the perfusion operation, if conduit leaks, sneak into mud in obstruction or the conduit; Stop immediately to irritate and handle, during the perfusion concrete, the recovery mud in the groove section is all drawn back mud pit; Through deposition with after handling, satisfactory continuation is used, undesirable calcellation;
I, pull the fore shaft pipe, the lifting of fore shaft pipe, in place after; The hydraulic ceiling coil machine is installed, concrete open water after 4 hours or concrete surface when rising to 15 meters left and right sides, startup hydraulic ceiling coil machine pushes the fore shaft pipe; Keep the fore shaft pin to break away from the bottom land soil body that inserts, begin to pull the time of fore shaft pipe, it is foundation that the concrete test block of doing during with the beginning placing of concrete reaches the time that the final set state experienced; In pulling fore shaft pipe process; The fore shaft pipe is pulled by the hydraulic ceiling coil machine, crawler crane work compound, segmentation dismounting.
11. the method for a kind of pump house of intaking as claimed in claim 6 is characterized in that the following against doing concrete steps of described five layers of inside lining structure:
A, foundation ditch cut the earth, and soil excavation adopts excavator, high-front shovel coordinative construction, and the absolute altitude of cutting the earth for the first time is from 4.4m to-0.6m, and shoveling 5.0m builds collar tie beam, lining cutting, semi girder etc., absolute altitude-0.60m at the bottom of the lining cutting;
Treat that for the first time concreting intensity reaches 100%, carry out cutting the earth second time absolute altitude from-0.6m extremely-4.0m, shoveling 3.5m waters the high 3.5m of building lining;
Treat that for the second time concreting intensity reaches 70%, the absolute altitude of cutting the earth for the third time is from-4.0m to-8.5m, and shoveling 4.5m waters the high 4.5m of building lining;
Treat that for the third time concreting intensity reaches 70%, the four shoveling absolute altitude from-8.5m to-12.5m, shoveling 4.0m waters the high 4.0m of building lining;
The 4th concreting intensity reaches 100%, the five shoveling absolute altitude from-12.5m to-15.7m, shoveling 3.4m, inside lining 1.0m, base plate 2.1m, 0.1m bed course
B, the contrary step of doing of inside lining:
A, scaffold building, dismounting: each cutting depth is not more than 6.0m, sets up scaffold;
B, constuction joint cut: inspection diaphragm wall seam crossing seepage whether before the lining construction, if having, leak stopping does not in time then cut reservation joint bar in the diaphragm wall and pulls out the spreading fixation side and touch support system; The reservation joint bar and the base plate levels at base plate place are welded to reinforcing bar; The inside lining concrete is built, and from 4.7m to-15.40m, is divided into five times, and concrete is from top to bottom contrary builds, and one deck is built with base plate at last, and hoop does not stay constuction joint;
C, water-swellable sealing rod are installed: with diaphragm wall inner surface cutter hair, the close-over film that made last time must cut totally, and at the fetal membrane soffit that cuts the top water-swellable sealing rod of 30*30mm is installed.
D, template construct, installation: pump house liner structure bed die is made outer low and inner high plagiohedral, and bed die adopts sand mo(u)ld, and the following 0.8m of absolute altitude at the bottom of the design liner concrete fetches earth in the foundation ditch; Sand cushion is selected medium coarse sand for use, and back-up sand is tamped to concrete cast end absolute altitude in mould, and end face lays out one 15 ° inclined-plane, and the constuction joint during as next pour concrete is smeared the thick mortar of one deck 3cm and coated release agent as the bottom template at the sand cushion end face; Side form adopts high-intensity 1220 * 2440 bamboo glue pattern plates, φ 14 reinforcing bar split bolts, spacing 600 * 600mm; The split bolt medial extremity welds with pulling finger diaphragm wall embedded bar, and outboard end is used for fixing the support that side is touched system.Form joint is a flush joint, pastes in case leak-stopping is starched with sealant tape paper between template and the template, and the high angle of 500mm is stayed in the side, and concrete flows in the template from angle.
E, reinforced bar engineering: reinforcing bar is carried out routine processing, installs;
F, concrete work: during concreting, adopt two automotive pump symmetries to build, the height of at every turn building is at 0.5～0.7m, build completion at every turn after, in time vibrate, built back maintenance in time.
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN102797371A (en) * | 2012-08-17 | 2012-11-28 | 上海市城市建设设计研究总院 | Multifunctional water outlet pump room with high level well |
| CN105545718A (en) * | 2016-01-19 | 2016-05-04 | 浙江大学 | Flow and pressure dual control fluid pressurization device and method |
| CN106939593A (en) * | 2017-04-05 | 2017-07-11 | 中铁八局集团第四工程有限公司 | One kind closes on both wired construction of diaphragm wall technique |
| CN108385820A (en) * | 2018-03-09 | 2018-08-10 | 浙江鸿道环保有限公司 | A kind of installation method of integrated pump station |
| CN109519009A (en) * | 2019-01-08 | 2019-03-26 | 中水电第十工程局（郑州）有限公司 | The top-down construction method of the above structure in the ground of large-scale pump house |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102797371A (en) * | 2012-08-17 | 2012-11-28 | 上海市城市建设设计研究总院 | Multifunctional water outlet pump room with high level well |
| CN105545718A (en) * | 2016-01-19 | 2016-05-04 | 浙江大学 | Flow and pressure dual control fluid pressurization device and method |
| CN106939593A (en) * | 2017-04-05 | 2017-07-11 | 中铁八局集团第四工程有限公司 | One kind closes on both wired construction of diaphragm wall technique |
| CN108385820A (en) * | 2018-03-09 | 2018-08-10 | 浙江鸿道环保有限公司 | A kind of installation method of integrated pump station |
| CN109519009A (en) * | 2019-01-08 | 2019-03-26 | 中水电第十工程局（郑州）有限公司 | The top-down construction method of the above structure in the ground of large-scale pump house |
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| CN102383442B (en) | 2014-01-22 |
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