CN104499489B - Foundation pit construction method - Google Patents
Foundation pit construction method Download PDFInfo
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- CN104499489B CN104499489B CN201410753775.6A CN201410753775A CN104499489B CN 104499489 B CN104499489 B CN 104499489B CN 201410753775 A CN201410753775 A CN 201410753775A CN 104499489 B CN104499489 B CN 104499489B
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- 238000010276 construction Methods 0.000 title claims abstract description 58
- 238000000034 method Methods 0.000 claims abstract description 35
- 230000009191 jumping Effects 0.000 claims abstract description 4
- 229910000831 Steel Inorganic materials 0.000 claims description 49
- 239000010959 steel Substances 0.000 claims description 49
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 18
- 239000002002 slurry Substances 0.000 claims description 13
- 238000009412 basement excavation Methods 0.000 claims description 12
- 239000013049 sediment Substances 0.000 claims description 10
- 230000002787 reinforcement Effects 0.000 claims description 8
- 230000003014 reinforcing effect Effects 0.000 claims description 8
- 239000003818 cinder Substances 0.000 claims description 3
- 238000005056 compaction Methods 0.000 claims description 3
- 239000012530 fluid Substances 0.000 claims description 3
- GOLXNESZZPUPJE-UHFFFAOYSA-N spiromesifen Chemical compound CC1=CC(C)=CC(C)=C1C(C(O1)=O)=C(OC(=O)CC(C)(C)C)C11CCCC1 GOLXNESZZPUPJE-UHFFFAOYSA-N 0.000 claims description 3
- 230000000087 stabilizing effect Effects 0.000 claims description 3
- 238000005507 spraying Methods 0.000 claims 1
- 239000002689 soil Substances 0.000 abstract description 12
- DPXJVFZANSGRMM-UHFFFAOYSA-N acetic acid;2,3,4,5,6-pentahydroxyhexanal;sodium Chemical compound [Na].CC(O)=O.OCC(O)C(O)C(O)C(O)C=O DPXJVFZANSGRMM-UHFFFAOYSA-N 0.000 description 8
- 239000000440 bentonite Substances 0.000 description 8
- 229910000278 bentonite Inorganic materials 0.000 description 8
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 description 8
- 101100334009 Caenorhabditis elegans rib-2 gene Proteins 0.000 description 7
- CDBYLPFSWZWCQE-UHFFFAOYSA-L Sodium Carbonate Chemical compound [Na+].[Na+].[O-]C([O-])=O CDBYLPFSWZWCQE-UHFFFAOYSA-L 0.000 description 7
- 239000001768 carboxy methyl cellulose Substances 0.000 description 7
- 210000003205 muscle Anatomy 0.000 description 7
- 235000019812 sodium carboxymethyl cellulose Nutrition 0.000 description 7
- 229920001027 sodium carboxymethylcellulose Polymers 0.000 description 7
- 230000005641 tunneling Effects 0.000 description 6
- 239000002585 base Substances 0.000 description 5
- 239000003822 epoxy resin Substances 0.000 description 5
- 229920000647 polyepoxide Polymers 0.000 description 5
- 238000005266 casting Methods 0.000 description 4
- 239000004927 clay Substances 0.000 description 4
- 238000006073 displacement reaction Methods 0.000 description 4
- 238000005096 rolling process Methods 0.000 description 4
- 238000003466 welding Methods 0.000 description 4
- 239000004568 cement Substances 0.000 description 3
- 230000008602 contraction Effects 0.000 description 3
- 230000004888 barrier function Effects 0.000 description 2
- VMQPMGHYRISRHO-UHFFFAOYSA-N benzvalene Chemical group C1=CC2C3C1C32 VMQPMGHYRISRHO-UHFFFAOYSA-N 0.000 description 2
- 239000011449 brick Substances 0.000 description 2
- 239000003795 chemical substances by application Substances 0.000 description 2
- 210000000078 claw Anatomy 0.000 description 2
- 238000005520 cutting process Methods 0.000 description 2
- 230000006866 deterioration Effects 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 230000008595 infiltration Effects 0.000 description 2
- 238000001764 infiltration Methods 0.000 description 2
- 238000009413 insulation Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000004080 punching Methods 0.000 description 2
- 239000004576 sand Substances 0.000 description 2
- 239000000243 solution Substances 0.000 description 2
- 208000019901 Anxiety disease Diseases 0.000 description 1
- 241001551112 Hainardia cylindrica Species 0.000 description 1
- 208000031481 Pathologic Constriction Diseases 0.000 description 1
- 241001494479 Pecora Species 0.000 description 1
- 235000008331 Pinus X rigitaeda Nutrition 0.000 description 1
- 235000011613 Pinus brutia Nutrition 0.000 description 1
- 241000018646 Pinus brutia Species 0.000 description 1
- 239000003513 alkali Substances 0.000 description 1
- 230000036506 anxiety Effects 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 229920003123 carboxymethyl cellulose sodium Polymers 0.000 description 1
- 229940063834 carboxymethylcellulose sodium Drugs 0.000 description 1
- 210000002421 cell wall Anatomy 0.000 description 1
- 230000015271 coagulation Effects 0.000 description 1
- 238000005345 coagulation Methods 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 230000000142 dyskinetic effect Effects 0.000 description 1
- 238000004134 energy conservation Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 210000002219 extraembryonic membrane Anatomy 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 238000011900 installation process Methods 0.000 description 1
- 238000005304 joining Methods 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 230000035945 sensitivity Effects 0.000 description 1
- 239000010865 sewage Substances 0.000 description 1
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- 238000007569 slipcasting Methods 0.000 description 1
- 239000007921 spray Substances 0.000 description 1
- 210000001215 vagina Anatomy 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2220/00—Temporary installations or constructions
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The invention discloses a foundation pit construction method adopting an underground continuous wall. The foundation pit construction method is characterized in that a basement structure part is constructed from top to bottom while a main body structure part is constructed from bottom to top; the underground continuous wall construction adopts a hydraulic type crab bucket grooving process, and carries out unit slot segment excavating and concrete pouring through a hole jumping method. The foundation pit construction method is characterized in that a specially-made joint box and a fore shaft pipe are adopted and filled in a joint part between adjacent slot widths; the joint box is hung on a slot bottom; the entering ground depth of the bottom end is not less than 50cm; after the fore shaft pipe is in position, in order to prevent concrete from flowing around from the joint box and the fore shaft pipe, soil is utilized to fill and compact the back part of the fore shaft pipe; each layer is subjected to construction based on the area divided along the underground continuous wall. The underground continuous wall, a basement foundation slab and a floor slab are connected in a rigid connection way.
Description
Technical field
The present invention relates to a kind of foundation ditch, particularly to a kind of foundation ditch construction method.
Background technology
Along with urban underground space continually develop utilization, foundation pit enclosure design and construction technique have also been obtained not
Disconnected development, the shallow design of foundation pit of cutting depth 5～6m and construction are the most ripe, and this type of foundation ditch is according to week
The different characteristics of surrounding environment, conventional foundation pit enclosure scheme puts slope excavation, (being combined) soil nail wall, soil cement
Mixing pile dam body, cast-in-situ bored pile combine the form such as anchor pole or inner support.Vibrate little during construction of diaphragm wall,
Noise is low, less on surrounding enviroment impact.Diaphram wall body of wall rigidity is big, when excavation of foundation pit, and can
Bear the biggest soil pressure, have become as Deep Foundation Pit Supporting Project soil-baffling structure of good performance.Underground is continuous
Wall overlapping part often becomes the weak link of load, and the easy seepage in this position, it is necessary to take to arrange
Apply strong.
Summary of the invention
Present invention solves the technical problem that and be to provide a kind of foundation ditch construction method, solve existing technical deficiency.
The present invention is from the beginning of ± 0.00, basement structure part from top to bottom, body structure portion from lower and
Upper carry out construction simultaneously.Basement first carries out the construction of the horizontal structure such as the beam of each layer, plate, then intert carry out each
The vertical structure constructions such as the post of layer, shear wall.It is not fully completed in vertical load-carrying members and reaches design strength
Before, above completed permanent load and construction loads carried by the interim steel-support post arranged and transmit
To engineering pile.Every steel-support post all inserts engineering pile 2.5m, when drill-pouring Construction of Engineering Pile in post steel
After the welding of muscle cage, entirety hangs in hole.For ensureing that steel-support post installs perpendicularity deviation less than its length 1/500
Standard, steel-support post on-station position arranges fixing steel plate, it is ensured that the horizontal level of steel-support post, with axis
Plane Angle, capital absolute altitude and perpendicularity.Behind every steel-support post lifting location, forbid heavy mechanical equipment
Near stake holes and fixing steel plate, fixing steel plate in the 48h after pile concrete has watered, must not be removed.Ground
Lower diaphragm wall is that foundation pit enclosure wall is held concurrently as outer wall of basement.
Construction of diaphragm wall uses fluid pressure type grab chute forming technique, carries out unit groove section with " jumping hole method "
Excavate and concreting.Grooving vertical precision is not more than 1/300.The process of diaphram wall sediment is bad can be increased
The settling amount of big diaphram wall, does not carries out scarfing cinder only with reverse circular technique in construction method, also uses
High-pressure injected water method for slurry after wall is become to reinforce, the most pre-buried 2 pressures in every width diaphram wall steel reinforcement cage
Close Grouting Pipe, carries out grouting and reinforcing to 2m depth bounds at the bottom of diaphram wall.Additionally, penetrate by powerful
Stream pump sprays, to bottom land, the stabilizing solution that proportion is little, the sediment at the bottom of hole from a side blow to opposite side, opens simultaneously
Another suction pump, by suction pipe sediment bigger for proportion from opposite side sucking-off, so that sediment obtains at the bottom of hole
To effectively controlling.
Preventing concrete from streaming is the difficult point during construction of diaphragm wall.The present invention uses special joint
Case and locking notch pipe, be filled in and adjacent slot width joint.Joint case hangs bottom land, and bottom embedded depth is the least
In 50cm.After locking notch pipe is in place, for preventing concrete from streaming, at fore shaft from joint case and the locking notch pipe place of fitting well
The earthen backfill of pipe behind is closely knit, efficiently avoid because cell wall landslide, concrete stream and cause to adjacent slot width
Dyskinetic construction accident.The time that pulls of joint case and locking notch pipe is according to the strength grade of concrete, initial set
The resistance of time, final setting time, temperature and diaphram wall considers, and carries out after concrete casting 2h
Little scope loosens joint case and locking notch pipe, hereafter loosens once every 15min, slowly pulls up joint to final set
Case and locking notch pipe.
The speed of pit earthwork excavation progress, is restriction basement and the key of whole engineering construction progress.For
Solve to accelerate the speed cut the earth and reduce the lateral deformation of diaphram wall and ensure that construction quality and construction are pacified
Full contradiction, after taking first open cut, tunneling and machinery are cut the earth, and specifically comprise the following steps that the first floor earthwork is along underground even
Outside continuous wall 10m width, use benzvalene form open cut, dig below cause underground 1 floor layer；± 0.00 floor and underground
After 1 floor layer has been constructed, then carry out the tunneling of 2, the 3 layers of earthwork in underground；Tunneling soil uses excavator, profit
Complete the earthwork horizontal transport in foundation ditch with miniature diesel dump truck, machinery grab bucket and assist small-sized claw bucket sling
It is unearthed from floor reserved opening, completes a cubic metre of earth vertical transport.
Traditional handicraft uses fetal membrane of laying bricks, and casting concrete bed course makees basement floor, and speed of application is slow, mixed
Solidifying soil surface evenness and presentation quality are the most poor, the present invention by 0.7m below excavation of earthwork to floor soffit,
Set up framed bent and install template, to accelerate basement construction progress, it is ensured that the quality of concrete surface.
In order to prevent diaphram wall lateral displacement deformation excessive, produce seepage even structural deterioration, every layer of edge
Diaphram wall carries out blockette construction, a length of the 15 of every piece of block～20m, width be 10～14m, and
Accelerate excavation and the construction of floor of each block earthwork as far as possible, to shorten the Deformation of Diaphragm Wall time, subtract
Thin tail sheep value.
The present invention is first to carry out the construction of the horizontal structures such as basement floor base plate, more successively intert carry out post,
The vertical structure constructions such as shear wall.Therefore concrete column joint seam is more, and muscle quality of connection as main in post is unreliable,
Casting and compacting of concrete leakiness, will directly affect the safety of structure.The main muscle of post connects specific practice and uses as follows:
First end reinforced cut flat with to be connected, end reinforced longitudinal rib to be connected and cross rib screw-rolling machine are used and cuts
The method cut peels a part off, and then directly rolling goes out silking, couples together with special silking adapter,
Form the connection of reinforcing bar.Traditional concrete column muscle is connected as overlapping electric welding, and compared with conventional art, it is excellent
Point has: 1. strength of joint is high, can 100% performance reinforced steel bar strength；2. silking adapter is short, and silking button number is few,
Being not required to torque spanner, easy to operate, connection speed is fast；3. material-saving, energy-conservation, economic, than other machinery even
The mode of connecing saves steel more than 35%.
If post concrete joint position uses grouting material mode to connect, complex operation is time-consuming, directly
Affect the construction speed of superstructure.The present invention takes to connect special bell mouth, coagulation on column template top
Soil is once poured onto top, and post four sides arranges punching block extension vibration board and vibrates, it is ensured that the degree of compaction of concrete.
Joint between diaphram wall two width should reach to bear bending resistance, shearing resistance requirement, should not make strong
Degree and the weak link of rigidity；The most often produce percolating water, therefore traditional underground continuous wall connector is entered
Row improves.
Diaphram wall overlapping part water proof structure of the present invention include diaphram wall, anchor rib, steel seal ring,
Steel plate, expansive concrete, high-strength epoxy resin, diaphram wall buries anchor rib underground, and anchor rib is 7 fonts,
To strengthen anchorage length, anchor rib a diameter of 22～25mm, anchor rib welding steel seal ring, steel seal ring is thick
Degree is 3～4mm, and the width of steel seal ring is 35～45mm, and steel seal ring has blocked the infiltration path of anchor rib,
Anchor rib is avoided to there is infiltration hidden danger.Arranging steel plate outside diaphram wall, steel plate thickness is 10～12mm,
Steel plate arranges preformed hole, preformed hole a diameter of 25～28mm, anchor rib pass steel plate preformed hole, anchor rib and
Space filling high-strength epoxy resin between preformed hole is closed, empty between the steel plate of adjacent diaphram wall
Gap is 15～20mm, pours expansive concrete in space, expansive concrete intensity be C35 or more than, swollen
Swollen concrete can effectively prevent pouring rear concrete and contraction fissure occurs.
The main path keeping underground continuous wall face smooth is to control to reduce groove in work progress by mud
Wall collapses, and therefore, by clean to the sewage in guide groove and dirt removal before grooving, takes for different soil layers
The proportioning of different slurry coat methods, specific as follows: for clay, the weight proportion of slurry coat method is: water is
100%, bentonite is 8%, and soda is 0.12%～0.15%, sodium carboxymethyl cellulose is 0.06%～0.08%；
For silty clay, the proportioning of slurry coat method is: water is 100%, and bentonite is 9%, and soda is
0.16%～0.19%, sodium carboxymethyl cellulose is 0.09%～0.11%；For silt, the proportioning of slurry coat method is:
Water is 100%, and bentonite is 10%, and soda is 0.20%～0.23%, sodium carboxymethyl cellulose is
0.12%～0.14%；For sand, the proportioning of slurry coat method is: water is 100%, and bentonite is 8%～12%,
Soda is 0.24%～0.27%, sodium carboxymethyl cellulose is 0.15%～0.17%.
Diaphram wall of the present invention is foundation pit enclosure wall, is again outer wall of basement, and damp proof insulation barrier performance is poor,
Need to arrange bricking wall away from basement inwall 30cm position inside diaphram wall.Make diaphram wall inwall
And between in being formed between brick clamp wall, play water conservancy diversion and moistureproof effect.
The traditional method that diaphram wall is connected with basement bottom board, floor is to flexibly connect method, i.e. in underground
At the floor absolute altitude of room, diaphram wall cover to reinforcement is cut, exposes main muscle, then with basement floor one
Rise and pour, the most only transmit horizontal force, do not transmit vertical force and moment of flexure.The present invention uses and is rigidly connected
Method, i.e. on the arrangement of reinforcement absolute altitude of basement bottom board and floor, interior wall at diaphram wall is buried reinforcing bar underground and is connect in advance
Refuting device, after basement excavates when construction base plate and floor, its base plate and floor bar are by reinforcing bar connector
Direct and diaphram wall is linked to be entirety, becomes rigid joint, through the underground structure that rigid joint processes,
Performance at the aspect such as anti-settling, resist displacement all can be improved.Compared with traditional method, the present invention shows
So have greatly improved in mechanical property.
For conscientiously improving the effect of temporary support, all it is both needed to prestressing force of constructing when being temporarily supported above construction.①
In the installation process such as column braces, horizontal support, increase by 2 steel plates at steel tube end part and strengthen bearing, steel pipe
After in place, use hydraulic jack pressure, Prestressing that steel pipe is constructed；2. concrete temporary support is all mixed
TEA micro-expanding agent, to be reduced or avoided contraction.
Work efficiency of the present invention is high, the duration is short, reliable in quality, high financial profit, has the following characteristics that
(1) engineering geology and the place of hydrogeology complexity it are applicable to.
(2) place that construction site is narrow and small it is applicable to.The construction site of some engineerings is the narrowest, according to biography
The building enclosure of system, piles in row adds cement mixing pile sealing, and considers enclosure wall and outer wall of basement
Between the scope of operation, then will be substantially reduced building usable floor area.And present invention employs enclosure wall and underground
The technical scheme of outdoor wall unification, then be greatly improved the land utilization ratio in red line.
(3) area that surrounding is complicated and high to security reliability requirement it is applicable to.The people around some engineerings
Under room and road, pipe network facilities is intensive, is embedded with the gas piping of sensitivity under road, can to the safety of foundation pit enclosure
Require the highest by property.In the present invention, diaphram wall adds inner support, forms effective retaining design, rigidity
Greatly, displacement and deformation are little.
(4) engineering of construction period anxiety it is applicable to.The construction period of diaphram wall is than conventional drill-pouring
Stake adds cement mixing pile or rotary churning pile wants much shorter, can shorten for 1/3～1/2 duration, for effectively controlling total lever factor wound
Make condition.
(5) engineering that the excavation of foundation pit degree of depth is big it is applicable to.The excavation of foundation pit degree of depth is the biggest, the water and soil suffered by enclosure wall
Lateral pressure is the biggest, the most easily produces Seepage, and the strength and stiffness that employing is gone along with sb. to guard him piling wall are wanted
Asking the highest, the stability requirement to retaining design is the strictest.And prop up in the present invention, diaphram wall combines
Support, the advantage exactly having possessed these several respects, i.e. big at anti-leakage, intensity and toughness, stability and globality
Aspect has unrivaled superiority.
(6) analyzing from bracing engineering cost, the technical program uses enclosure wall and outer wall of basement unification, than
Traditional method is cost-effective.
Accompanying drawing explanation
Fig. 1 diaphram wall overlapping part water proof structure schematic diagram.
Accompanying drawing mark: 1, diaphram wall, 2, anchor rib, 3, steel seal ring, 4, steel plate, 5, expand
Concrete, 6, high-strength epoxy resin.
Detailed description of the invention
Describe the present invention below in conjunction with accompanying drawing.
The present embodiment is from the beginning of ± 0.00, basement structure part from top to bottom, body structure portion under
And upper carry out construction simultaneously.Basement first carries out the construction of the horizontal structure such as the beam of each layer, plate, then interts and carry out
The vertical structure constructions such as the post of each layer, shear wall.It is not fully completed in vertical load-carrying members and reaches design by force
Before degree, above completed permanent load and construction loads carried by the interim steel-support post arranged and pass
Pass engineering pile.Every steel-support post all inserts engineering pile 2.5m, when drill-pouring Construction of Engineering Pile in post
After steel reinforcement cage welding, entirety hangs in hole.For ensureing that steel-support post installs perpendicularity deviation less than its length 1/500
Standard, steel-support post on-station position arranges fixing steel plate, it is ensured that the horizontal level of steel-support post, with axis
Plane Angle, capital absolute altitude and perpendicularity.Behind every steel-support post lifting location, forbid that big machinery sets
Standby close stake holes and fixing steel plate, must not remove fixing steel plate in the 48h after pile concrete has watered.
Diaphram wall 1 is that foundation pit enclosure wall is held concurrently as outer wall of basement.
Diaphram wall 1 construction uses fluid pressure type grab chute forming technique, carries out unit groove section with " jumping hole method "
Excavation and concreting.Grooving vertical precision is not more than 1/300.Construction method is not followed only with counter
Ring technique carries out scarfing cinder, and after also using into wall, high-pressure injected water method for slurry is reinforced, at every width diaphram wall 1
In steel reinforcement cage, the most pre-buried 2 compaction grouting pipes, carry out slip casting to diaphram wall 1 end 2m depth bounds and add
Gu.Additionally, by powerful jet pump to the bottom land injection little stabilizing solution of proportion, the sediment at the bottom of hole from
One side blow, to opposite side, opens another suction pump simultaneously, by suction pipe sediment bigger for proportion from another
Side sucking-off, so that sediment is effectively controlled at the bottom of hole.
The present embodiment uses special joint case and locking notch pipe, is filled in adjacent slot width joint.Joint case hangs
Putting bottom land, bottom embedded depth is not less than 50cm.After locking notch pipe is in place, for preventing concrete from joint case and
The locking notch pipe place of fitting well is streamed, closely knit in the earthen backfill of locking notch pipe behind.Joint case and locking notch pipe pull the time
The resistance of strength grade, presetting period, final setting time, temperature and diaphram wall 1 according to concrete is combined
Close and consider, after concrete casting 2h, carry out little scope loosen joint case and locking notch pipe, hereafter every 15min pine
Move once, to final set, slowly pull up joint case and locking notch pipe.
Pit earthwork excavation takes tunneling and machinery shoveling after first open cut, specifically comprises the following steps that first floor earthwork edge
Outside diaphram wall 10m width, use benzvalene form open cut, dig below cause underground 1 floor layer；± 0.00 floor
After having constructed with underground 1 floor layer, then carry out the tunneling of 2, the 3 layers of earthwork in underground；Tunneling soil uses and excavates
Machine, utilizes miniature diesel dump truck to complete the earthwork horizontal transport in foundation ditch, machinery grabs bucket and assist small-sized
Claw bucket sling is unearthed from floor reserved opening, completes a cubic metre of earth vertical transport.
The present embodiment, by 0.7m below excavation of earthwork to floor soffit, is set up framed bent and is installed template, to accelerate
Basement construction progress, it is ensured that the quality of concrete surface.
In order to prevent diaphram wall 1 lateral displacement deformation excessive, generation seepage even structural deterioration, every layer
Carry out blockette construction along diaphram wall 1, a length of the 15 of every piece of block～20m, width be 10～14m,
And accelerate excavation and the construction of floor of each block earthwork as far as possible, to shorten diaphram wall 1 deformation time,
Reduce shift value.
The main muscle of post connects specific practice and uses as follows: first end reinforced cut flat with to be connected, by steel to be connected
The longitudinal rib of muscle end and cross rib screw-rolling machine use the method for cutting to peel a part off, then directly rolling wire vent
Stricture of vagina, couples together with special silking adapter, forms the connection of reinforcing bar.
If post concrete joint position uses grouting material mode to connect, complex operation is time-consuming, directly
Affect the construction speed of superstructure.The present embodiment takes to connect special bell mouth on column template top, mixed
Solidifying soil is once poured onto top, and post four sides arranges punching block and hangs vibration board and vibrate, it is ensured that concrete closely knit
Degree.
Fig. 1 is diaphram wall overlapping part water proof structure schematic diagram.The present embodiment diaphram wall clinch
Position water proof structure include diaphram wall 1, anchor rib 2, steel seal ring 3, steel plate 4, expansive concrete 5,
High-strength epoxy resin 6, diaphram wall 1 buries anchor rib 2 underground, and anchor rib 2 is 7 fonts, and anchor rib 2 is straight
Footpath is 22mm, and anchor rib 2 welds steel seal ring 3, and steel seal ring 3 thickness is 3mm, steel seal ring 3
Width be 35～45mm, steel plate 4 is set outside diaphram wall 1, steel plate 4 thickness is 10mm, steel plate
4 arrange preformed hole, a diameter of 25mm of preformed hole, and anchor rib 2 is through steel plate 4 preformed hole, anchor rib 2 He
Space filling high-strength epoxy resin 6 between preformed hole is closed, between the steel plate of adjacent diaphram wall
Space is 15～20mm, pours expansive concrete in space, expansive concrete intensity be C35 or more than,
Expansive concrete can effectively prevent pouring rear concrete and contraction fissure occurs.
When diaphram wall 1 is constructed, different soil layers is taked to the proportioning of different slurry coat methods, the most such as
Under: for clay, the weight proportion of slurry coat method is: water is 100%, and bentonite is 8%, and soda is
0.12%～0.15%, sodium carboxymethyl cellulose is 0.06%～0.08%；For silty clay, joining of slurry coat method
Ratio is: water is 100%, and bentonite is 9%, and soda is 0.16%～0.19%, sodium carboxymethyl cellulose is
0.09%～0.11%；For silt, the proportioning of slurry coat method is: water is 100%, and bentonite is 10%, pure
Alkali is 0.20%～0.23%, sodium carboxymethyl cellulose is 0.12%～0.14%；For sand, slurry coat method
Proportioning is: water is 100%, and bentonite is 8%～12%, and soda is 0.24%～0.27%, carboxymethyl cellulose
Sodium is 0.15%～0.17%.
The present embodiment diaphram wall 1 is foundation pit enclosure wall, is again outer wall of basement, damp proof insulation barrier performance
Difference, needs to arrange bricking wall away from basement inwall 30cm position inside diaphram wall 1.
Diaphram wall 1 and basement bottom board, floor are connected by the method for being rigidly connected, i.e. at basement bottom board
With on the arrangement of reinforcement absolute altitude of floor in advance interior wall at diaphram wall 1 bury reinforcing bar connector underground, open at basement
After digging when construction base plate and floor, its base plate and floor bar be direct and diaphram wall 1 by reinforcing bar connector
It is linked to be entirety and becomes rigid joint.
All it is both needed to prestressing force of constructing when being temporarily supported above construction.1. column braces, horizontal support etc. were installed
Cheng Zhong, increases by 2 steel plates at steel tube end part and strengthens bearing, after steel pipe is in place, uses hydraulic jack pressure,
To steel pipe construction Prestressing；2. concrete temporary support all mixes TEA micro-expanding agent, so that receipts are reduced or avoided
Contracting.
Claims (1)
1. a foundation ditch construction method, is characterized in that from the beginning of ± 0.00, and from top to bottom, body structure portion carries out construction to basement structure part the most simultaneously；Basement first carries out the beam of each layer, plate level structure construction, then interts and carry out the post of each layer, the construction of shear wall vertical structure；Before vertical load-carrying members are not fully completed and reach design strength, above completed permanent load and construction loads carried by the interim steel-support post arranged and pass to engineering pile；Every steel-support post all inserts engineering pile 2.5m, and when drill-pouring Construction of Engineering Pile, after post steel reinforcement cage welds, entirety hangs in hole；For ensureing that the perpendicularity deviation standard less than its length 1/500 installed by steel-support post, steel-support post on-station position arranges fixing steel plate, it is ensured that the horizontal level of steel-support post, with Plane Angle, capital absolute altitude and the perpendicularity of axis；Behind every steel-support post lifting location, forbid that heavy mechanical equipment must not remove fixing steel plate in stake holes and fixing steel plate, the 48h after pile concrete has watered；
Construction of diaphragm wall uses fluid pressure type grab chute forming technique, carries out excavation and the concreting of unit groove section with " jumping hole method "；Grooving vertical precision is not more than 1/300；Not carrying out scarfing cinder only with reverse circular technique in construction method, also use into high-pressure injected water method for slurry after wall and reinforce, in every width diaphram wall steel reinforcement cage, the most pre-buried 2 compaction grouting pipes, carry out grouting and reinforcing to 2m depth bounds at the bottom of diaphram wall；In addition, by powerful jet pump to spraying the stabilizing solution that proportion is little at the bottom of hole, the sediment at the bottom of hole from a side blow to opposite side, open another suction pump simultaneously, by suction pipe sediment bigger for proportion from opposite side sucking-off, so that sediment is effectively controlled at the bottom of hole.
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| CN105862875A (en) * | 2016-04-15 | 2016-08-17 | 肖锐 | Support structure and construction method thereof |
| CN105780780A (en) * | 2016-04-15 | 2016-07-20 | 肖锐 | Pile-wall combination supporting structure |
| CN108425362A (en) * | 2018-02-01 | 2018-08-21 | 中建三局集团有限公司 | A kind of earthwork transportation system and construction method for base pit engineering |
| CN112159160A (en) * | 2020-09-12 | 2021-01-01 | 北京综建科技有限公司 | Energy-saving environment-friendly backfill material and construction process thereof |
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