CN102383442B - Water inlet pump chamber construction method - Google Patents

Water inlet pump chamber construction method Download PDF

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Publication number
CN102383442B
CN102383442B CN201110265271.6A CN201110265271A CN102383442B CN 102383442 B CN102383442 B CN 102383442B CN 201110265271 A CN201110265271 A CN 201110265271A CN 102383442 B CN102383442 B CN 102383442B
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concrete
reinforcing cage
groove
locking notch
joint
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CN102383442A (en
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曹国安
张海涛
宋芊
潘留生
张怀山
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Municipal Environmental Construction Co Ltd of CREC
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Municipal Engineering Co Ltd of Shanghai Civil Engineering Co Ltd of CREC
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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 construction method of a water inlet pump chamber, 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

A kind of job practices of inlet pumping station
[technical field]
Patent of the present invention relates to pretreatment system for sewage inlet pumping station technical field, specifically a kind of job practices of inlet pumping station.
[background technology]
Along with social development, industrial everdeveloping cause, can produce many sewage in city, and the sewage in city is delivered to Wastewater Treatment Plant by sewage conduct and processed after up to standard and be disposed to Jiang Hai, and general sewerage treatment flow process is as follows:
First sewage flow to and in thickness grille well, carried out pretreatment and precipitation by sewage conduct, and then flow in fine fack aerated grit chamber and carry out aeration, then through A/A/O biological reaction pool, carries out biochemical treatment, the step rows such as disinfection by ultraviolet light in Jiang Hai.
Yet, sewage after the pretreatment of thickness grille well be discharged to fine fack aerated grit chamber in, mud in thickness grid and the effect of other solids, make the flow velocity of sewage inhomogeneous, sometimes even can produce backflow, affected pretreated effect, the flow velocity inequality of fluid makes the discontinuity of equipment, probably equipment is produced to infringement.
[summary of the invention]
Object of the present invention will solve the deficiencies in the prior art exactly, increases an anti-backflow of energy and the inhomogeneous inlet pumping station structure of flow velocity in sewage pretreatment.
Design for achieving the above object a kind of inlet pumping station of relevant sewerage treatment, the main body that it is characterized in that described inlet pumping station is the underground structure of drum type cavity structure, described drum type structure was comprised of bucket wall and the bucket end, bucket wall table side is surrounded by 27 diaphragm walls, on bucket wall inboard, diaphragm wall metope, vertical direction is provided with five layers of inside lining, 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, thick 800mm, the angle of adjacent diaphragm wall is 5.17 °, highly be 42.7m to the maximum, five layers of described 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 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 cylinder is divided into three regions from front to back: pump house partition wall is established between ,Liang Ge region in water inlet wellblock, pump house district, water outlet wellblock.
Water inlet wellblock is longitudinally provided with 3 inlet well partition walls, and partition wall is divided into four independently regions inlet well, and the bucket wall in four regions is provided with round water inlet, is equipped with two circular delivery ports on the pump house partition wall in four regions.
Pump house district is comprised of partition wall, pump basal plate, motor laminate, motor Ceng Liang, pump basic unit beam, pump house district is by being provided with five partition walls, partition wall is divided into four independently pump houses by pump house, pump house is provided with pump basic unit beam, pump basal plate, motor layer beam, motor laminate from the bottom to top, on the motor laminate of each pump house, be equipped with two circular delivery ports, pump house region is provided with eight circular delivery ports with eight circular delivery ports on the corresponding motor laminate of partition wall upper top between wet well region.
In water outlet wellblock, bottom is provided with crisscross wet well partition wall, in the middle level of wet well, be provided with the water outlet borehole wall, the water outlet borehole wall and a bucket wall, inlet pumping station partition wall surround the wet well of 'Gong' font, and described 'Gong' font wet well top is provided with wet well cover plate, and cover plate is provided with strip-type hole.
The material-structure of the described all parts of inlet pumping station is reinforced concrete structure.
A method for inlet pumping station, its feature the method comprises the following steps order and carries out: and early-stage preparations → measurements unwrapping wire → lead wall makings → diaphragm wall makings → dewatering well constructs → and 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 for the first time.
The concrete steps of described measurement unwrapping wire are: before cushion construction; measurement and positioning; simultaneously around open caisson; and outside construction infection scope, arrange coordinate control point and temporary bench mark, control point in work progress is protected, and make regular check on and repetition measurement; in open caisson surrounding, gantry stake is set; and mark with pulverized limestone, well central axis, foundation ditch outline line, as the foundation of open caisson manufacture and the location that sinks.
The described wall of leading divides 69 sections, two limit symmetries " 7 " font, and straight wall degree of depth 1.5m, horizontal width 1.2m, width and thickness is 0.1m, adopt " " the monolithic reinforced concrete structure of type, 840 millimeters of spacing, thick 200 millimeters of rib, high 1500 millimeters, concrete label is C20, leads wall symmetry and builds, intensity reaches 70% rear form removal.The upper and lower two road round logs of 10cm diameter are set after dismounting and support, and leading wall end face laying safety net sheet.
Described dewatering well comprises: defeated dry-well, observation well, reduce the interior water level of foundation ditch to the following 0.5m of cutting depth, and while guaranteeing to excavate, the soil body is loose.
The making concrete steps of described diaphragm wall are as follows:
A, grooving:
A, mechanical checkout, the main rope of groover must with the center superposition of groove section, the verticality with transit bidirectional monitoring wire rope, guide rod, detects with ultrasound wall instrument after complete groove, guarantees grooving verticality≤1/300;
B, excavation, during three limit construction of diaphragm wall, first grab the soil at both sides ,Hou Zhua center soil body, and excavation is until design bottom land absolute altitude so repeatedly; During both sides construction of diaphragm wall, adopt to replace mutual lap joint process and directly dig trenching construction; During grooving, constantly in groove, inject fresh mud, keep mud face leading the following 0.2m of wall end face, exceed groundwater table 0.5m;
Slurry is changed at c, the clear end, the clear end, adopts Dg100 air lift, by crane, suspended in midair into groove, air compressor is carried compressed air, absorbs the soil quarrel mud that is deposited on trench bottom with midge crossover-circulating type method, the clear end, is when start, crane suspention air lift enters groove, first from bottom land 1~2m place, is trying suction, and dredging tube will be from the superficial to the deep, the horn mouth of air lift is moved up and down from left and right, 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 the heavy quarrel of actual measurement bottom land thickness is less than 10cm, can stop mobile air lift, carry out next process;
B, locking notch pipe joint are put into:
The construction of a, locking notch pipe, the hanging of locking notch pipe pull out adopt the lifting of 100t crawler crane, 100t crawler crane and 100t hydraulic lifting machine liftings of working in coordination, locking notch pipe should be close to groove end aligned position vertically, slow sinking, must not collide cell wall and enter by force groove.Locking notch pipe sinks to bottom land 300~500mm, and locking notch pipe and lead the space timber wedge jam-pack between wall, finally by the locking notch pipe back of the body and do not excavate interspace between the soil body and fill up with coarse sand and small crushed stone, prevents that concrete from walking around locking notch pipe;
B, when fluid concrete, do on-the-spot test specimen initial set test, diaphragm wall concrete starts within 2~3 hours, with loop wheel machine, to coordinate on hydraulic lifting machine and carry locking notch pipe one time after perfusion, for the first time, carry 0.2-0.3m, put down at once, on 30 minutes, carry once later, improve 0.05-0.1m and put down again, carry out and so forth, until all extract after final set.Locking notch pipe is extracted after groove, cleans up, and is placed on smooth ground;
C, fabrication of reinforcing cage and hang in:
A, reinforcing cage will be on the steelframe platform at planeness≤5mm be made to processing.Make at the scene the reinforced bar processing platform of a planar dimension 9.0 * 36.0m of place, the long 35.361m of the thick reinforcing cage of diaphragm wall 800, wide 5.67~8.5m, weight limitly reaches 42 tons of left and right; For guaranteeing reinforcing cage crudy and globality, will adopt full wafer to make the scheme of lifting.The main muscle of reinforcing cage is made joint, and same cross section joint area can not surpass 50%.150 * 400 * 5mm steel plate for steel bar cage protecting layer, every 3~4 row, one of 4m pitch arrangement is welded in reinforcing cage, on the main muscle in outside, vertical, horizontal truss is set in cage; The reinforcing cage on two limits arranges 4 Pin longitudiual truss, and the reinforcing cage on three limits arranges 6 Pin, and transverse truss is arranged on the position between suspension centre and suspension centre and suspension centre, with No. 8 channel-section steels, supports, every 4 meters one.The intersection point of reinforcing cage surrounding twice reinforcing bar, all girder rib intersection points and all suspension centres reinforcing bar intersection point around all needs whole spot welding, and remaining can adopt 50% intersection spot welding.After 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 Ф 32, and the reinforcing bar of Ф 32 adopts straight thread connector to connect;
C, tremie is set inserts passage, in passage, dead size must not be less than pipe joint external diameter 10cm, and catheter directed reinforcing bar must firm welding, and lap-joint should seamlessly transit;
D, employing round steel are made reinforcing cage suspension ring, and firm welding is 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 coordinate full wafer lifting.After minute major-minor hook, two shoulder pole, 10 parallel liftings of suspension centre uniform stressed, tension main hook, loosens auxiliary hook, make reinforcing cage aloft slowly upset vertically, more vertically transfer and enter in groove;
When f, making reinforcing cage, select two studs of main couple as the benchmark of absolute altitude control, perform mark; That measures main couple position before descending reinforcing cage leads wall end face absolute altitude, and fixedly reinforcing cage, in the joint hinge on welded reinforcement cage of being located at of leading on wall, passes joint hinge with channel-section steel or " I " word steel after putting in place reinforcing cage is suspended to and is led on wall under reinforcing cage;
G, diaphragm wall concrete design strength are C30, impervious grade S8.Perfusion concrete all adopts Commercial Concrete, the per car concrete of each groove section is wanted field sampling, make slump consistancy test, the conduit that perfusion concrete is used is selected the steel pipe of diameter of phi 200mm, conduit wall thickness 3mm according to rate of flooding and concrete amount, the long joint of 2.5m, foot one joint length is 3m, adopts inner-outer sleeve Threaded Connector Coupling, and the water barrier 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 are complete, before filling concrete, in 4h, start to pour into concrete, before perfusion, carry out test running, conduit carries out hydraulic pressure test, before perfusion, the heavy quarrel of repetition measurement thickness, during perfusion, enters water proof bulb stopper in concrete conduit, the water surface will be closed in the position that water proof bolt is placed, and conduit bottom is to the distance 0.3~0.5m of bottom land.Opening to fill with in front storage bin hopper must have and be enough to the disposable concrete storage capacity V>=3.6m that imbeds the above degree of depth of 0.5m in underwater concrete in the bottom of conduit 3.The rate of climb of filling concrete must not be less than 2m/h, each catheter perfusion intermittent time of each unit groove section must not surpass 30min, continous pouring, along with concrete rising, promote and dismounting conduit, following 1.5~the 3.0m that keeps of conduit bottom Transducers Embedded in Concrete face, while promoting conduit, avoid touching extension reinforcing cage, every 30min measures a depth of tremie and manages outer concrete surface height, and definite conduit is imbedded the degree of depth in concrete and tears pipe quantity open, while using two catheter perfusions in a groove section simultaneously, its spacing is not more than 3m, conduit is not more than 1.5m apart from groove section termination, 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 is built when complete concrete face elevation higher than designing requirement 0.3~0.5m, after cutter removes 0.5 meter of high concrete of laitance and wall top, during perfusion operation, if conduit leaks, in obstruction or conduit, sneak into mud, stop immediately fill with and process, during perfusion concrete, recovery mud in groove section is all drawn back mud pit, through precipitation with after processing, satisfactory continuation is used, undesirable calcellation,
I, pull locking notch pipe, locking notch pipe lifting, after in place, hydraulic push bench is installed, concrete open water after 4 hours or concrete surface while rising to 15 meters of left and right, start hydraulic push bench and push locking notch pipe, keep fore shaft pin to depart from the bottom land soil body inserting, start to pull the time of locking notch pipe, it is foundation that the concrete test block done while starting placing of concrete of take reaches the time that final set state experienced, and in pulling locking notch pipe process, locking notch pipe is pulled by hydraulic push bench, crawler crane work compound, segmentation dismounting.
It is as follows that five layers of described 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 lining cutting;
Treat that concreting intensity reaches 100% for the first time, the absolute altitude of cutting the earth is for the second time from-0.6m to-4.0m, and shoveling 3.5m, waters the high 3.5m of building lining;
Treat that concreting intensity reaches 70% for the second time, the absolute altitude of cutting the earth is for the third time 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: check whether seepage of diaphragm wall seam crossing before lining construction, if having, leak stopping in time, does not cut reserved joint bar in diaphragm wall and pull out spreading fixation side and touch support system; The reserved joint bar at base plate place and base plate levels are welded to reinforcing bar; Inside lining concrete is built, and from 4.7m to-15.40m, is divided into five times, and concrete is contrary building from top to bottom, and finally one deck is built together with base plate, and hoop does not stay constuction joint;
C, water-swellable sealing rod are installed: by diaphragm wall inner surface dabbing, the close-over film that made last time must cut totally, and the water-swellable sealing rod of 30*30mm is installed at the fetal membrane soffit that cuts top.
D, template construct, installation: pump house liner structure bed die is made outer low and inner high plagiohedral, bed die adopts sand mo(u)ld, fetches earth to the following 0.8m of absolute altitude at the bottom of design liner concrete in foundation ditch; Sand cushion is selected medium coarse sand, and in mould, back-up sand is tamped to concrete cast end absolute altitude, and end face lays out the inclined-plane of 15 °, and the constuction joint during as next pour concrete is smeared the mortar that one deck 3cm is thick and coated release agent as bottom template at sand cushion end face; Side form adopts high-intensity 1220 * 2440 bamboo glue pattern plates, ф 14 reinforcing bar split bolts, spacing 600 * 600mm; Split bolt medial extremity welds with pulling finger diaphragm wall embedded bar, and outboard end is touched the support of system for fixation side.Form joint is flush joint, between template and template, with sealant tape paper, pastes with mortar leakage prevention, and the high angle of 500mm is stayed in side, and concrete flows in template from angle.
E, reinforced bar engineering: reinforcing bar is carried out to conventional machining, installation;
F, concrete work: during concreting, adopt two automotive pump symmetries to build, the height of at every turn building, at 0.5~0.7m, after having built, vibrates at every turn in time, has built rear timely maintenance.
The present invention compared with the existing technology, in sewerage treatment, increase inlet pumping station and can prevent as auxiliary power the backflow phenomenon of sewerage treatment, the design that is separated into 4 pump houses, 8 outlets makes the flow velocity of sewage before flowing into subsequent step can reach consistent fully, 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.
[accompanying drawing explanation]
Fig. 1 is structural representation of the present invention;
Fig. 2 is inside lining top 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 parameters chart that the excavation of foundation pit degree of depth and bracing of foundation pit affect soil layer in 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 inside lining template scheme of installation of the present invention;
Fig. 9 is the local A enlarged drawing of Fig. 8;
In 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]
The present invention will be further described by reference to the accompanying drawings, and the manufacturing technology of this device is very clearly concerning this professional people.
Inlet pumping station constructure scheme:
1, basis of compilation
" Code for engineering surveying " (GB50026-2007)
" building deformation measurement standard " (JGJ8-2007)
" code for construction and acceptance of constructional structures of water supply and sewerage " (GBJ141-90)
" loading code for design of building structures " (GB50007-2002)
" Code for design of concrete structures " (GB50010-2002)
" Code for design of building " (GB50007-2002)
" Water and Waste Water Engineering reinforced concrete open caisson structure design rules " (CECS137:2002)
2, Outline on Project
2.1, inlet pumping station process acts:
Inlet pumping station is by the sewage flowing out from coarse rack, through high-pressure pump, rises to certain high water level, for the sewerage treatment of fine fack, sedimentation basin, aeration tank provides the structure of the sewerage treatment of head pressure.Its precipitation, digestion, biochemical treatment that act as sewage provides head pressure.
2.2, inlet pumping station structure in general:
(1), inlet pumping station is drum type, comprise without inner support and go along with sb. to guard him 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 surround circle, internal diameter 60.7m; Not etc., the maximum 8.6m of fabric width, degree does not reach 42.7m, a thick 800mm the most deeply for fabric width, the degree of depth, and every limit angle is 5.17 degree; Inside lining is circular in ground-connecting-wall inner side, internal diameter 59.2m, degree of depth 20.1m, minute 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, as shown in Figure 2, the cross-sectional view of inside lining and diaphragm wall is as shown in Figure 3 for the top view of inside lining.
2.3, geology soil layer overview:
1. this engineering inlet pumping station relates to soil layer has 1, 1. 3, 2. 3, 3., 4. and 5. 1 layer.
1,1. 1layer is filled soil, and filler is uneven, plans to build place and take plain fill as main, and containing building wastes such as rubble, fragments of brick, this layer of soil property is loose, structural poor, should give removing.
2,1. 3layer dredger fill, plans to build place and generally distributes, and take mucky soil and slity soil as main, and soil property is poor, loosely organized, owes fixed, open caisson is steadily sunk unfavorable.
3,2. 3layer grey matter sandy silt, buried depth and thickness slightly change, and are slightly close state, thickness 2.5~7.5m, this layer of soil property is better, and intensity is larger, if should be noted, adopt drainage construction, when excavation discloses, under the flowing pressure effect of certain head, easily produce quicksand phenomenon.
4, the 3. 4. layer grey silt clay and 5. of layer grey Muddy Bottoms silty clay, the 1layer clay, is weak soil, and soil property is 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 inlet pumping station buried depth, the end, will be placed in the 4. layer grey silt clay, the 4. layer and 5. 1layer soil property is poor, and intensity is low, and compactibility is high, highly sensitive, and suggestion is carried out consolidation process to the soil body within the scope of certain depth under inlet pumping station base plate.The relevant parameters that the excavation of foundation pit degree of depth and bracing of foundation pit affect soil layer in depth bounds as shown in Figure 4, the unit area frictional resistance f value of the borehole wall and soil as shown in Figure 5, the ultimate bearing capacity R of foundation soil jas shown in Figure 6.
2.4, underground water overview:
Plan to build the diving of place underground water in superficial part soil layer, artesian water, the micro-artesian water in the powder sand soil of deep forms, groundwater recharge source is mainly Atmospheric precipitation and surface flow.
1, diving: recording underground latent water buried depth is 0.6~2.9m(elevation, 4.03~2.54m), be subject to the factors such as morning and evening tides, amount of precipitation, season, weather affect and change.Bury of groundwater is got 0.5m, and low water stage buried depth is got 1.5m.
2, artesian water, micro-artesian water: 5. place artesian water, micro-artesian water mainly contain 32layer micro-artesian water and 8. 22, 9. layer artesian water forms, artesian water, micro-artesian water water level are generally lower than phreatic table, year is cyclically-varying, buried depth 3.0~11.0m.8. 22, 9. layer layer top buried depth 60m, its artesian water on this engineering without impact.5. 32the about 7.6m of layer its head buried depth of micro-artesian water.
3, construction technology process:
Construction process: early-stage preparations → measurement unwrapping wire → construction → excavation of foundation pit → ground-connecting-wall pile crown cuts → be preced with beam pad layer making → scaffold building → Guan Liang for the first time to lead wall making → ground-connecting-wall making → dewatering well, first segment inside lining reinforcement installation, the concreting of template installation → first segment, maintenance → template, scaffold removes → excavation of foundation pit (treating that first segment concrete reaches design strength) → cut → scaffold building of ground-connecting-wall medial surface for the second time, second section inside lining reinforcement installation, template installation → second section inside lining concreting, maintenance → template, scaffold dismounting the → the three joint soil excavation → ... → the five time cut → bottom cushion of excavation → ground-connecting-wall making → baseplate reinforcing bar is installed, 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 cushion construction; the reference point measurement and positioning providing according to design drawing coordinate and Party A; simultaneously around open caisson; and outside construction infection scope, arrange coordinate control point and temporary bench mark; the precision of control point of setting up be ± 1mm, and fills in to measure and check list, by Party A with manage and approve; in work progress, control point is protected, and makes regular check on and repetition measurement.In open caisson surrounding, gantry stake is set, and marks with pulverized limestone.Well central axis, foundation ditch outline line, as the foundation of open caisson manufacture and the location that sinks.
5.2, dewatering construction scheme
Dewatering well comprises: defeated dry-well, observation well, reduce the interior water level of foundation ditch to the following 0.5m of cutting depth, and while guaranteeing to excavate, the soil body is loose.
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 symmetrical, evenly, stage excavation.
Excavation of foundation pit adopts machinery to cut the earth, manual amendment if desired combines, the strict elevation control of cutting the earth, machinery is cut the earth and is adopted backhoe hydraulic actuated excavator, be excavated to apart from adopting during absolute altitude 30cm left and right and manually repair slope, flat at the bottom of base plate, prevent disturbance base soil layer, thoroughly remove and adopt sandy soil backfill, leveling as mud or soft soil property and tamps at the end, hole.Dig out the earthwork and transport in time, must not be stacked in limit, hole.During construction, reduce foundation ditch open-assembly time as far as possible.
5.3, ground-connecting-wall production program
Ground-connecting-wall construction process as shown in Figure 7.
5.3.1, lead 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 making because its quality of making quality will directly have influence on the design axis of diaphragm wall, it is grooving equipment to be led, store mud stablize liquid level, safeguard top soil stabilization, prevent the important measures that the soil body collapses.
After the axis location of diaphragm wall, adopt backacter tool excavation groove, then on groove, segmentation arranges gantry stake along subterranean wall axis, and recovers subterranean wall axis with accurately linear.Then by artificial cooperation, repair slope, vertical guide wall form board, places reinforced mesh (Φ 12200 is two-way) in template subsequently.
This engineering lead wall adopt " " the monolithic reinforced concrete structure of type, 840 millimeters of spacing, thick 200 millimeters of rib, high 1500 millimeters, concrete label is C20.For angle groove section, in conjunction with the open width of grab bucket, for excavating the earthwork of cross-point region completely, therefore need increase certain length on the basis that meets groover grab bucket size.
Lead wall and want symmetry to build, intensity reaches 70% rear collapsible die.The upper and lower two road round logs of 10cm diameter are set after dismounting and support, and leading wall end face laying safety net sheet, ensure construction safety.
5.3.2, 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 is mixed feeding sequence and is seen that system mixes mud feeding sequence.Material: swell soil adopts commodity swell soil; Hydromining 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 mix-design carry out by fresh mud match ratio and requirement reaches mud quality control index.Mud preparation process refers to mud and prepares technique.
2, mud is produced and circulation:
Mud circulation mode: adopt direct circulation during pick groove, adopt anti-circulation during clear groove.The mud cementing out in 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 is used after a circulation, carry out isolation of purified to mud.Mud after purification must be to performance indications such as mudcake thickness, pH value and viscosity test, to determine the consumption that supplements swell soil, soda ash and CMC in mud to purifying.Circulation separation should be followed the order in 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:
Inlet pumping station diaphragm wall adopts hydraulic grooving machine directly to dig trenching construction, and temporarily depositing in heatable adobe sleeping platform in field left in the earthwork of excavating out concentratedly, is transported in time the spoil ground of appointment with automobile.
1, mechanical checkout:
Before grooving construction, the position that should first proofread and correct groover, the main rope of groover must with the center superposition of groove section.Groover when driving, must accomplish steady, accurate, put down gently, carry slowly, and by the verticality of transit bidirectional monitoring wire rope, guide rod.After having dug groove, with ultrasound wall instrument, detect, guarantee grooving verticality≤1/300.
2, digging mode:
Press groove section and divide framing construction, adopt three (two) to grab into channel process milling slot, during three limit construction of diaphragm wall, first grab the soil at both sides ,Hou Zhua center soil body, excavation is until design bottom land absolute altitude so repeatedly; During both sides construction of diaphragm wall, adopt to replace mutual lap joint process and directly dig trenching construction.
3, excavation:
During grooving, constantly in groove, inject fresh mud, keep mud face leading the following 0.2m of wall end face, exceed groundwater table 0.5m.Corner special-shaped groove section is pattern excavation in accordance with regulations strictly, once unusual circumstance stops construction immediately during grooving construction, analyze reason and also take after corresponding measure, then row continues construction.When rainy day groundwater table rises, strengthen in time mud balance and viscosity, when rainfall is larger, suspend grooving, and capping notch.In grooving work progress, whether if find in groove, mud liquid level reduces or densely cross thinningly, find out immediately because due to underground water flows into or mud walks with underflow, and take corresponding measure to correct, to guarantee that grooving continues normally to carry out.
4, slurry is changed at the clear end:
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, adopts the clear end of displacement method, carries out, for further removing the tiny native slag that grab bucket fails to excavate after bottom land sediment is directly excavated in grab bucket.The clear end, adopts Dg100 air lift, by crane, is suspended in midair into groove, and air compressor is carried compressed air, absorbs the soil quarrel mud that is deposited on trench bottom with midge crossover-circulating type method.
While starting, crane suspention air lift enters groove at the clear end, and the suction pipe that hangs air lift can not be put into the bottom land degree of depth quickly, first from bottom land 1~2m place, is trying suction, 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 in groove section length range from left and right, bottom land 0.5m place, absorb trench bottom soil slag mud.When air lift moves back and forth no longer sucking-off soil slag at trench bottom, when the heavy quarrel of actual measurement bottom land thickness is less than 10cm, can stop mobile air lift, carry out next process.
Change slurry and carrying out after clear end operation, at the clear end, change in slurry overall process, control midge amount and mend the balance of slurry amount well, can not allow mud overflow groove outer or allow slurry face lower than leading wall end face 50cm.In changing slurry process, mud is carried out to inspection by sampling, in groove, the sampling of the mud of each degree of depth of mud all meets after every set quota, can stop changing slurry.
5.3.4, continuous wall connector construction
1, locking notch pipe construction technology process:
The hanging of locking notch 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, locking notch pipe job practices:
After groove section excavation, clear groove complete, hang locking notch pipe, locking notch pipe should be close to vertical, the slow sinking of groove end aligned position, must not collide cell wall and enter by force groove.Locking notch pipe sinks to bottom land 300~500mm, and locking notch pipe and lead the space timber wedge jam-pack between wall, finally by the locking notch pipe back of the body and do not excavate interspace between the soil body and fill up with coarse sand and small crushed stone, prevents that concrete from walking around locking notch pipe.The construction of next width diaphragm wall is caused to very large obstacle.
Diaphragm wall concrete starts within 2~3 hours, with loop wheel machine, to coordinate on hydraulic lifting machine and carry locking notch pipe one time after perfusion, carries 0.2-0.3m on for the first time, puts down at once, on 30 minutes, carry once later, improve 0.05-0.1m and put down again, carry out and so forth, until all extract after final set.Locking notch pipe is extracted after groove, cleans up, and is placed on smooth ground.For grasping exactly locking notch pipe, work the time of pulling out, the initial set situation of this groove cement that section concrete adopts is grasped in time in building site before construction, and when fluid concrete, does on-the-spot test specimen initial set test.
5.3.5, fabrication of reinforcing cage scheme:
1, fabrication of reinforcing cage Platform Designing:
Due to the special technique of diaphragm wall and required precision, fabrication of reinforcing cage precision must meet design and construction requirement, therefore reinforcing cage will be made to processing on the steelframe platform at planeness≤5mm.Make at the scene the reinforced bar processing platform of a planar dimension 9.0 * 36.0m of place.
2, reinforcing cage processing:
The long 35.361m of the thick reinforcing cage of diaphragm wall 800, wide 5.67~8.5m, weight limitly reaches 42 tons of left and right; For guaranteeing reinforcing cage crudy and globality, will adopt full wafer to make the scheme of lifting.The main muscle of reinforcing cage is made joint, and same cross section joint area can not surpass 50%.150 * 400 * 5mm steel plate for steel bar cage protecting layer, 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 assurance lifting, reinforcing cage will have certain rigidity, and vertical, horizontal truss is set in cage; The reinforcing cage on two limits arranges 4 Pin longitudiual truss, and the reinforcing cage on three limits arranges 6 Pin, and transverse truss is arranged on the position between suspension centre and suspension centre and suspension centre, with No. 8 channel-section steels, supports, every 4 meters one.The intersection point of reinforcing cage surrounding twice reinforcing bar, all girder rib intersection points and all suspension centres reinforcing bar intersection point around all needs whole spot welding, and remaining can adopt 50% intersection spot welding.After reinforcing cage moulding, the galvanized wire that interim colligation is used needs complete removal, in order to avoid hang during lower groove, hinders cell wall.
3, reinforcing cage welding:
Reinforcing cage bar splice is less than whole employing flash butt weldings of Ф 32, the reinforcing bar of Ф 32 adopts straight thread connector to connect, bar splice is carried out in accordance with regulations test weld before welding, test weld stretch bending test specimen is after pass the test, formally carry out again steel bar butt welding construction, and the welding situation to finished product is carried out sampling test in work progress, the qualified rear of manufacture test can be used for construction and produces.
4, tremie passage:
By plan, tremie is set and inserts passage, in passage, dead size must not be less than pipe joint external diameter 10cm, the necessary firm welding of catheter directed reinforcing bar, and lap-joint should seamlessly transit, and prevents to overlap step and blocks conduit.
5, suspension centre setting:
In order to guarantee reinforcing bar cage hoisting safety, determining with the safety of suspension ring reinforcing bar, suspender etc. of hoisting point position designed and checking computations, adopt round steel to make reinforcing cage suspension ring, firm welding is wanted on each limit (intersection point) that vertical (laterally) reinforcing bar of suspension ring member and reinforcing cage intersects.Fusion length need meet code requirement.
6, reinforcing cage is checked and accepted:
Reinforcing cage finished product must first pass through " three inspections " before lifting, then fills in " subsurface work acceptance report ", submits a report asking for supervising engineer and checks and accepts visa, otherwise can not carry out lifting operation.Fabrication of reinforcing cage precision should meet the regulation of fabrication of reinforcing cage allowable variation value.
5.3.6, reinforcing bar cage hoisting scheme:
1, lifting:
Reinforcing cage adopts 150t crawler crane and 100t crawler belt two-shipper to coordinate full wafer lifting.Divide after major-minor hook, two shoulder pole, 10 parallel liftings of suspension centre uniform stressed, tension main hook, loosens auxiliary hook, and aloft slowly upset is vertical to make reinforcing cage, more vertically transfers and enter in groove.
During reinforcement cage hoisting, when suspension centre is arranged and lifting method will prevent from lifting by crane, cause reinforcing cage distortion.During lifting, can not make reinforcing cage lower end tow on the ground, in case cause lower end bar bending distortion.For preventing swinging after reinforcing cage from slinging aloft, should fasten and drag messenger with human control in reinforcing cage lower end.
While inserting reinforcing cage, the most important thing is to make reinforcing cage aligned units groove section, vertically and accurately in insertion groove.Reinforcing cage enter groove Nei Shi,Long center must alignment slot section center, then slowly decline, now must be noted that not essential factor boom swing or other influences and make reinforcing cage produce teeter, cause landslip of the sides of the trench.
2, reinforcing cage enters groove:
While making reinforcing cage, select two studs of main couple as the benchmark of absolute altitude control, perform mark; That measures main couple position before descending reinforcing cage leads wall end face absolute altitude, according to absolute altitude relation, calculating fixedly reinforcing cage, in the joint hinge on welded reinforcement cage of being located at of leading on wall, with channel-section steel or " I " word steel through joint hinge is suspended to reinforcing cage lead wall on after putting in place under reinforcing cage.Before lower cage, technician, according to the list of confiding a technological secret under actual conditions, guarantees that reinforcing cage and built-in fitting are positioned at the upper absolute altitude of groove section design.
5.3.7, diaphragm wall underwater concrete pouring scheme
Diaphragm wall concrete design strength is C30, impervious grade S8.Perfusion concrete all adopts Commercial Concrete, and the per car concrete of each groove section is wanted field sampling, makes slump consistancy test, finds defectively, returns immediately producer.The conduit that perfusion concrete is used is selected the steel pipe of diameter of phi 200mm 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 inner-outer sleeve Threaded Connector Coupling.The water barrier 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.
1, filling concrete:
Clear groove is complete, and before filling concrete, mud must meet the requirement of mud quality control index table (table 3), and in 4h, starts to pour into concrete.For the perfusion of assurance underwater concrete, can carry out smoothly, draft perfusion scheme before perfusion, main facility leave standby, carry out test running before perfusion, and conduit must carry out hydraulic pressure test.Before perfusion, the heavy quarrel of repetition measurement thickness, handles hidden project inspection, qualified rear timely perfusion, and its intermittent time should not surpass 4h.While starting to pour into, water proof bulb stopper is entered in concrete conduit, the water surface will be closed in the position that water proof bolt is placed, and conduit bottom is to the distance 0.3~0.5m of bottom land.Opening to fill with in front storage bin hopper must have and be enough to the disposable concrete storage capacity V >=3.6m3 that imbeds the above degree of depth of 0.5m in underwater concrete in the bottom of conduit.The rate of climb of filling concrete must not be less than 2m/h, and each catheter perfusion intermittent time of each unit groove section must not surpass 30min, and perfusion continous pouring, must not interrupt.Along with concrete rising, promote in good time and dismantle conduit, the following general 1.5~3.0m that keeps of conduit bottom Transducers Embedded in Concrete face, forbids conduit bottom to propose concrete surface.While promoting conduit, avoid touching extension reinforcing cage.If the every 30min of special messenger measures a depth of tremie and manages outer concrete surface height, with this, judge two conduits discrepancy in elevation (being less than 0.5 meter) of concrete face around, and definite conduit is imbedded the degree of depth in concrete and tears pipe quantity open.While using two catheter perfusions in a groove section simultaneously, its spacing is not more than 3m, conduit should not be greater than 1.5m apart from groove section termination, 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 is built concrete face elevation when complete, higher than designing requirement 0.3~0.5m, after cutter removes 0.5 meter of high concrete of laitance and wall top, can meet design requirement the quality of concrete in its designing requirement absolute altitude.In perfusion during operation, if find, conduit leaks, sneak into mud in obstruction or conduit, stops immediately to fill with and process, and makes a record.During perfusion concrete, the recovery mud in groove section is all drawn back mud pit, and through precipitation with after processing, satisfactory continuation is used, undesirable calcellation.
2, pull locking notch pipe:
After locking notch pipe hoisted in position, hydraulic push bench is installed immediately.Resistance while starting to pull in order to reduce locking notch pipe, concrete open water after 4 hours or concrete surface while rising to 15 meters of left and right, start hydraulic push bench and push locking notch pipe, but be only limited to the loosening of locking notch pipe, must not make fore shaft pin depart from the bottom land soil body inserting, in case pin place not yet reaches the concrete of final set state, cave in.
Start to pull the time of locking notch pipe, it is foundation that the concrete test block done while starting placing of concrete of take reaches the time that final set state experienced, as do not done test block, start to pull locking notch pipe and starting placing of concrete after 6 hours, as commercial concrete admixture, cross retarding water reducer, starting to pull the locking notch pipe time also needs to postpone.
In pulling locking notch pipe process, according to on-site concrete pouring record sheet, calculate locking notch pipe and allow the height pulling, forbid early to pull out, pull out more.Locking notch pipe is pulled by hydraulic push bench, 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 transported outside the venue in time, 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 lining cutting; Treat that concreting intensity reaches 100% for the first time, the absolute altitude of cutting the earth is for the second time from-0.6m to-4.0m, and shoveling 3.5m, waters the high 3.5m of building lining; Treat that concreting intensity reaches 70% for the second time, the absolute altitude of cutting the earth is for the third time from-4.0m to-8.5m, and shoveling 4.5m, waters the high 4.5m of building lining; Concreting intensity reaches 70%, the four shoveling absolute altitude from-8.5m to-12.5m for the second time, and shoveling 4.0m, waters the high 4.0m of building lining; Concreting intensity reaches 100%, the five shoveling absolute altitude from-12.5m to-15.7m for the second time, 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 routinely.
(2), constuction joint cuts:
Check whether seepage of diaphragm wall seam crossing before lining construction, if there is the timely leak stopping of wanting, the reserved joint bar cutting in ground-connecting-wall pulls out spreading, for fixation side, touches support system; The reserved joint bar at base plate place also needs to weld to reinforcing bar with base plate levels.
Lining cutting concrete is built, and from 4.7m to-15.40m(, comprises collar tie beam, base plate), be divided into five times.Concrete is contrary building from top to bottom, and last one deck is built together with base plate, and hoop does not stay constuction joint.
(3), water-swellable sealing rod is installed:
By diaphragm wall inner surface dabbing, by constuction joint requirement, to process, emphasis is that the close-over film of making last time must cut totally, and the water-swellable sealing rod of 30*30mm is installed at the fetal membrane soffit that cuts top.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 facilitating lower floor's lining cutting, and bed die adopts sand mo(u)ld.In foundation ditch, fetch earth to the following 0.8m of absolute altitude at the bottom of design liner concrete; Sand cushion is selected medium coarse sand, and in mould, back-up sand is tamped to concrete cast end absolute altitude, and end face lays out the inclined-plane of 15 °, the constuction joint during as next pour concrete., at sand cushion end face, smear the mortar that one deck 3cm is thick and coat release agent as bottom template.
Side form adopts high-intensity 1220 * 2440 bamboo glue pattern plates, ф 14 reinforcing bar split bolts, spacing 600 * 600mm; Split bolt medial extremity welds with pulling finger ground-connecting-wall embedded bar, and outboard end is touched the support of system for fixation side.Form joint is flush joint, between template and template, with sealant tape paper, pastes with mortar leakage prevention, and the high angle of 500mm is stayed in side, and concrete flows in 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, at 0.5~0.7m, is forbidden to surpass and is watered, in order to avoid the excessive offside of concrete difference in height is touched, impacts.After having built at every turn, vibrate in time and guarantee the concrete secret room of inside lining.Built rear timely maintenance.

Claims (2)

1. the job practices of an inlet pumping station, comprising the following steps order carries out: early-stage preparations → measurement unwrapping wire → construction → excavation of foundation pit → diaphragm wall pile crown cuts → be preced with beam pad layer making → vertical five layers of inside lining structure contrary sequence method for the first time to lead wall making → diaphragm wall making → dewatering well, from top to bottom, dividing 5 layers fetches earth, divide 5 layers of construction liner structure until last one deck structure back cover → internal construction is made along work → top board, the making concrete steps of the diaphragm wall described in it is characterized in that are as follows:
A, grooving:
A, mechanical checkout, the main rope of groover must with the center superposition of groove section, the verticality with transit bidirectional monitoring wire rope, guide rod, detects with ultrasound wall instrument after complete groove, guarantees grooving verticality≤1/300;
B, excavation, during three limit construction of diaphragm wall, first grab the soil at both sides ,Hou Zhua center soil body, and excavation is until design bottom land absolute altitude so repeatedly; During both sides construction of diaphragm wall, adopt to replace mutual lap joint process and directly dig trenching construction; During grooving, constantly in groove, inject fresh mud, keep mud face leading the following 0.2m of wall end face, exceed groundwater table 0.5m;
Slurry is changed at c, the clear end, the clear end, adopts Dg100 air lift, by crane, suspended in midair into groove, air compressor is carried compressed air, absorbs the soil quarrel mud that is deposited on trench bottom with midge crossover-circulating type method, the clear end, is when start, crane suspention air lift enters groove, first from bottom land 1~2m place, is trying suction, and dredging tube will be from the superficial to the deep, the horn mouth of air lift is moved up and down from left and right, 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 the heavy quarrel of actual measurement bottom land thickness is less than 10cm, can stop mobile air lift, carry out next process;
B, locking notch pipe joint are put into:
The construction of a, locking notch pipe, the hanging of locking notch pipe pull out adopt the lifting of 100t crawler crane, 100t crawler crane and 100t hydraulic lifting machine liftings of working in coordination, locking notch pipe should be close to groove end aligned position vertically, slow sinking, must not collide cell wall and enter by force groove; Locking notch pipe sinks to bottom land 300~500mm, and locking notch pipe and lead the space timber wedge jam-pack between wall, finally by the locking notch pipe back of the body and do not excavate interspace between the soil body and fill up with coarse sand and small crushed stone, prevents that concrete from walking around locking notch pipe;
B, when fluid concrete, do on-the-spot test specimen initial set test, diaphragm wall concrete starts within 2~3 hours, with loop wheel machine, to coordinate on hydraulic lifting machine and carry locking notch pipe one time after perfusion, for the first time, carry 0.2-0.3m, put down at once, on 30 minutes, carry once later, carry 0.05-0.1m on each to put down again, carry out and so forth, the described distance 0.05-0.10m carrying on each, is in order to prevent concrete locking locking notch pipe in process of setting, is equivalent to the loosening locking notch pipe once every 30 minutes; Each 0.05-0.10m of lifting reduces while promoting locking notch pipe the not damage of final set concrete in order to try one's best; Until all extract after final set; Locking notch pipe is extracted after groove, cleans up, and is placed on smooth ground;
C, fabrication of reinforcing cage and hang in:
A, reinforcing cage is placed on and on the steelframe platform of planeness≤5mm, makes processing: make at the scene the reinforced bar processing platform of a planar dimension 9.0m * 36.0m of place, with No. 8 channel-section steels, support, every 4 meters one; Diaphragm wall 800mm is thick, the long 35.361m of reinforcing cage, and wide 5.67~8.5m, maximum weight reaches 42 tons; For guaranteeing reinforcing cage crudy and globality, will adopt full wafer to make the scheme of lifting; The main muscle of reinforcing cage is made joint, and same cross section joint area can not surpass 50%, 150mm * 400mm for steel bar cage protecting layer * 5mm specification steel plate, and every 3~4 row, one of 4m pitch arrangement is welded on the main muscle in the interior outside of reinforcing cage, and vertical, horizontal truss is set in cage; The reinforcing cage on two limits arranges 4 Pin longitudiual truss, the reinforcing cage on three limits arranges 6 Pin, transverse truss is arranged on the position between suspension centre, suspension centre and suspension centre, the intersection point of reinforcing cage surrounding twice reinforcing bar, all girder rib intersection points and all suspension centres reinforcing bar intersection point around all needs whole spot welding, and remaining can adopt 50% intersection spot welding; After reinforcing cage moulding, the galvanized wire that interim colligation is used needs complete removal;
B, the bar splice that is less than Ф 32 all adopt flash butt welding, and the reinforcing bar of Φ 32 adopts straight thread connector to connect;
C, tremie is set inserts passage, in passage, dead size must not be less than pipe joint external diameter 10cm, and catheter directed reinforcing bar must firm welding, and lap-joint should seamlessly transit;
D, employing round steel are made reinforcing cage suspension ring, and suspension ring member and reinforcing cage each limit or intersection point vertical or that transverse reinforcement intersects are wanted firm welding;
E, reinforcing cage adopt 150t crawler crane and 100t crawler belt two-shipper to coordinate full wafer lifting, divide after major-minor hook, two shoulder pole, 10 parallel liftings of suspension centre uniform stressed, tension main hook, loosens auxiliary hook, make reinforcing cage aloft slowly upset vertically, more vertically transfer and enter in groove;
When f, making reinforcing cage, select two studs of main couple as the benchmark of absolute altitude control, perform mark; That measures main couple position before descending reinforcing cage leads wall end face absolute altitude, and fixedly reinforcing cage, in the joint hinge on welded reinforcement cage of being located at of leading on wall, passes joint hinge with channel-section steel or " I " word steel after putting in place reinforcing cage is suspended to and is led on wall under reinforcing cage;
G, diaphragm wall concrete design strength are C30, impervious grade S8, perfusion concrete all adopts Commercial Concrete, the per car concrete of each groove section is wanted field sampling, make slump consistancy test, the conduit that perfusion concrete is used is selected the steel pipe of diameter of phi 200mm according to rate of flooding and concrete amount, conduit wall thickness 3mm, the long joint of 2.5m, foot one joint length is 3m, adopts inner-outer sleeve Threaded Connector Coupling, and the water barrier 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 are complete, concrete should start perfusion in 4h after clear groove, before perfusion, carry out test running, conduit carries out hydraulic pressure test, before perfusion, the heavy quarrel of repetition measurement thickness, during perfusion, enters water proof bulb stopper in concrete conduit, the water surface will be closed in the position that water proof bolt is placed, and conduit bottom is to the distance 0.3~0.5m of bottom land, opening to fill with in front storage bin hopper must have and be enough to the disposable concrete storage capacity V>=3.6m that imbeds the above degree of depth of 0.5m in underwater concrete in the bottom of conduit 3, the rate of climb of filling concrete must not be less than 2m/h, each catheter perfusion intermittent time of each unit groove section must not surpass 30min, continous pouring, along with concrete rising, promote and dismounting conduit, following 1.5~the 3.0m that keeps of conduit bottom Transducers Embedded in Concrete face, while promoting conduit, avoid touching extension reinforcing cage, every 30min measures a depth of tremie and manages outer concrete surface height, and definite conduit is imbedded the degree of depth in concrete and tears pipe quantity open, while using two catheter perfusions in a groove section simultaneously, its spacing is not more than 3m, conduit is not more than 1.5m apart from groove section termination, groove inner concrete face is balanced to rise, the discrepancy in elevation of the concrete surface at each conduit place can not be greater than 0.5m, concrete is built when complete concrete face elevation higher than designing requirement 0.3~0.5m, after cutter removes 0.5 meter of high concrete of laitance and wall top, during perfusion operation, if conduit leaks, in obstruction or conduit, sneak into mud, stop immediately fill with and process, during perfusion concrete, recovery mud in groove section is all drawn back mud pit, through precipitation with after processing, satisfactory continuation is used, undesirable calcellation,
I, pull locking notch pipe, locking notch pipe lifting, after in place, hydraulic push bench is installed, concrete open water after 4 hours or concrete surface while rising to 15 meters of left and right, start hydraulic push bench and push locking notch pipe, keep fore shaft pin to depart from the bottom land soil body inserting, start to pull the time of locking notch pipe, it is foundation that the concrete test block done while starting placing of concrete of take reaches the time that final set state experienced, and in pulling locking notch pipe process, locking notch pipe is pulled by hydraulic push bench, crawler crane work compound, segmentation dismounting.
2. the job practices of a kind of inlet pumping station as claimed in claim 1, it is characterized in that five layers of described inside lining structure contrary to make concrete steps as follows:
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 absolute altitude-0.60m at the bottom of collar tie beam, lining cutting, lining cutting;
Treat that concreting intensity reaches 100% for the first time, the absolute altitude of cutting the earth is for the second time from-0.6m to-4.0m, and shoveling 3.4m, waters the high 3.4m of building lining; Treat that concreting intensity reaches 70% for the second time, the absolute altitude of cutting the earth is for the third time 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 3.2m, inside lining 1.0m, base plate 2.1m, bed course 0.1m;
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: check whether seepage of diaphragm wall seam crossing before lining construction, if having, leak stopping in time, does not cut the reserved joint bar in diaphragm wall, pull out and spreading, for fixing side form support system; The reserved joint bar of reinforcing cage inner bottom plating position is pulled to the main muscle welding of levels in straight and base plate, and inside lining concrete is built, and from 4.4m to-15.40m, is divided into five times, and concrete is contrary building from top to bottom, and finally one deck is built together with base plate, and hoop does not stay constuction joint;
C, water-swellable sealing rod are installed: by diaphragm wall inner surface dabbing, the close-over film that made last time must cut totally, and the water-swellable sealing rod of 30 * 30mm is installed at the fetal membrane soffit that cuts top;
D, template construct, installation: pump house liner structure bed die is made outer low and inner high plagiohedral, bed die adopts sand mo(u)ld, fetches earth to the following 0.8m of absolute altitude at the bottom of design liner concrete in foundation ditch; Sand cushion is selected medium coarse sand, and in mould, back-up sand is tamped to concrete cast end absolute altitude, and end face lays out the inclined-plane of 15 °, and the constuction joint during as next pour concrete is smeared the mortar that one deck 3cm is thick and coated release agent as bottom template at sand cushion end face; Side form adopts high-intensity 1220mm * 2440mm bamboo glue pattern plate, Φ 14 reinforcing bar split bolts, spacing 600mm * 600mm; In diaphragm wall, pre-buried split bolt muscle is pulled directly rear and template split bolt muscle and is welded the support for fixation side die body system; Form joint is flush joint, between template and template, with sealant tape paper, pastes with mortar leakage prevention, and the high angle of 500mm is stayed in side, and concrete flows in template from angle;
E, reinforced bar engineering: reinforcing bar is carried out to conventional machining, installation;
F, concrete work: during concreting, adopt two automotive pump symmetries to build, the height of at every turn building, at 0.5~0.7m, after having built, vibrates at every turn in time, has built rear timely maintenance.
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Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US4049013A (en) * 1976-10-22 1977-09-20 William Shenk Sewage system
CN202299520U (en) * 2011-09-08 2012-07-04 中铁上海工程局市政工程有限公司 Inlet pumping station

Patent Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US4049013A (en) * 1976-10-22 1977-09-20 William Shenk Sewage system
CN202299520U (en) * 2011-09-08 2012-07-04 中铁上海工程局市政工程有限公司 Inlet pumping station

Non-Patent Citations (8)

* Cited by examiner, † Cited by third party
Title
倪荣泉.地下连续墙在某工程中的应用.《广东建材》.2006,(第11期),51-53.
地下连续墙在某工程中的应用;倪荣泉;《广东建材》;20061128(第11期);51-53 *
增刊》.1996,244-249. *
工程力学&gt *
来延肖等.桩墙合一的结构体采用逆作法在工程中的应用.《西北建筑工程学院学报(自然科学版)》.2001,第18卷(第01期),31-36.
桩墙合一的结构体采用逆作法在工程中的应用;来延肖等;《西北建筑工程学院学报(自然科学版)》;20010330;第18卷(第01期);31-36 *
汪贵平等.地下连续墙复合圆形结构的计算分析.《&lt *
汪贵平等.地下连续墙复合圆形结构的计算分析.《<工程力学>增刊》.1996,244-249.

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