CN104005415A - Efficient grooving construction method for underground diaphragm wall in micro-weathered granite - Google Patents
Efficient grooving construction method for underground diaphragm wall in micro-weathered granite Download PDFInfo
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- CN104005415A CN104005415A CN201410055023.2A CN201410055023A CN104005415A CN 104005415 A CN104005415 A CN 104005415A CN 201410055023 A CN201410055023 A CN 201410055023A CN 104005415 A CN104005415 A CN 104005415A
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Abstract
The invention provides an efficient grooving construction method for an underground diaphragm wall in micro-weathered granite. The method specifically comprises the following steps: 1, geologically surveying the construction site; 2, determining the rock breaking method; 3, determining blasting parameters; 4, drilling holes from a sand layer to the surface of a rock layer, and unearthing; 5, distinguishing a rock sample, and then determining and drilling to reach intermediately-weathered granite; 5, feeding a PVC (Polyvinyl Chloride) pipe for protecting a blasting lead; 7, drilling hole in the rock layer until reaching depth 1m more than the design burial depth; 8, feeding explosive and blasting. With the adoption of the efficient grooving construction method for the underground diaphragm wall in the micro-weathered granite, the defects and shortcomings like difficult construction in the micro-weathered granite or slow construction progress, and poor grooving quality of the existing construction method of covering sand the micro-weathered granite can be overcome; the efficient, high-precision and deep-rock-embedding grooving construction in the micro-weathered granite is realized; the method has a good effect and fast to groove.
Description
Technical field
The present invention relates to the construction technology in the underground engineering field such as a kind of building, water conservancy, traffic, environment, particularly, relate to the efficient forming construction method thereof of diaphragm wall in a kind of light weathered granite.
Background technology
Each metropolis, the whole nation is being built urban subway and the various underground space on a large scale.These underground space structure need to be built by excavation of foundation pit, need to be with diaphragm wall as keeping off the temporary structure of soil with dash during excavation of foundation pit.Due to the difference of the residing geological conditions in each city and surrounding environment, need under various geological conditionss, build diaphragm wall.In the soft soil layers such as construction of diaphragm wall technique Yi China crude sedimentation sandy soil, cohesive soil, be widely applied., generally below the not too large sandy soil layer of thickness, there is micro-weathered rock formations such as limestone, granite in Dan China South China.On this, cover in the upper soft lower hard formation of light weathered granite of sandy soils and build diaphragm wall, still have many-sided technical difficulty.Traditional grooving facility that are adapted to soft soil layer are difficult to grab and dig micro-weathered rock and soil in upper soft lower hard complicated rock-soil layer, produce construction grooving difficulty or speed very slow, the unfavorable situation that low, the long in time limit cost of efficiency of construction is high.
Existing document is retrieved to the application of two Patents of rear discovery, utility model patent " [application number is 201320455844.6]; denomination of invention: the construction of a kind of continuous wall trench underground effectively rush rock device ", with patent of invention " [application number is 201310322485.1], denomination of invention: effective forming construction method thereof of above covering diaphragm wall in the micro-famp of sand ".Although these documents have proposed to underlie, the scar fluctuations of micro-famp, traditional construction machinery grooving verticality such as cannot guarantee at the solution of technical barrier, but the construction method with tension weight churning crushed stone limestone that the document proposes, to unconfined compression strength, be that limestone below 30MPa is effective, and be light weathered granite more than 100MPa for unconfined compression strength, the tension weight churning method proposing in above-mentioned document is difficult to produce efficient rock crushing effect.Particularly the diaphragm wall at 3～8m for the embedding rock degree of depth, is difficult to guarantee construction quality and construction period.
Summary of the invention
For defect of the prior art, the efficient forming construction method thereof that the object of this invention is to provide diaphragm wall in a kind of light weathered granite, the method has overcome that the construction quality existing in prior art is poor, the construction period is long, even can not grooving etc. shortcoming and defect, realize the efficient trenching construction in light weathered granite.
For realizing above object, the invention provides the efficient forming construction method thereof of diaphragm wall in a kind of light weathered granite, described construction method realizes through the following steps:
The first step, job site geological exploration, concrete:
By boring and coring, determine that the scar proterties of light weathered granite in diaphragm wall embedding rock depth bounds is, the Distribution Value of standard unconfined compression strength; According to the design buried depth of diaphragm wall, determine on this basis the embedding rock degree of depth of diaphragm wall;
Second step, determine rock breaking method, concrete:
Because traditional groover is difficult to grab and dig micro-weathered rock and soil in upper soft lower hard complicated rock-soil layer, and tension weight churning is only that limestone below 30MPa is effective to unconfined compression strength, so be light weathered granite more than 100MPa for unconfined compression strength, determine the broken rock of mode that adopts explosion; Because construction of diaphragm wall in city requires little to surrounding environment influence, in order to weaken the destruction to surrounding rock body at the broken rock of light weathered granite borehole blasting, thereby form the smooth contoured surface that approaches diaphragm wall design size, so determine the elementary errors presplitting controlled blasting mode that adopts;
The 3rd step, determine blasting parameter, concrete:
1) according to the design groove fabric width degree of diaphragm wall, the groove width length of design buried depth, onepull construction and the design principle of elementary errors presplitting controlled blasting, first estimate big gun hole parameter, then by the 3rd step 5) determine big gun hole parameter;
2) rock due to wanted explosion is light weathered granite, and the unconfined compression strength Distribution Value of light weathered granite is 100～180MPa, determines and selects 2# rock emulsion explosive, and explosive has water resistance;
3) according to the elementary errors presplitting controlled blasting principle described in second step, initiator is selected elementary errors millisecond electric detonator;
4) according to the unconfined compression strength Distribution Value of rock and in conjunction with the 3rd step 5) determine the linear charging density of explosive; Linear charging density span is 1.0～1.5kg/m; Can be calculated as follows wire-bound dose density:
Q=Aa
Bσ
C
In formula: Q is linear charging density;
A is the spacing of wells;
σ is rock unconfined compression strength;
A, B, C are undetermined coefficient, by the 3rd step 5) method of regression analysis is determined again after on-the-spot examination is quick-fried;
5) need carry out the examination of groove section during blast working quick-fried, in the place of construction of diaphragm wall, choose test flume section, by experience, choose the 3rd step 1) to 4) in blasting parameter carry out blast working, then to trying the sampling of quick-fried groove section boring and coring, and adjust blasting parameter according to the broken situation of sampling; Repeat above-mentioned groove section and try quick-fried step, until rock fragment can capture by groover, determine the bore diameter, the spacing of wells of construction of diaphragm wall, the not coefficient of coup, hole depth, stemming length, linear charging density (determining A, B, C by regression analysis) and the spacing of wells;
In the 4th step, sandy soils, pore-forming to rock layer surface is also unearthed, concrete:
1) smooth location, removes ground obstacle;
2) according to spot plane and vertical control point, diaphragm wall plan, blasting parameter and field condition, determine bore position;
3) down-the-hole drill that sandy soils drill bit is installed creeps at fixed bore position, carries out steel bushing retaining wall simultaneously, and edge joint drilling rod edge joint steel bushing, until creep into middle decomposed granite scar;
4) the spiral machine that fetches earth takes out the soil body in boring;
The 5th step, distinguish rock sample, determine and creep into middle decomposed granite, concrete:
1) change sandy soils drill bit into coring bit, under extend foot of hole creep into 0.5m downwards, weathering rock sample 0.5m and after middle decomposed granite is confirmed as at scene in taking-up, continues to get core 0.5m downwards, after rock sample is unchanged, stops core drill hole;
2) take out coring bit;
The 6th step, lower pvc pipe, for the protection of blasting lead, concrete:
1) in steel sleeve, insert pvc pipe, it is long that edge joint is inserted on limit; Until pvc pipe bottom during down to foot of hole, to water filling in pvc pipe;
2) pvc pipe spreading, to ground, amputates excessive portion with hacksaw, controls pvc pipe than high 100mm left and right, ground;
3) to pvc pipe bottom, insert Grouting Pipe, cement injection, for fixing PVC pipe, prevents that the water and soil in sandy soils from flowing into the rockhole in pvc pipe and the 7th step under water;
4) after cement paste sclerosis, with water pump, water in pvc pipe is all extracted out, with jack, steel sleeve is extracted simultaneously;
In the 7th step, rock stratum, pore-forming is to designing 1m under buried depth, concrete:
1) change the coring bit of down-the-hole drill into rock stratum drill bit, again stretch down drill bit to cement paste surface at the bottom of pvc pipe, creep into 1m under design cell wall, brill limit, limit applies high-pressure blast rock ballast powder is blown out;
2) down-the-hole drill is extracted drill bit, and changing tungsten steel alloy drill bit is soil layer drill bit, in next drill hole, creeps into, and by above-mentioned steps cycle operation, until that all drilled hole creeps into is complete, withdraws from down-the-hole drill;
The 8th step, charge explosion, concrete:
1) according to design explosive payload and drilling depth, emulsion cartridge bag and lead-in wire are tied up on bamboo pole and by the bottom of extending drilling hole under it, completed single hole powder charge, after treating all drilled hole powder charge, check powder charge and the lead-in wire in each hole;
2) treat that all drilled hole powder charge is complete, check errorless after, with initiator, by the leaded connection of institute, prepare to detonate;
3) carry out the front preparation of explosion, start explosion;
4), after treating this groove width blast working, carry out the drilling and blasting of next groove width;
The 9th step, construction of guide wall, trenching construction completes.
Preferably, the first step 1) in:
The Distribution Value of described standard unconfined compression strength is to follow earthwork test rule, under without side limit condition, applies axial compression until sample destroys determined soil body compressive strength Distribution Value;
Described boring and coring determines that the scar proterties of light weathered granite obtains as follows:
1. according to position and the quantity for the treatment of grooving area size laying geological exploration hole, be drilled to respectively the required degree of depth of trenching construction and take out core, and determine the quantity and spacing of holing according to grooving area size and scope, instrument connection position is along the both sides interlaced arrangement of diaphragm wall axis;
2. by boring and coring, determine the scar degree of depth and thickness to be dug of grooving construction area, determine relation between rock structural face and hole deviation direction or earth magnetic north direction, described rock structural face is rock plane or the curved surface with certain form and ubiquitous geological structure sign, by mechanical property difference, is divided into compressive plane, the plane of tension fissure, plane of shear fracture, pressure pinch plane, five kinds of structural plane proterties of pinch plane;
3. utilize earth gravitational field, take plumb line as benchmark, on the vertical plane of the method mensuration measuring point place incline direction of employing liquid level, suspending hammer, depart from the angle of plumb line, i.e. drift angle;
4. utilize magnetic field of the earth, take earth magnetic meridian as directed benchmark, with the angle of certain some tangential direction and earth magnetic north direction on the drilling axis on magnetic compass measurement horizontal plane, i.e. azimuth;
5. utilize SEM to carry out the test of mineral microcell, to taking out core, carry out trace element and isotope test, analyze the mineral composition of rock mass, thereby obtain classification, temperature, stress state and the structural plane occurrence of rock stratum;
6. according to the stress-mineral feature of drift angle, azimuth, mineral microcell test test result, the group structure type that is subject to effect of stress rock or interference colours contrast and generation, infer the stress characteristics that structural plane, determine the scar proterties of rock.
Preferably, the first step 2) in, the transmission coefficient index of described dimensionless water is calculated by following formula:
In formula: B
q=be nondimensional interstitial hydraulic pressure coefficient, Q
t=be nondimensional static point resistance, by lower two formulas, calculated:
In formula: u
a=absolute pore pressure,
U
s=initial quiet pore water pressure,
Q
tthe static point resistance of=correction,
σ
v0=initial total vertical stress.
Preferably, in second step, described elementary errors presplitting controlled blasting mode is by the normal borehole charge of design, and bore a round powder charge along design excavation line periphery in excavation area; While detonating, perimeter hole is first quick-fried, quick-fried behind excavation area; The crack that first quick-fried periphery boring produces a 1-4cm; During rear quick-fried excavation area explosion, the energy of its shock wave is weakened by all side seams, can reduce the blast impulse to the region outside all side seams, can make like this cutting border in design lines smooth.
Preferably, the 3rd step 1), in, described big gun hole parameter comprises bore diameter, the spacing of wells, the not coefficient of coup, hole depth and stemming length, wherein:
Described bore diameter is to determine according to the groove width length of design groove fabric width degree and onepull construction, and when the design groove fabric width degree groove width length that is 600～1000mm, onepull construction is 12m, the scope of bore diameter is 50～150mm; The engineering that quality requirement is high, adopts little boring;
The described spacing of wells is got 5～7 times of bore diameter, when bore diameter is greater than 100mm, gets the small value, and gets large value while being less than 100mm, and the rock of weak broken gets the small value, and hard rock is got large value, and what quality requirement was high gets the small value, and less demandingly gets large value;
The described not coefficient of coup is the ratio of big gun hole internal diameter and cartridge size, for design groove fabric width degree be 600～1000mm diaphragm wall not the coefficient of coup get 1.5～2.5, when coupled systemes numerical value is not large, represent that the gap between cartridge bag and hole wall is large, destruction to hole wall after explosion is little, otherwise large to the destruction of hole wall;
Described hole depth is to determine according to the design buried depth of diaphragm wall, and hole depth is got ground to the following 0.5m～1.5m of design buried depth of diaphragm wall;
Described stemming length is got 12～20 times of blasthole diameter.
Preferably, the 3rd step 3) in, described elementary errors millisecond electric detonator is the intersegmental delay electric detonator that is divided into tens milliseconds to hundreds of milliseconds.
Preferably, described the 4th step 3):
Described sandy soils drill bit is diamond off-balance bit, and bit diameter is greater than rock stratum blasting boreholes diameter 5～10mm, for sandy soils, holes;
Described down-the-hole drill is with drilling rod, to drive the rig of pneumatic dth hammer and the broken rock of bit; In rock drilling process, make impactor slip in hole, to reduce due to the drill steel transmission energy loss that ballistic work was caused, thereby reduce the impact of hole depth on rock penetration performance; The light weathered granite that is 100～180MPa for unconfined compression strength Distribution Value, can obtain higher cutting rate;
Described drilling rod is a kind of circular impact drilling rod; Upper end has conical external screw thread, lower end to have conical internal thread in order to connect drill bit; The cannelure of using when the two ends of drilling rod have spanner otch and salvage is to facilitate unloading;
Described steel bushing is that diameter is than the thin-wall steel pipe of the little 5～10mm of diamond off-balance bit, in order to prevent boring collapse hole in sand; Upper end has conical external screw thread, lower end to have conical internal thread in order to connect; The two ends of steel bushing have spanner otch and cannelure in order to take out.
Preferably, described the 4th step 4) in, the described spiral machine of fetching earth is the borrow equipment that long helical form drill bit is installed; To grow helical form drill bit and insert boring, by rotating vane, the soil body in hole be taken out; The external diameter of long helical form drill bit is less than the internal diameter of steel bushing.
Preferably, the 5th step 1) in, described coring bit is hollow diamond core bit, bit diameter is identical with drill bit in sandy soils.
Preferably, the 6th step 1) in,
The diameter of described pvc pipe is less than steel sleeve, two joint pvc pipe overlap joint spreadings that pvc pipe equates with its external diameter by internal diameter, and fasten with glue firmly;
Water injection rate can be by following formula rough estimate:
In formula: G=water injection rate,
The k=first step 2) the sandy soils transmission coefficient average obtaining,
The diameter of steel bushing described in d=the 4th step,
H=water filling liquid level is to the discrepancy in elevation of middle decomposed granite scar,
T=water filling starts to the 6th step 3) total time of finishing of cement injection.
Preferably, the 6th step 3) in, described cement pulp-water grey matter amount proportioning is 0.8:1, and cement paste mixing adopts 32.5 grades of Portland cements, and grouting pressure is controlled at 0.1-0.4MPa, and injection speed is 3-7L/min; Grouting amount is to make pvc pipe bottom seal prevent from occurring when steel sleeve from extracting the consumption of collapse hole, can be according to steel sleeve diameter and the rough estimate of pvc pipe diameter, and rock rupture situation is adjusted actual grouting amount during according to boring.
Preferably, the 6th step 4) in, described water pump is to utilize engine to pass to the machinery of water-outlet body side by side.
Preferably, described the 7th step 1) in, described rock stratum drill bit is tungsten steel alloy drill bit, and bit diameter equals cartridge size and the product of the coefficient of coup not, for rockhole; Described high-pressure blast provides by blast machine.
Preferably, the 8th step 3) in, the front preparation of described explosion is Dui Bao district end face covering steel plate and adds punching hammer, to prevent that indivedual slungshot mud from causing the infringement of protecting thing around; During explosion, implement strict Security alert; During explosion, personnel can be detonated after all withdrawing safety place to, and blast warning distance is not less than 100m.
Preferably, the 9th step 1) in, described construction of guide wall specifically comprises: excavation is led wall groove, and reinforcing cage colligation is also transferred, and then establishes template, disturbing concrete after reinforcing cage and template acceptance(check); Described construction of guide wall segmentation is carried out, and section length is determined and is controlled in the scope of 30～50m according to template length and standard.
Preferably, the 9th step 2) in, described mud is chemical slurry, material with slurry is water, swell soil and sodium carbonate, get water, swell soil, the sodium carbonate of different quality proportioning and do infiltration test, recording transmission coefficient is the first step 2) record sandy soils transmission coefficient percent for the moment proportioning be construction proportioning; During operation, keep mud liquid level lower than ground level 0.5m, to form the lateral earth pressure within the scope of enough mud column pressure balance diaphragm walls, i.e. mud column pressure (σ
n) be more than or equal to lateral earth pressure (σ
t), and in hole, supplement mud at any time.
Preferred, described infiltration test is test method described in < < earthwork test rule > > (SL237-1999) infiltration test SL237-014-1999.
Preferred, described lateral earth pressure refers to the side direction soil pressure that the soil body within the scope of diaphragm wall design buried depth produces mud column, can estimate by following formula:
σ
h=K
0σ
v0
σ in formula
h=lateral earth pressure, σ
v0=initial total vertical stress, K
0=lateral earth pressure coefficient, is calculated by following formula:
K
0=1-sinθ
The angle of internal friction of θ=sandy soils in formula, determines by < < earthwork test rule > > (SL237-1999) triaxial test SL237-017-1999.
Preferred, described mud column pressure can calculate by following formula:
σ
n=γ
nh
n
In formula: σ
n=mud column pressure,
γ
n=mud severe,
H
nthe buried depth of=mud column, 0.5m under design buried depth.
Preferably, the 9th step 3) in, the hammer of described weight is as cross Rotary-table, and the hammer end, arranges carbide button, and carbide button is pressed cross flakes and is distributed; The detailed structure of weight can referring to utility model patent " [application number is 201320455844.6], denomination of invention: the construction of a kind of continuous wall trench underground effectively rush rock device ".
Compared with prior art, the present invention has following beneficial effect:
Construction method of the present invention overcome existing construction method upper cover sand light weathered granite in constructional difficulties or the shortcoming and defect such as construction speed is slow, grooving is of poor quality, realize efficient, the high accuracy in light weathered granite, the trenching construction of dark embedding rock; The present invention is effective, boring success rate 100%; Grooving speed is fast, and construction period is reduced to 1/10th of traditional heavy tamping grooving engineering method.
Accompanying drawing explanation
By reading the detailed description of non-limiting example being done with reference to the following drawings, it is more obvious that other features, objects and advantages of the present invention will become:
Fig. 1 is shot hole position and the powder charge schematic diagram of groove inside of continuous underground wall of the present invention;
Fig. 2 is the cartridge bag machining sketch chart of an expansion of the present invention;
Fig. 3 covers trenching construction step schematic diagram in sand light weathered granite in the present invention.
The specific embodiment
Below in conjunction with specific embodiment, the present invention is described in detail.Following examples will contribute to those skilled in the art further to understand the present invention, but not limit in any form the present invention.It should be pointed out that to those skilled in the art, without departing from the inventive concept of the premise, can also make some distortion and improvement.These all belong to protection scope of the present invention.
The present embodiment provides the efficient forming construction method thereof of diaphragm wall in a kind of light weathered granite, for planning to build a subway station in certain place, outsourcing total length in station is 236.4m, in region, soil layer type is for above covering the light weathered granite layer of sand, the mode of intending employing drilling and blasting is carried out the trenching construction of diaphragm wall, one-tenth groove depth is 18m, design width 800mm; Construction sequence as shown in Figure 3.
Described in the present embodiment, the Specific construction step of construction method is as follows:
Step 1, job site geological exploration, concrete:
Every 50m, lay drilling hole position, be drilled into 22m dark, then take out core, according to hole deviation parameter, the buried depth of determining scar in region to be onstructed is 11～15m, and it is 3～7m that grooving enters the rock degree of depth, and scar proterties is that incline direction is complicated, angle of slope is 10 °～25 °, and the Distribution Value of the unconfined compression strength of light weathered granite layer is between 100～180MPa.
Employing determines with the Using Cone Penetration Test of pore water pressure the proterties of planning to build foundation ditch region sandy soils, and the MTD of static sounding is extremely middle decomposed granite scar of earth's surface, and along foundation ditch, longitudinal every 50m arranges an inspection hole, and quantity is no less than 3; Utilize static sounding to measure the penetration resistance of the soil body and the relation curve of pore water pressure and the degree of depth, and draw that to take pore water pressure be transverse axis with the ratio of penetration resistance, take penetration resistance and the graph of a relation that initially ratio of ply stress is the longitudinal axis, and this figure is divided to some different soil nature characteristic area with this, represent the types of different soil; The data of the static cone sounding curve of actual measurement are marked in to this figure with the type of judgement site soil layers, and by following formula, determine the transmission coefficient of sandy soils:
In formula: k=transmission coefficient,
K
dthe transmission coefficient of=dimensionless water,
U=bores into speed,
The radius of the transversal disc of static sounding probe is pressed in a=hole,
γ
w=soil body unit weight,
σ
v0=initial total vertical stress;
In the present embodiment, adopt the Using Cone Penetration Test with pore water pressure to obtain the soil layer division information at interior shallow soil containing tunnel, be from top to bottom followed successively by: above cover the artificial accumulation horizon (Q of Quaternary system Holocene series
4ml), rush diluvial formation (Q
4al+pl), granite and migmatitic granite eluvium (Q
el), the geochemistry of Yanshanian granitoids that underlies (γ
53), Caledonian migmatitic granite (M
γ 3); 1.56,1.86,2.16,1.99m/d 4 sandy soils transmission coefficients that detect holes are followed successively by:.
Step 2, the definite broken rock construction of elementary errors presplitting controlled blasting mode diaphragm wall that adopts
In the present embodiment, described elementary errors presplitting controlled blasting mode is by the normal borehole charge of design, and bore a round powder charge along design excavation line periphery in excavation area; While detonating, perimeter hole is first quick-fried, quick-fried behind excavation area; The crack that first quick-fried periphery boring produces a 1-4cm; During rear quick-fried excavation area explosion, the energy of its shock wave is weakened by all side seams, can reduce the blast impulse to the region outside all side seams, can make like this cutting border in design lines smooth.
Step 3, determine blasting parameter, concrete:
Be pressed into the groove width length 12m of light weathered granite 5m, onepull construction, on construction ground, choose test section and carry out blast working, determine that blasting parameter is: sandy soils bore diameter 150mm, rockhole diameter 76mm, spacing of wells 650mm, the coefficient of coup 1.8, drilling depth 19m, spaced loading section stemming length 0.6m, select 2# rock emulsion explosive, selecting two instant electric detonators to carry out the scene quick-fried definite relevant parameter of examination is A=0.7, B=0.8, C=0.9, explosive specific charge value is got 1.3kg/m.Be illustrated in figure 1 shot hole position and the powder charge schematic diagram of the groove inside of continuous underground wall of the present embodiment, be illustrated in figure 2 the cartridge bag machining sketch chart of the present embodiment.
In step 4, sandy soils, pore-forming to rock layer surface is also unearthed, concrete:
Smooth location, removes ground obstacle; According to spot plane and vertical control point, diaphragm wall plan, blasting parameter and field condition, determine bore position; As shown in Fig. 3 (1), down-the-hole drill is installed the diamond off-balance bit of diameter 150mm, and drill bit arranges steel sleeve retaining wall outward, and down-the-hole drill creeps at fixed bore position, and the long sleeve pipe of limit boring edge joint, until creep into middle decomposed granite scar; As shown in Fig. 3 (2), with the spiral machine that fetches earth of external diameter 130mm, take out the soil body in boring.
In the present embodiment, described drilling rod is circular impact drilling rod, and there is conical external screw thread upper end, and there is conical internal thread lower end, and the cannelure of using when the two ends of drilling rod have spanner otch and salvage is to facilitate unloading.
In the present embodiment, described steel bushing is the thin-wall steel pipe of diameter 146mm; There is conical external screw thread upper end, and there is conical internal thread lower end, and the two ends of steel bushing have spanner otch and cannelure in order to take out.
Step 5, distinguish rock sample, determine and creep into middle decomposed granite, concrete:
The hollow diamond core bit that sandy soils drill bit is changed into diameter 110mm is got core, under extend foot of hole creep into 0.5m downwards, weathering rock sample 0.5m and after site operation person distinguishes that rock sample is confirmed in taking-up, continues to get core 0.5m, after rock sample is unchanged, stop core drill hole; Take out coring bit.
Step 6, lower pvc pipe, for the protection of blasting lead, concrete:
As shown in Fig. 3 (3), in steel sleeve, insert pvc pipe, it is long that edge joint is inserted on limit, and bottom pvc pipe during down to foot of hole, to water filling in pvc pipe, water injection time is 30min; Pvc pipe spreading, to ground, amputates excessive portion with hacksaw, controls pvc pipe than high 100mm left and right, ground; As shown in Fig. 3 (4), to pvc pipe bottom, insert Grouting Pipe, cement injection, for fixing PVC pipe, prevents that the water and soil in sandy soils from flowing into the rockhole in pvc pipe and the 7th step under water; As shown in Fig. 3 (5), after cement paste sclerosis, with water pump, water in pvc pipe is all extracted out, with jack, steel sleeve is extracted simultaneously.
In the present embodiment, described pvc pipe external diameter 90mm, internal diameter 90mm plug shutoff at the pipe end, the long 4m of every joint pvc pipe, inserts the pvc pipe inside lap spreading that internal diameter equates with this pipe external diameter, glue firm pasting by pvc pipe.
In the present embodiment, described water injection rate is 350L.
In the present embodiment, described cement pulp-water grey matter amount proportioning is 0.8:1, and cement paste mixing adopts 32.5 grades of Portland cements, and grouting pressure is controlled at 0.3MPa, and injection speed is 5L/min, and the slip casting time is 10min.
In step 7, rock stratum, pore-forming is to designing 1m under buried depth, concrete:
As shown in Fig. 3 (6), change the coring bit of down-the-hole drill into diameter 76mm tungsten steel alloy drill bit, again stretch down drill bit to cement paste surface at the bottom of pvc pipe, to creep into 1m under design cell wall, brill limit, limit applies high-pressure blast rock ballast powder is blown out; As shown in Fig. 3 (7), down-the-hole drill is extracted drill bit, and changing tungsten steel alloy drill bit is diamond off-balance bit, in next drill hole, creeps into, and by above-mentioned steps cycle operation, until 22 drilling constructions are complete, withdraws from down-the-hole drill.
Step 8, charge explosion, as shown in Fig. 3 (8), concrete:
According to design explosive payload and drilling depth, the cartridge bag processing and lead-in wire are tied up on bamboo pole and by the bottom of extending drilling hole under it, complete single hole powder charge, after treating all drilled hole powder charge, check powder charge and the lead-in wire in each hole; Treat that all drilled hole powder charge is complete, check errorless after, with initiator, by the leaded connection of institute, prepare to detonate; Carry out the front preparation of explosion, Dui Bao district end face covers steel plate and adds punching hammer, to prevent that indivedual slungshot mud from causing the infringement of protecting thing around; Safe-guard line is set, and personnel all withdraw safety place to; With initiator by the leaded connection of institute, by blasting works Shi Qidong explosion; After treating this groove width blast working, carry out the drilling and blasting of next groove width.
In the present embodiment, described cartridge bag is 2# rock emulsion explosive, and powder stick diameter is 60mm, single hole explosive payload 4kg, a secondary diaphragm wall consumption 56kg; Adopt 56 on-electric detonators; Plugging material is coarse sand.
In the present embodiment, big gun hole adopts forward charge detonates, and primer detonator is selected two instant electric detonators, and belongs to respectively two non-electric initiation networkings, after two cover networking parallel connections, detonates.
Wall is led in step 9, construction, as shown in Fig. 3 (9); After treating the diaphragm wall pore-forming blast working in certain limit, construction of guide wall, concrete:
As shown in Fig. 3 (10), under the condition of mud off, with groover, capture top sand and detritus; As shown in Fig. 3 (11), under the condition of mud off, utilize weight punching, hammering scar, each hammering drilling depth digs out detritus with groover after having constructed immediately; With the remaining outstanding rock stalk of plane set-hammer cleaning cell wall, connect hole grooving; As shown in Fig. 3 (12), with detritus at the bottom of groover grabbing groove, trenching construction completes.
In the present embodiment, described lead wall thickness 200mm, put 100mm, degree of depth 1.5m outward; Adopt the section construction of concrete cast-in-situ mode, every segment length is 50m.
In the present embodiment, described mud material with slurry and proportioning are: water: swell soil: sodium carbonate=1:0.04:0.0002.
In the present embodiment, described weight quality is 3t, and place, axle center is hollow structure, axle center hole aperture 120mm; The hammer of weight is as cross Rotary-table, and tie up with reinforcing bar 2 at hammer body middle part; On the bottom surface 4 of weight, silicon steel carbide button 3 is set, silicon steel carbide button 3 is pressed cross flakes and is distributed, and adjacent silicon steel carbide button 3 connects by reinforcing bar 2; The hoisting depth of weight distance scar to be rushed is 3m, and hammering drilling depth is 400mm; Each drilling depth digs out detritus with groover after having constructed immediately; The sequence of construction of this step is by the middle of two side direction, secondary punching after former head's punching.
In the present embodiment, the described long 1600mm of the plane set-hammer flat side of a hammer, wide 800mm, flat side of a hammer surrounding is welded with the silicon steel carbide button that 60mm is thick, 400mm is high.
Construction method of the present invention overcome existing construction method upper cover sand light weathered granite in constructional difficulties or the shortcoming and defect such as construction speed is slow, grooving is of poor quality, realize efficient, the high accuracy in light weathered granite, the trenching construction of dark embedding rock; The present invention is effective, boring success rate 100%; Grooving speed is fast, and construction period is reduced to 1/10th of traditional heavy tamping grooving engineering method.
Above specific embodiments of the invention are described.It will be appreciated that, the present invention is not limited to above-mentioned specific implementations, and those skilled in the art can make various distortion or modification within the scope of the claims, and this does not affect flesh and blood of the present invention.
Claims (10)
1. an efficient forming construction method thereof for diaphragm wall in light weathered granite, is characterized in that, described construction method realizes through the following steps:
The first step, job site geological exploration: by boring and coring, determine that the scar proterties of light weathered granite in diaphragm wall embedding rock depth bounds is, the Distribution Value of standard unconfined compression strength; According to the design buried depth of diaphragm wall, determine on this basis the embedding rock degree of depth of diaphragm wall;
Second step, determine rock breaking method: for unconfined compression strength, be light weathered granite more than 100MPa, adopt elementary errors presplitting controlled blasting mode;
The 3rd step, determine blasting parameter:
1) according to the design groove fabric width degree of diaphragm wall, the groove width length of design buried depth, onepull construction and the design principle of elementary errors presplitting controlled blasting, first estimate big gun hole parameter, then by the 3rd step 5) determine big gun hole parameter;
2) the unconfined compression strength Distribution Value of light weathered granite is 100～180MPa, determines and selects 2# rock emulsion explosive, and explosive has water resistance;
3) according to the elementary errors presplitting controlled blasting mode described in second step, initiator is selected elementary errors millisecond electric detonator, is spaced apart the delay electric detonator of tens milliseconds to hundreds of milliseconds;
4) according to the unconfined compression strength Distribution Value of rock and in conjunction with the 3rd step 5) determine the linear charging density of explosive; Linear charging density span is 1.0～1.5kg/m; Be calculated as follows wire-bound dose density: Q=Aa
bσ
c; In formula: Q is linear charging density; A is the spacing of wells; σ is rock unconfined compression strength; A, B, C are undetermined coefficient, by the 3rd step 5) method of regression analysis is determined again after on-the-spot examination is quick-fried;
5) need carry out the examination of groove section during blast working quick-fried, in the place of construction of diaphragm wall, choose test flume section, by experience, choose the 3rd step 1) to 4) in blasting parameter carry out blast working, then to trying the sampling of quick-fried groove section boring and coring, and adjust blasting parameter according to the broken situation of sampling; Repeat above-mentioned groove section and try quick-fried step, until rock fragment can capture by groover, determine the bore diameter, the spacing of wells of construction of diaphragm wall, the not coefficient of coup, hole depth, stemming length, linear charging density and the spacing of wells;
In the 4th step, sandy soils, pore-forming to rock layer surface is also unearthed:
1) smooth location, removes ground obstacle;
2) according to spot plane and vertical control point, diaphragm wall plan, blasting parameter and field condition, determine bore position;
3) down-the-hole drill that sandy soils drill bit is installed creeps at fixed bore position, carries out steel bushing retaining wall simultaneously, and edge joint drilling rod edge joint steel bushing, until creep into middle decomposed granite scar;
4) the spiral machine that fetches earth takes out the soil body in boring;
The 5th step, distinguish rock sample, determine and creep into middle decomposed granite:
1) change sandy soils drill bit into coring bit, under extend foot of hole creep into 0.5m downwards, weathering rock sample 0.5m and after confirming as middle decomposed granite in taking-up, continues to get core 0.5m downwards, after rock sample is unchanged, stops core drill hole;
2) take out coring bit;
The 6th step, lower pvc pipe, for the protection of blasting lead:
1) in steel sleeve, insert pvc pipe, it is long that edge joint is inserted on limit; Until pvc pipe bottom during down to foot of hole, to water filling in pvc pipe;
2) pvc pipe spreading, to ground, amputates excessive portion with hacksaw, controls pvc pipe than the high 100mm in ground;
3) to pvc pipe bottom, insert Grouting Pipe, cement injection, for fixing PVC pipe, prevents that the water and soil in sandy soils from flowing into the rockhole in pvc pipe and the 7th step under water;
4) after cement paste sclerosis, with water pump, water in pvc pipe is all extracted out, with jack, steel sleeve is extracted simultaneously;
In the 7th step, rock stratum, pore-forming is to designing 1m under buried depth:
1) change the coring bit of down-the-hole drill into rock stratum drill bit, again stretch down drill bit to cement paste surface at the bottom of pvc pipe, creep into 1m under design cell wall, brill limit, limit applies high-pressure blast rock ballast powder is blown out;
2) down-the-hole drill is extracted drill bit, and changing tungsten steel alloy drill bit is soil layer drill bit, in next drill hole, creeps into, and by above-mentioned steps cycle operation, until that all drilled hole creeps into is complete, withdraws from down-the-hole drill;
The 8th step, charge explosion:
1) according to design explosive payload and drilling depth, emulsion cartridge bag and lead-in wire are tied up on bamboo pole and by the bottom of extending drilling hole under it, completed single hole powder charge, after treating all drilled hole powder charge, check powder charge and the lead-in wire in each hole;
2) treat that all drilled hole powder charge is complete, check errorless after, with initiator, by the leaded connection of institute, prepare to detonate;
3) carry out the front preparation of explosion, start explosion;
4), after treating this groove width blast working, carry out the drilling and blasting of next groove width;
The 9th step, construction of guide wall, trenching construction completes.
2. the efficient forming construction method thereof of diaphragm wall in a kind of light weathered granite according to claim 1, it is characterized in that, the first step 1) in: the Distribution Value of described standard unconfined compression strength is to follow earthwork test rule, under without side limit condition, apply axial compression until sample destroys determined soil body compressive strength Distribution Value;
Described boring and coring determines that the scar proterties of light weathered granite obtains as follows:
1. according to position and the quantity for the treatment of grooving area size laying geological exploration hole, be drilled to respectively the required degree of depth of trenching construction and take out core, and determine the quantity and spacing of holing according to grooving area size and scope, instrument connection position is along the both sides interlaced arrangement of diaphragm wall axis;
2. by boring and coring, determine the scar degree of depth and thickness to be dug of grooving construction area, determine relation between rock structural face and hole deviation direction or earth magnetic north direction, described rock structural face is rock plane or the curved surface with certain form and ubiquitous geological structure sign, by mechanical property difference, is divided into compressive plane, the plane of tension fissure, plane of shear fracture, pressure pinch plane, five kinds of structural plane proterties of pinch plane;
3. utilize earth gravitational field, take plumb line as benchmark, on the vertical plane of the method mensuration measuring point place incline direction of employing liquid level, suspending hammer, depart from the angle of plumb line, i.e. drift angle;
4. utilize magnetic field of the earth, take earth magnetic meridian as directed benchmark, with the angle of certain some tangential direction and earth magnetic north direction on the drilling axis on magnetic compass measurement horizontal plane, i.e. azimuth;
5. utilize SEM to carry out the test of mineral microcell, to taking out core, carry out trace element and isotope test, analyze the mineral composition of rock mass, thereby obtain classification, temperature, stress state and the structural plane occurrence of rock stratum;
6. according to the stress-mineral feature of drift angle, azimuth, mineral microcell test test result, the group structure type that is subject to effect of stress rock or interference colours contrast and generation, infer the stress characteristics that structural plane, determine the scar proterties of rock.
3. the efficient forming construction method thereof of diaphragm wall in a kind of light weathered granite according to claim 1, it is characterized in that, the 3rd step 1) in, described big gun hole parameter comprises bore diameter, the spacing of wells, the not coefficient of coup, hole depth and stemming length, wherein: described bore diameter is to determine according to the groove width length of design groove fabric width degree and onepull construction, when the design groove fabric width degree groove width length that is 600～1000mm, onepull construction is 12m, the scope of bore diameter is 50～150mm; The engineering that quality requirement is high, adopts little boring;
The described spacing of wells is got 5～7 times of bore diameter, when bore diameter is greater than 100mm, gets the small value, and gets large value while being less than 100mm, and the rock of weak broken gets the small value, and hard rock is got large value, and what quality requirement was high gets the small value, and less demandingly gets large value;
The described not coefficient of coup is the ratio of big gun hole internal diameter and cartridge size, for design groove fabric width degree be 600～1000mm diaphragm wall not the coefficient of coup get 1.5～2.5, when coupled systemes numerical value is not large, represent that the gap between cartridge bag and hole wall is large, destruction to hole wall after explosion is little, otherwise large to the destruction of hole wall;
Described hole depth is to determine according to the design buried depth of diaphragm wall, and hole depth is got ground to the following 0.5m～1.5m of design buried depth of diaphragm wall;
Described stemming length is got 12～20 times of blasthole diameter.
4. the efficient forming construction method thereof of diaphragm wall in a kind of light weathered granite according to claim 1, it is characterized in that, described the 4th step 3) in: described sandy soils drill bit is diamond off-balance bit, bit diameter is greater than rock stratum blasting boreholes diameter 5～10mm, for sandy soils, holes;
Described down-the-hole drill is with drilling rod, to drive the rig of pneumatic dth hammer and the broken rock of bit;
Described drilling rod is a kind of circular impact drilling rod; Upper end has conical external screw thread, lower end to have conical internal thread in order to connect drill bit; The cannelure of using when the two ends of drilling rod have spanner otch and salvage is to facilitate unloading;
Described steel bushing is that diameter is than the thin-wall steel pipe of the little 5～10mm of diamond off-balance bit, in order to prevent boring collapse hole in sand; Upper end has conical external screw thread, lower end to have conical internal thread in order to connect; The two ends of steel bushing have spanner otch and cannelure in order to take out.
5. the efficient forming construction method thereof of diaphragm wall in a kind of light weathered granite according to claim 1, is characterized in that, described the 4th step 4) in, the described spiral machine of fetching earth is the borrow equipment that long helical form drill bit is installed; To grow helical form drill bit and insert boring, by rotating vane, the soil body in hole be taken out; The external diameter of long helical form drill bit is less than the internal diameter of steel bushing.
6. the efficient forming construction method thereof of diaphragm wall in a kind of light weathered granite according to claim 1, is characterized in that the 5th step 1) in, described coring bit is hollow diamond core bit, bit diameter is identical with drill bit in sandy soils.
7. the efficient forming construction method thereof of diaphragm wall in a kind of light weathered granite according to claim 1, it is characterized in that, the 6th step 1) in, the diameter of described pvc pipe is less than steel sleeve, two joint pvc pipe overlap joint spreadings that pvc pipe equates with its external diameter by internal diameter, and fasten with glue firmly.
8. the efficient forming construction method thereof of diaphragm wall in a kind of light weathered granite according to claim 1, it is characterized in that, the 6th step 3) in, described cement pulp-water grey matter amount proportioning is 0.8:1, cement paste mixing adopts 32.5 grades of Portland cements, grouting pressure is controlled at 0.1-0.4MPa, and injection speed is 3-7L/min; Grouting amount is to make pvc pipe bottom seal prevent from occurring when steel sleeve from extracting the consumption of collapse hole, can be according to steel sleeve diameter and the rough estimate of pvc pipe diameter, and rock rupture situation is adjusted actual grouting amount during according to boring.
9. the efficient forming construction method thereof of diaphragm wall in a kind of light weathered granite according to claim 1, it is characterized in that, described the 7th step 1), in: described rock stratum drill bit is tungsten steel alloy drill bit, bit diameter equals cartridge size and the product of the coefficient of coup not, for rockhole; Described high-pressure blast provides by blast machine.
10. the efficient forming construction method thereof of diaphragm wall in a kind of light weathered granite according to claim 1, it is characterized in that, the 8th step 3) in, the front preparation of described explosion is Dui Bao district end face covering steel plate and adds punching hammer, to prevent that indivedual slungshot mud from causing the infringement of protecting thing around; During explosion, implement strict Security alert; During explosion, personnel can be detonated after all withdrawing safety place to, and blast warning distance is not less than 100m.
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| CN104947690A (en) * | 2015-06-19 | 2015-09-30 | 深圳市工勘岩土集团有限公司 | Grooving construction method for embedding underground continuous wall into rock |
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| CN111263839A (en) * | 2017-12-06 | 2020-06-09 | 东京土壤研究株式会社 | Land surveying method and cone with blades |
| CN108643179A (en) * | 2018-06-28 | 2018-10-12 | 中水电第十工程局（郑州）有限公司 | A kind of anchor pole and construction method using the construction of hand air drill in loose media stratum |
| CN109026039A (en) * | 2018-10-19 | 2018-12-18 | 深圳市工勘岩土集团有限公司 | Subway tunnel shield tunnels boulder deep hole blasting and pre-processes construction method |
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