CN110106889A - A kind of deep basal pit perfusion slope protection pile adds cable bolting construction - Google Patents

Abstract

A kind of deep basal pit perfusion slope protection pile adds cable bolting construction, comprising the following steps: Step 1: production steel reinforcement cage；Step 2: smooth location；Step 3: unwrapping wire；Step 4: drilling, concrete perfusion；Step 5: hanging steel reinforcement cage；Step 6: broken pile head；Step 7: stake top crown beam is constructed；Step 8: unwrapping wire；Step 9: production anchor cable body: Step 10: anchor cable pore-forming；Step 11: placing anchor cable；Step 12: first time slip casting；Step 13: second of slip casting；Step 14: waist rail production and installation；Step 15: tensioning and locking；Step 16: anchor head is protected.By practical application, engineering cost is reduced, shortens the duration of a project, it is ensured that foundation engineering safe construction.

Description

A kind of deep basal pit perfusion slope protection pile adds cable bolting construction

Technical field

The present invention relates to building field, especially a kind of deep basal pit perfusion slope protection pile adds cable bolting construction.

Background technique

With the fast development of construction industry, the construction of skyscraper and the utilization of the underground space have stimulated deep-foundation pit engineering The development of excavation and support technology.Newly-built skyscraper is mostly deeper basis and multi-storey basement, and embedded depth of foundation part is Reach 15m or more, and its foundation pit nearby has pipeline, road and building more, in order to ensure construction quality and the peace of personnel's property Entirely, guarantee to close on pipeline, road and building it is without damage, by constantly applying construction industry new technology, new process, in deep basal pit Work progress in, through long felt and perfect, summary forms deep basal pit perfusion slope protection pile and adds cable bolting construction.It is logical Practical application is crossed, engineering cost is reduced, shortens the duration of a project, it is ensured that foundation engineering safe construction.

Summary of the invention

In order to solve above-mentioned problems of the prior art, the present invention provides a kind of deep basal pit perfusion slope protection pile and adds anchor cable Supporting construction engineering method.

The technical solution adopted by the present invention to solve the technical problems is: a kind of deep basal pit perfusion slope protection pile adds cable bolting Construction, comprising the following steps:

Step 1: production steel reinforcement cage；

Step 2: smooth location: removing field using smooth locations such as bull-dozer, loading machines according to the requirement of designed elevation Barrier, sundries in ground exclude ponding, making temporary road；

Step 3: unwrapping wire: controlling net according to design drawing and the construction line-putting, position bored concrete pile central point；In pile center's point Place squeezes into the drill rod of diameter 25mm or more, forms the hole of 500mm depth, extracts drill rod, inserts lime identification pile position；Unwrapping wire knot Shu Hou is veritified by Project Technical responsible person liver mass person, builder, professional section chief, class monitor and group leader, and is reported Project Director science and engineering journey Teacher or construction unit project leader review；

Step 4: drilling, concrete perfusion；

Step 5: hanging steel reinforcement cage；

Step 6: broken pile head；

Step 7: stake top crown beam is constructed；

Step 8: unwrapping wire: according to the anchor pole spacing of design requirement, every excavation level-one, level-one anchor pole of constructing；By drawing Absolute altitude, draw logical line in slope protection pile (4-6) side wall, and squeeze into reinforcing bar or drill rod on needing the point to drill, indicate bore position, Deviations are not greater than 20mm；The reinforcing bar of the hole location is pulled out before drilling；

Step 9: production anchor cable body:

Step 10: anchor cable pore-forming: using drilling machine pore-forming；Drilling machine should be placed on secured, stable bracket, be kept after in place Steadily, guide rod or drilling machine vertical shaft are consistent with Soil Anchor Design inclination angle, and on the same axis；Bit diameter, which should meet design aperture, to be wanted It asks, drilling depth should be greater than design hole depth 0.5m；

Step 11: placing anchor cable: after verification anchor cable number is consistent with hole number, anchor cable being steadily sent into hole, until length Meet design requirement；After anchor cable enters hole, Grouting Pipe (3-6) nozzle should ensure that apart from bottom hole 100mm-300mm, if in the process of feeding Middle discovery Grouting Pipe (3-6) is more than 50mm along the displacement of axis, anchor cable body all should be removed hole, is re-fed into after binding again In hole；

Step 12: first time slip casting；

Step 13: second of slip casting；

Step 14: waist rail production and installation；

Step 15: tensioning and locking；

Step 16: anchor head is protected: after the completion of the anchorage cable stretching for needing reinforcement tensioning, carrying out hole-sealing grouting；Injecting paste material When reaching design strength, 100mm steel strand wires (3-3) is stayed from anchorage (4-3) amount, remaining part is clipped with hand grinder, Then the cement mortar protective course that thickness is not less than 50mm is coated outside it.

The present invention compared to the prior art, the advantage is that:

Advantage one, use advantages:

Steel reinforcement cage technology is inserted after 1-1 not limited by level of ground water, it can be in pile under unfavorable geological condition.It is not used when pile Mud off, it is economic and environment-friendly without preparing mud.

1-2 pile concrete uses Superfluid state concrete, has that coefficient of friction is low, good fluidity, dispersion resistance are good, stone It can suspend wherein, without vibration, large dosage industrial waste more saves the characteristics such as cement, belongs to green high performance concrete.

1-3 long-spiral drilling machine can drill, can guncreting, can be inserted into steel reinforcement cage, a tractor serves several purposes saves crane machine-team.

1-4 slope protection pile (4-6) Prestressing anchor cable goes shield depth big, and horizontal force resistant effect is good.Anchor cable body uses steel strand wires (3-3) and secondary grouting significantly improves anchorage cable anchoring power, saves construction space.

Advantage two, use scope are wide:

This engineering method of 2-1 is suitable for designing the foundation pit supporting project using perfusion slope protection pile (4-6) plus anchor cable.

2-2 level of ground water is higher, easy collapse hole, and the stratum that full screw earth auger can be crept into, such as banket, silty clay, Clay silt, Extra-fine sand, sand pebble layer etc., can be used this engineering method.When cobble partial size is larger or boulder bed is thicker, should analyze A possibility that full screw earth auger drilling and forming hole.

For 2-3 grout pile diameter preferably in 300mm-800mm, stake is long preferably in 20m.

2-4 bored concrete pile longitudinal stress muscle is uniformly distributed, the bored concrete pile of non-uneven arrangement of reinforcement.

Advantage three, technological principle are advanced:

3-1 slope protection pile (4-6) construction is using the working procedure for being inserted into steel reinforcement cage after first concrete perfusion.Use long screw auger Machine pore-forming presses in Ti Zuan then by drilling rod center and fills Superfluid state concrete.

When 3-2 is inserted into steel reinforcement cage, using the vibratory equipment at the top of steel reinforcement cage, vibration force is reached by steel reinforcement cage by pressure cage bar Bottom makes steel reinforcement cage sink down into predetermined altitude, while jolt ramming pile concrete.

After 3-3 slope protection pile (4-6) and stake top crown beam are fully completed, stage excavation and anchor cable of constructing, one end of anchor cable and shield Slope stake (4-6) connection, the other end are anchored in foundation soil, are born soil layer to the active lateral pressure of slope protection pile (4-6), are utilized The anchor force on stratum maintains the stabilization of slope protection pile (4-6).By slope protection pile (4-6) and the collective effect of anchor cable, side slope is controlled Displacement and sedimentation.

Additional aspect and advantage of the invention will be set forth in part in the description, and will partially become from the following description Obviously, or practice through the invention is recognized.

Detailed description of the invention

In order to more clearly explain the embodiment of the invention or the technical proposal in the existing technology, to embodiment or will show below There is attached drawing needed in technical description to be briefly described, it should be apparent that, the accompanying drawings in the following description is only this Some embodiments of invention for those of ordinary skill in the art without creative efforts, can be with It obtains other drawings based on these drawings.

Fig. 1 is slope protection pile (4-6) construction flow chart of the invention；

Fig. 2 is construction prestressed cable process flow of the invention；

Fig. 3 is steel reinforcement cage lower flat schematic diagram of the invention；

Fig. 4 is A-the A sectional view figure of Fig. 3 of the present invention；

Fig. 5 is elevation control point schematic diagram of the invention；

Fig. 6 is that anchoring section Grouting Pipe (3-6) of the invention makes detail drawing；

Fig. 7 is that anchor cable system of the invention makees schematic diagram；

Fig. 8 is A-the A sectional view of Fig. 7 of the present invention；

Fig. 9 is B-the B sectional view of Fig. 7 of the present invention

Figure 10 is C-the C section of Fig. 7 of the present invention

Figure 11 is waist rail of the present invention and tension ground tackle (4-3) schematic diagram；

Description of symbols: stake longitudinal stress muscle (1)；Tie hoop (2)；Pile top reinforces stirrup (3)；Absolute altitude controls reinforcing bar (4)；Pore (2-1)；Adhesive tape (2-2)；PVC casing (3-1)；Anti-corrosion grease (3-2)；Steel strand wires (3-3)；Iron wire (3-4)；It is right Middle bracket (3-5)；Grouting Pipe (3-6)；Guiding cap (3-7)；PVC casing (3-1)；Steel strand wires (3-3)；Iron wire (3-4)；Centering branch Frame (3-5)；Secondary grouting pipe (3-6)；Guiding cap (3-7)；Hole wall (3-8)；Once grouting pipe (3-9)；Steel strand wires (3-3)；PVC Casing (3-1)；Anchorage (4-3)；Backing plate (4-4)；Channel steel (4-5)；Slope protection pile (4-6).

Specific embodiment

Disclosed exemplary embodiment that the present invention will be described in more detail below with reference to accompanying drawings, these embodiments be in order to The present invention is enough thoroughly understood, and range disclosed by the invention can be fully disclosed to those skilled in the art. Although showing exemplary embodiment disclosed by the invention in attached drawing, it being understood, however, that the present invention without that should be illustrated here Embodiment limited.

A kind of deep basal pit perfusion slope protection pile adds cable bolting construction, comprising the following steps:

Step 1: production steel reinforcement cage:

1-1. processes slope protection pile (4-6) longitudinal reinforcement according to Steel Reinforcing Bar Material list.In same jointing, longitudinal reinforcement is connect Head area percentage should not exceed 50%.

1-2. makes steel reinforcement cage by drawing, using reinforcing bar cage seam welding.

After 1-3. steel reinforcement cage unloads, interior reinforcing rib is machined using curved arc, is welded in inside steel reinforcement cage by manually putting.

1-4. is welded earrings by design requirement on steel reinforcement cage, the measure as control main reinforcement concrete cover.

Main reinforcement at the 500mm of steel reinforcement cage lower end is curved to the inside 15 ° -30 ° using special spanner and is welded to each other by 1-5., In in hexagonal angle be distributed in three reinforcing bar replication 100mm on a circumference or so welding, as steel reinforcement cage and pressure cage bar connection Connector.

It is inserted in pvc pipe on 1-6. stake top reinforcing bar, after preventing perfusion from completing concrete and rebar solidification, when broken pile head can not be clear Except residue.

Elevation control point is arranged in steel reinforcement cage upper end in 1-7., with the control point red paint marking pile top mark height+500mm.

Step 2: smooth location: removing field using smooth locations such as bull-dozer, loading machines according to the requirement of designed elevation Barrier, sundries in ground exclude ponding, making temporary road.

Step 3: unwrapping wire: controlling net according to design drawing and the construction line-putting, position bored concrete pile central point.In pile center's point Place squeezes into the drill rod of diameter 25mm or more, forms the hole of 500mm depth, extracts drill rod, inserts lime identification pile position.Unwrapping wire knot Shu Hou is veritified by Project Technical responsible person liver mass person, builder, professional section chief, class monitor and group leader, and is reported Project Director science and engineering journey Teacher or construction unit project leader review.

Step 4: drilling, concrete perfusion:

After 4-1. drilling machine is in place, holding drilling machine is steady, adjustment boring tower is vertical.Check drilling rod connection whether securely, apex point With stake site whether centering.Drill bit and stake site deviation are not greater than 20mm.It, should be by the soil in drilling rod, apex point before drilling machine starting Block, remaining concrete etc. are cleaned out.

4-2. drilling and forming hole.Pore-forming should be bored using the method for interval pore-forming by the state modulator that pile engineer testing determines Into speed.In drilling process, drilling rod must not be inverted or promoted.When must such as promote drilling rod or reversion, drilling rod should be mentioned to ground, Apex point unlatching door is cleaned again, debug, is sealed.

In 4-3. drilling process, when encounter bit freezing, drilling machine rocks, deflection or when being abnormal the sound, should stop to bore immediately, look into Bright reason, takes measures, and can continue operation.

After 4-4. drilling machine is drilled into designed elevation, keeps sky in situ to bore a few, soil zone is gone out outside stake holes.Promote drilling rod After 200mm-300mm, it is first pumped into concrete and the 10s to 20s that pauses, then mentions brill in perfusion, be carried out continuously, uninterruptedly.It mentions Drilling speed degree should match with concrete pumping amount, and drill bit should be kept, not less than 1000mm, to keep in hopper in concrete surface lower part Concrete height is not less than 400mm.

4-5. is filled to stake top absolute altitude, should continue superfilled 500mm, then stop pump concrete.Clear up the void around stake holes Soil, telephone-moving wait or carry out pore-forming and the perfusion of lower pile.

Step 5: hanging steel reinforcement cage:

5-1. will press cage bar to penetrate steel reinforcement cage, and the main suspension hook provided for oneself using drilling machine is sling steel reinforcement cage and pressure cage bar vertically, Secondary suspension hook, which slings vibratory equipment, to be placed at the top of pressure cage bar.It is directed at aperture when placing steel reinforcement cage, keeps vertical center.Lead to when decentralization It crosses in steel reinforcement cage self weight insertion stake holes concrete, when with when slowing of insertion of being self-possessed, starting vibratory equipment, by pressing cage bar Interted downwards by bottom-boot steel reinforcement cage.

5-2. should be using the heavy cage working system of incomplete off-load, to guarantee steel reinforcement cage vertical centering in construction.

5-3. copies mark height when cage top reinforcing bar is up to stake top absolute altitude, with level cooperation Sopwith staff.

5-4. absolute altitude closes vibratory equipment after reaching design requirement, and suspension hook receives wirerope upwards, promotes pressure cage bar and goes out stake holes. After pressing cage bar to remove stake holes, it is horizontally arranged and fixes.

When 5-5. presses cage bar to remove, stake holes inner concrete should be manually supplemented in time, and with vibrating spear by stake top concrete Vibration compacting.

Step 6: broken pile head:

(after perfusion -7 days 3 days) excavate inter-pile soil after 6-1. slope protection pile (4-6) pile body concrete reaches some strength.Between stake Soil uses hand excavation, when using mechanical excavation, it should be noted that must not touch pile body.

6-2. abolishes pile crown using pile cutting machine.Quantity module is set according to stake diameter, pile cutting machine is connected to workbench, is pressed from both sides Firmly pile crown, regulating system pressure are pressurizeed to oil cylinder, until concrete-pile is in suppressing lower fracture.Platform is utilized after pile crown truncation Lifting force promotes pile crown, and moves to designated position stacking.

Step 7: stake top crown beam is constructed:

7-1. clears up pile crown concrete surface, and surface must not have loose concrete disintegrating slag, soil, floating ash.

7-2. unwrapping wire, formwork and the C15 concrete cushion for pouring 100mm thickness, keep bed die smooth solid.

7-3. binds crown beam reinforcing bar, inside pile body longitudinal reinforcement bent anchor to crown beam.Acceptance of concealed work is carried out, after qualified It can casting concrete.

Step 8: unwrapping wire: according to the anchor pole spacing of design requirement, every excavation level-one, level-one anchor pole of constructing.By drawing Absolute altitude, draw logical line in slope protection pile (4-6) side wall, and squeeze into reinforcing bar or drill rod on needing the point to drill, indicate bore position, Deviations are not greater than 20mm.The reinforcing bar of the hole location is pulled out before drilling.

Step 9: production anchor cable body:

9-1. anchor cable cutting length is considered as depth of pore forming, waist rail size, pedestal size, tensioning fixation equipment size and opens Pulling process surplus.It intercepts steel strand wires (3-3) to be truncated using cutting machine, electric welding or gas cutting must not be used to be truncated.

9-2. makes secondary grouting pipe (3-6).Secondary grouting pipe (3-6) uses DN20 steel pipe, presses in anchoring segment limit It is arranged according to 250mm spacingHole, blend compounds band (2-2) interim sealing of hole.

A locating support is arranged along the every 2m of anchor cable body axis direction in 9-3., binds once grouting pipe in anchor cable body bottom (3-9), while secondary grouting pipe (3-6) is penetrated in the middle part of locating support, it is incorporated into anchor cable body together.Once grouting pipe (3-9) pipe Mouth should be more than anchor cable body end portion 200mm-400mm.

9-4. is inserted in casing in the design free segment of anchor cable, injects anti-corrosion grease (3-2) in casing.

Finally the guiding cap (3-7) on anchor cable body end headgear, number are spare by 9-5..

Step 10: anchor cable pore-forming: using drilling machine pore-forming.Drilling machine should be placed on secured, stable bracket, be kept after in place Steadily, guide rod or drilling machine vertical shaft are consistent with Soil Anchor Design inclination angle, and on the same axis.Bit diameter, which should meet design aperture, to be wanted It asks, drilling depth should be greater than design hole depth 0.5m.

Step 11: placing anchor cable: after verification anchor cable number is consistent with hole number, anchor cable being steadily sent into hole, until length Meet design requirement.After anchor cable enters hole, Grouting Pipe (3-6) nozzle should ensure that apart from bottom hole 100mm-300mm, if in the process of feeding Middle discovery Grouting Pipe (3-6) is more than 50mm along the displacement of axis, anchor cable body all should be removed hole, is re-fed into after binding again In hole.

Step 12: first time slip casting:

12-1. slip casting use cement-sand ratio for 1: 0.5-1: 1 cement mortar.Slurries should stir evenly, with mix with.

12-2. Grouting Pipe (3-6) is slowly extracted with the injection at slurry night, and nozzle should be always under Starch Level.To slurries It is all extracted when overflowing aperture.

0.5MPa-1.5MPa can be used in the pressure of 12-3. once grouting.

After 12-4. grouting, before slurry intensity meet design requirements, steel strand wires (3-3) must not be disturbed.

Step 13: second of slip casting:

Second of slip casting of 13-1. uses the multiple after-teeming of neat slurry, and the neat slurry ratio of mud is 0.5-0.55, grouting pressure It is maintained at 3.0Mpa-5.0Mpa；The grout outlet of Grouting Pipe (3-6) should take check measure；When second of slip casing by pressure, terminate The pressure of slip casting is no less than 1.5MPa.

When 13-2. is using segmentation secondary splitting grouting technique, slip casting is preferably carried out after concretion body strength reaches 5MPa, slip casting Sequence should be segmented from inside to outside successively to be carried out.

Slip casting time interval is 10h-12h to 13-3. twice,；Termination grouting pressure when second of slip casing by pressure is not answered small In 1.5MPa.

Step 14: waist rail production and installation:

14-1. is combined into waist rail using two channel steel (4-5) groups.Preset clearance between channel steel (4-5) makes steel strand wires (3-3) It is passed through from gap.

14-2. passes through mechanical hoisting channel steel (4-5) and installs, and is fixed on side slope protection pile (4-6) at the absolute altitude of anchor cable aperture On wall.Wedge type backing plate (4-4) uses the steel plate of 15mm thickness.Waist rail installation requirement height is consistent, answers connector pair in the horizontal direction It answers.Face contact is required between waist rail, cushion block and stake, it must not point contact.When necessary, the stake of opposite evagination drum is needed to carry out artificial chisel It is flat.

The pressure-bearing surface of 14-3. channel steel (4-5) is answered smooth, and the gap between upper and lower channel steel (4-5) should be parallel to anchor cable body axis Line direction.

Step 15: tensioning and locking:

Tensioning equipment should be demarcated before 15-1. anchorage cable stretching.

For 15-2. by cured under same condition cement mortar block inspection, intensity reaches the 75% of 15MPa or design strength with top It can carry out tensioning.

Before the formal tensioning of 15-3., 0.1-0.2 times of pulling force design value is taken, to the pre- tensioning of anchor cable 1 time -2 times, keeps the body of rod complete Complete straight, each location contacts are close.

When 15-4. tensioning, loading speed is maintained at 40kN/min, and rate of debarkation is preferably the 20% of design stress.Answer tensioning It is locked to the 105%-110% of design load, then by specified value.

After the locking of 15-5. prestress anchorage cable in 48 hours, if discovery loss of prestress is greater than axis force of anchor design value 10%, benefit tensioning should be carried out.

15-6. carries out tensioning using " jumping a method ", avoids the stress loss of adjacent anchorage cable stretching.

Step 16: anchor head is protected: after the completion of the anchorage cable stretching for needing reinforcement tensioning, carrying out hole-sealing grouting.Injecting paste material When reaching design strength, 100mm steel strand wires (3-3) is stayed from anchorage (4-3) amount, remaining part is clipped with hand grinder, Then the cement mortar protective course that thickness is not less than 50mm is coated outside it.

In practice, deep basal pit perfusion slope protection pile adds the material of cable bolting construction and equipment as follows:

1 coagulation local product selects commerical ready-mixed concrete, and quality should meet national current standard " ready-mixed concrete " GB/T14902 In regulation.Concrete slump is preferably 180mm-220mm, and maximum size of coarse aggregate is not preferably greater than 30mm.

Specification, the model of 2 reinforcing bars should meet design requirement, Shi Yingyou quality certificate of marching into the arena, handler, purchaser's stamped signature It is complete, and indicate and be intended that with position, quantity of marching into the arena.By management witness sampling inspection after marching into the arena, retrial is qualified.Steel storage space It should dry, is smooth, is solid, draining unobstructed, must not have together with rodent placing of material with acid, alkali, salt, cement etc..It is different The steel of kind should classify stacking, prevent contact corrosion.

3 steel strand wires (3-3) Ying Fuhe existing national standards " steel strand wires (3-3) for prestressed concrete " GB/T5224 and Relevant regulations in " steel strand wires (3-3) for prestressed concrete " national standard the 1st modification list.Steel strand wires (3-3) must not connect It connects, must not there is mechanical damage or serious corrosion.

4 cement use ordinary portland cement, composite Portland cement, it is proposed that use sulfate-resistant cement, must not use High alumina cement.Strength grade uses 42.5 grades or more, and quality should meet national current standard " common portland cement " Regulation in GB175.

5 sand should meet the regulation in national current standard " building sand " GB14684.It is qualified that sand supplier should provide factory Card, should carry out retrial after marching into the arena, retrial result must be qualified.Sand should be sieved before use, and partial size is not greater than 2mm；Clay content It is not greater than 3% by weight, the content of the harmful substances such as mica, organic matter, sulfide and sulfate is not by weight in sand It obtains and is greater than 1%.

Water used in 6 mixing cement slurries and mortar should meet the rule in national current standard " concrete water standard " JGJ63 It is fixed.Should not contain in water influences the harmful substance that cement is normally condensed and hardened, and must not use sewage.

7 anchorages (4-3) performance should meet national current standard " use for tendon anchorage (4-3), fixture and connector " GB/ Regulation in T14370.The anchoring efficiency of anchorage (4-3) should at least play 95% or more of prestressing force body of rod Ultimate Tensile power, Overall strain when reaching actual measurement ultimate tension should be less than 2%.Anchorage (4-3) should have the function of compensating tensioning and relaxation, can adopt With the anchor head of adjustable pulling force.Anchorage (4-3) cover need to should cover completely anchor pole head using steel or plastic material production processing With the tail end of presstressed reinforcing steel, watertightness seam should be with the seam of bearing surface.

It when 8 selection anchor cable drilling machine, should be selected according to geological mapping data, hard cohesive soil and the soil layer for being not easy collapse hole Geological drilling rig, screw machine and earth boring auger machine are preferably selected, the soil layer for being saturated cohesive soil and easy collapse hole preferably selects the native anchor with protection casing Special drilling machine.

9 plants are shown in Table.

In practice, deep basal pit perfusion slope protection pile adds the quality of cable bolting construction to control as follows:

1 slope protection pile (4-6) main reinforcement spacing tolerance ± 10mm, length tolerance ± 100mm, tie hoop spacing permit Perhaps deviation ± 20mm.

(4-6) stake of 2 slope protection piles position tolerance -20mm, perpendicularity deviation < 0.5%, stake position tolerance ± 50mm. After abolishing pile crown, Ying Caiyong low-strain dynamic measure method detects pile body integrity.

3 rock-bolt length tolerance+30mm, hole location tolerance 50mm, dip angle of hole tolerance ± 3 °, free segment set Length of tube tolerance ± 50mm.

When 4 temperature are higher than 30 DEG C, heat-barrier material is preferably covered on delivery pump pipe, should sprinkle water cooling at regular intervals

When 5 perfusion slope protection pile (4-6) pile concrete, drilling rod, which promotes speed, to match with concrete pumping speed.Stake Machine hand should judge the full situation of drilling rod inner concrete according to the gas vent for being located at drilling rod top, to control the promotion of drilling rod Speed.

It should set that draining, intercept water measure at the top of 6 foundation pits, foundation pit bottom surrounding preferably sets gutter and sump, and excludes to accumulate in time Water.

In practice, deep basal pit perfusion slope protection pile adds the safety measure of cable bolting construction as follows:

1 bar bender should be equipped with tight mouth work clothes, protection toes safety shoe and gloves.When bar straightening, dust-proof mouth should be equipped with Cover, is preferably equipped with safety goggles.When reinforcement welding operation, Ying Peibei colored safety lens.When lifting, shouldering reinforcing bar, anchor cable, pad should be equipped with Shoulder.

When 2 levelling of the land, broken pile head, when live deposit height is more than 1.8m, should surrounding be arranged warning mark or Protective fence, when cleaning, forbid to draw digging.

3 in addition to Foundation Pit Support Design allows, and foundation pit side must not mound, windrow, placement construction equipment.

When 4 lifting steel reinforcement cage, must not stand people within the scope of drilling machine and steel reinforcement cage horizontal distance 5m.When stretch-draw anchor, before aperture Must not just stand people.

5 hand-hold shearing units, concrete vibration stick power supply line should use weatherability type eraser sheath copper core flexible cable, Wherein vibrating spear cable must make somebody a mere figurehead.All power supply lines must not have any damaged and connector, any spreading or must not change.

The construction equipments such as 6 loading machines, long-spiral drilling machine, concrete pump, jumbolter, slip casting machine should be by existing before use Professional standard " building machinery uses act of technique for security " JGJ33, " Mechanical Equipment at Construction Site Examined effect regulation " JGJ160 In regulation checked.

When 7 slope protection piles (4-6) are constructed, it is necessary to which the handover time of reasonable arrangement construction personnel allows construction personnel to have appropriate Time of having a rest prevents tired operation.

After 8 abolish pile crown, the exposed reinforcing bar of pile crown should take measures to protect, and avoid hurting sb.'s feelings.

In practice, deep basal pit perfusion slope protection pile adds the environmental protection measure of cable bolting construction as follows:

It should be arranged at 1 construction site entrance and rinse facility, cesspool and gutter, vehicles passing in and out should be carried out by special messenger Cleaning is kept a public place clean.Waste water should can be discharged into municipal drainage pipe network after precipitating filtering reaches standard in.

2 when abolishing pile crown, should take sound insulation, dust suppression measure.

When the 3 transport earthwork and pile crown, closed haulage vehicle should be used.

4, which carry on construction work at night, to go through the formalities, and the adverse effect of should take measures reduction sound, light.

In 5 work progress, oil leak when to construction equipment and equipment maintenance, operation, storage should take effective isolation to arrange It applies, it must not direct contaminated soil.Oil leak should be collected uniformly and carry out harmless treatment.

In practice, deep basal pit perfusion slope protection pile adds the performance analysis of cable bolting construction as follows:

1 economic benefit

Through the method for protecting support to double-row pile compared with slope protection pile (4-6) plus cable bolting method cost, using deep basal pit Perfusion slope protection pile adds the method for cable bolting, and cost is relatively low, at the same safety, rapidly, it is reliable.Now with 18.00m long, 15.00m is deep For pattern foundation pit supporting structure, the pile body length of design slope protection pile (4-6) is 28.00m, stake diameter 0.80m, spacing 1.80m, anchor cable length 25.00m, anchor diameter 0.15m, spacing 1.80m, vertical direction arrange three rows, the cost price of slope protection pile (4-6) according to 800 yuan every meter, Anchor cable cost price is according to every meter of 150 yuan of calculating:

Total cost when using DOUBLE-ROW SLOPE PROTECTION PILES (4-6) is first for 28 × 2 × 700 × 19=744800, then every linear meter Expense be about 41378 yuan；When use slope protection pile (4-6) plus total cost when cable bolting for 19 × 28 × 700+18 × 3 × 25 × 200=642400 member, then the expense of every linear meter is about 35689 yuan.Through comparing, saved using amounting to after engineering method construction Cost is 102400 yuan, and every linear meter save the cost expense is 5689 yuan.The engineering method is by the practice in two engineerings Using 235.40 ten thousand yuan of save the cost expense of total.

2 social benefits

This engineering method uses do mechanization operation, and quick construction is flexible, and speed of application is fast, short time limit.Support form belongs to actively With the reinforcement system of passive double action, soil deformation is controlled by the passive effect of slope protection pile (4-6), then is applied by anchor cable Prestressing force, can active control soil deformation, adjust Soil mass state, the collective effect through the two, stressed effect changes significantly It is kind, to improve the overall stability of the soil body.After practical implementation, maximum deformation quantity≤20mm of deformation observation；Quilt The concrete mixer and tank car phenomenon without exception of the foundation pit side road 25t of supporting；20t excavator and crane are being cheated along upper digging Soil has no unstable phenomenon when hanging soil；Around foundation pit and away from hole side 2m building have no collapse, crack phenomena such as, building use Normally.

In short, this engineering method reasonable utilization land resource, and land resource has been saved to greatest extent, and to subsequent Construction provides bigger working space；Reduce environmental pollution；Adjacent line, road and building are protected well, and Its service life is extended, construction unit is very satisfied.

In practice, deep basal pit perfusion slope protection pile adds the application example of cable bolting construction as follows:

1 area Business square B, bass spy's rehabilitation road, Xi'an

Xi'an bass spy's rehabilitation road area Business square B engineering is located at Xi'an long tassel West Road and through nine tunnel crossroads west Beijiao.This engineering overall floorage is 239966m², building height 44.70m is frame-shear-wall structure, seismic fortification intensity For octave, design life is 50 years, and pattern foundation pit supporting structure length is 457m, adds cable bolting to apply using deep basal pit perfusion slope protection pile Work engineering method adds up about 2770543 yuan of save the cost.

2 Xi'an Jiao great Er Fu institute engineerings

This engineering is located in western five the second affiliated hospitals, tunnel Xi'an Communications University in Xi'an, and F3/B3, eight layers on the ground are built Building design grade is level-one, and building fire protection classification is one kind, and fire resistance rating is level-one, and design life is 50 years, building Height 29.00m, construction area 32981.54m²；Structure type is full cast in place frame shear wall structure, and basis is beam and slab type raft shape Basis.Cable bolting construction is added to add up about 774586.15 yuan of save the cost using deep basal pit perfusion slope protection pile.

Although the various embodiments described above are described, once a person skilled in the art knows basic wounds The property made concept, then additional changes and modifications can be made to these embodiments, so the above description is only an embodiment of the present invention, It is not intended to limit scope of patent protection of the invention, it is all to utilize equivalent structure made by description of the invention and accompanying drawing content Or equivalent process transformation, being applied directly or indirectly in other relevant technical fields, similarly includes in patent of the invention Within protection scope.

Claims (1)

1. a kind of deep basal pit perfusion slope protection pile adds cable bolting construction, which comprises the following steps:

Step 1: production steel reinforcement cage:

1-1. processes slope protection pile (4-6) longitudinal reinforcement according to Steel Reinforcing Bar Material list；In same jointing, longitudinal reinforcement joint face Product percentage should not exceed 50%；

1-2. makes steel reinforcement cage by drawing, using reinforcing bar cage seam welding；

After 1-3. steel reinforcement cage unloads, interior reinforcing rib is machined using curved arc, is welded in inside steel reinforcement cage by manually putting；

1-4. is welded earrings by design requirement on steel reinforcement cage, the measure as control main reinforcement concrete cover；

Main reinforcement at the 500mm of steel reinforcement cage lower end is curved to the inside 15 ° -30 ° using special spanner and is welded to each other by 1-5., wherein being in Hexagonal angle is distributed in three reinforcing bar replication 100mm on a circumference or so welding, the jointing as steel reinforcement cage and pressure cage bar；

It is inserted in pvc pipe on 1-6. stake top reinforcing bar, after preventing perfusion from completing concrete and rebar solidification, when broken pile head can not remove residual Slag；

Elevation control point is arranged in steel reinforcement cage upper end in 1-7., with the control point red paint marking pile top mark height+500mm；

Step 2: smooth location: being removed in place according to the requirement of designed elevation using smooth locations such as bull-dozer, loading machines Barrier, sundries exclude ponding, making temporary road；

Step 3: unwrapping wire: controlling net according to design drawing and the construction line-putting, position bored concrete pile central point；It is beaten at pile center's point Enter the drill rod of diameter 25mm or more, form the hole of 500mm depth, extract drill rod, inserts lime identification pile position；Unwrapping wire terminates Afterwards, it is veritified by Project Technical responsible person liver mass person, builder, professional section chief, class monitor and group leader, and Project Director is reported to manage engineer Or construction unit project leader review；

Step 4: drilling, concrete perfusion:

After 4-1. drilling machine is in place, holding drilling machine is steady, adjustment boring tower is vertical；Check the connection of drilling rod whether securely, apex point and stake Site whether centering；Drill bit and stake site deviation are not greater than 20mm；It, should be by the soil block, residual in drilling rod, apex point before drilling machine starting The concrete etc. stayed is cleaned out；

4-2. drilling and forming hole；Pore-forming should creep into speed by the state modulator that pile engineer testing determines using the method for interval pore-forming Degree；In drilling process, drilling rod must not be inverted or promoted；When must such as promote drilling rod or reversion, drilling rod should be mentioned to ground, to brill Point opens door and cleans, debugs, seals again；

In 4-3. drilling process, when encounter bit freezing, drilling machine rocks, deflection or when being abnormal the sound, should stop to bore immediately, find out original Cause takes measures, and can continue operation；

After 4-4. drilling machine is drilled into designed elevation, keeps sky in situ to bore a few, soil zone is gone out outside stake holes；Promote drilling rod 200mm- After 300mm, it is first pumped into concrete and the 10s to 20s that pauses, then mentions brill in perfusion, be carried out continuously, uninterruptedly；Mention drilling speed degree It should match with concrete pumping amount, drill bit should be kept, not less than 1000mm, to keep hopper inner concrete in concrete surface lower part Height is not less than 400mm；

4-5. is filled to stake top absolute altitude, should continue superfilled 500mm, then stop pump concrete；The loosened soil around stake holes is cleared up, is moved Machine waits or carries out pore-forming and the perfusion of lower pile；

Step 5: hanging steel reinforcement cage:

5-1. will press cage bar to penetrate steel reinforcement cage, and the main suspension hook provided for oneself using drilling machine is sling steel reinforcement cage and pressure cage bar vertically, and pair is hung Hook, which slings vibratory equipment, to be placed at the top of pressure cage bar；It is directed at aperture when placing steel reinforcement cage, keeps vertical center；Pass through steel when decentralization In muscle cage self weight insertion stake holes concrete, when starting vibratory equipment with when slowing of insertion of being self-possessed, by pressure cage bar the bottom of by Portion's guidance steel reinforcement cage interts downwards；

5-2. should be using the heavy cage working system of incomplete off-load, to guarantee steel reinforcement cage vertical centering in construction；

5-3. copies mark height when cage top reinforcing bar is up to stake top absolute altitude, with level cooperation Sopwith staff；

5-4. absolute altitude closes vibratory equipment after reaching design requirement, and suspension hook receives wirerope upwards, promotes pressure cage bar and goes out stake holes；Work as pressure After cage bar removes stake holes, it is horizontally arranged and fixes；

When 5-5. presses cage bar to remove, stake holes inner concrete should be manually supplemented in time, and with vibrating spear by stake top concrete vibrating It is closely knit；

Step 6: broken pile head:

(after perfusion -7 days 3 days) excavate inter-pile soil after 6-1. slope protection pile (4-6) pile body concrete reaches some strength；Inter-pile soil is adopted It manually excavates, when using mechanical excavation, it should be noted that pile body must not be touched；

6-2. abolishes pile crown using pile cutting machine；Quantity module is set according to stake diameter, pile cutting machine is connected to workbench, clamps stake Head, regulating system pressure are pressurizeed to oil cylinder, until concrete-pile is in suppressing lower fracture；It is promoted after pile crown truncation using platform Power promotes pile crown, and moves to designated position stacking；

Step 7: stake top crown beam is constructed:

7-1. clears up pile crown concrete surface, and surface must not have loose concrete disintegrating slag, soil, floating ash；

7-2. unwrapping wire, formwork and the C15 concrete cushion for pouring 100mm thickness, keep bed die smooth solid；

7-3. binds crown beam reinforcing bar, inside pile body longitudinal reinforcement bent anchor to crown beam；Acceptance of concealed work is carried out, it can after qualified Casting concrete；

Step 8: unwrapping wire: according to the anchor pole spacing of design requirement, every excavation level-one, level-one anchor pole of constructing；Mark by drawing Height draws logical line in slope protection pile (4-6) side wall, and squeezes into reinforcing bar or drill rod on needing the point to drill, indicates bore position, positioning Deviation is not greater than 20mm；The reinforcing bar of the hole location is pulled out before drilling；

Step 9: production anchor cable body:

9-1. anchor cable cutting length is considered as depth of pore forming, waist rail size, pedestal size, tensioning fixation equipment size and tensioning behaviour Make surplus；It intercepts steel strand wires (3-3) to be truncated using cutting machine, electric welding or gas cutting must not be used to be truncated；

9-2. makes secondary grouting pipe (3-6)；Secondary grouting pipe (3-6) use DN20 steel pipe, anchoring segment limit according to The setting of 250mm spacingHole, blend compounds band (2-2) interim sealing of hole；

A locating support is arranged along the every 2m of anchor cable body axis direction in 9-3., binds once grouting pipe (3-9) in anchor cable body bottom, Secondary grouting pipe (3-6) is penetrated in the middle part of locating support simultaneously, is incorporated into anchor cable body together；Once grouting pipe (3-9) nozzle should surpass Cross anchor cable body end portion 200mm-400mm；

9-4. is inserted in casing in the design free segment of anchor cable, injects anti-corrosion grease (3-2) in casing；

Finally the guiding cap (3-7) on anchor cable body end headgear, number are spare by 9-5.；

Step 10: anchor cable pore-forming: using drilling machine pore-forming；Drilling machine should be placed on secured, stable bracket, keep flat after in place Surely, guide rod or drilling machine vertical shaft are consistent with Soil Anchor Design inclination angle, and on the same axis；Bit diameter, which should meet design aperture, to be wanted It asks, drilling depth should be greater than design hole depth 0.5m；

Step 11: placing anchor cable: after verification anchor cable number is consistent with hole number, anchor cable being steadily sent into hole, until length meets Design requirement；After anchor cable enters hole, Grouting Pipe (3-6) nozzle should ensure that apart from bottom hole 100mm-300mm, if sending out during feeding Existing Grouting Pipe (3-6) is more than 50mm along the displacement of axis, anchor cable body all should be removed hole, be re-fed into hole after binding again It is interior；

Step 12: first time slip casting:

12-1. slip casting use cement-sand ratio for 1: 0.5-1: 1 cement mortar；Slurries should stir evenly, with mix with；

12-2. Grouting Pipe (3-6) is slowly extracted with the injection at slurry night, and nozzle should be always under Starch Level；It is overflowed to slurries It is all extracted when aperture；

0.5MPa-1.5MPa can be used in the pressure of 12-3. once grouting；

After 12-4. grouting, before slurry intensity meet design requirements, steel strand wires (3-3) must not be disturbed；

Step 13: second of slip casting:

Second of slip casting of 13-1. uses the multiple after-teeming of neat slurry, and the neat slurry ratio of mud is 0.5-0.55, and grouting pressure is kept In 3.0Mpa-5.0Mpa；The grout outlet of Grouting Pipe (3-6) should take check measure；When second of slip casing by pressure, slip casting is terminated Pressure is no less than 1.5MPa；

When 13-2. is using segmentation secondary splitting grouting technique, slip casting is preferably carried out after concretion body strength reaches 5MPa, grouting sequence It should be segmented and successively carry out from inside to outside；

Slip casting time interval is 10h-12h to 13-3. twice,；Termination grouting pressure when second of slip casing by pressure is no less than 1.5MPa；

Step 14: waist rail production and installation:

14-1. is combined into waist rail using two channel steel (4-5) groups；Preset clearance between channel steel (4-5), make steel strand wires (3-3) from It is passed through in gap；

14-2. passes through mechanical hoisting channel steel (4-5) and installs, and is fixed on slope protection pile (4-6) side wall at the absolute altitude of anchor cable aperture； Wedge type backing plate (4-4) uses the steel plate of 15mm thickness；Waist rail installation requirement height is consistent, answers connector corresponding in the horizontal direction；Waist Face contact is required between beam, cushion block and stake, it must not point contact；When necessary, the stake of opposite evagination drum is needed to carry out artificial chipping；

The pressure-bearing surface of 14-3. channel steel (4-5) is answered smooth, and the gap between upper and lower channel steel (4-5) should be parallel to anchor cable body axis side To；

Step 15: tensioning and locking:

Tensioning equipment should be demarcated before 15-1. anchorage cable stretching；

For 15-2. by cured under same condition cement mortar block inspection, what intensity reached 15MPa or design strength 75% or more can be into Row tensioning；

Before the formal tensioning of 15-3., 0.1-0.2 times of pulling force design value is taken, to the pre- tensioning of anchor cable 1 time -2 times, keeps the body of rod completely flat Directly, each location contacts are close；

When 15-4. tensioning, loading speed is maintained at 40kN/min, and rate of debarkation is preferably the 20% of design stress；It should be stretched to and set The 105%-110% of load is counted, then is locked by specified value；

After the locking of 15-5. prestress anchorage cable in 48 hours, if discovery loss of prestress is greater than the 10% of axis force of anchor design value, answer Carry out benefit tensioning；

15-6. carries out tensioning using " jumping a method ", avoids the stress loss of adjacent anchorage cable stretching；

Step 16: anchor head is protected: after the completion of the anchorage cable stretching for needing reinforcement tensioning, carrying out hole-sealing grouting；Injecting paste material reaches When design strength, 100mm steel strand wires (3-3) is stayed from anchorage (4-3) amount, remaining part is clipped with hand grinder, then The cement mortar protective course that thickness is not less than 50mm is coated outside it.