CN102819041A - Method for determining seismic explosive excitation depth by using soil layer resistance information - Google Patents
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Abstract
The invention relates to a method for determining seismic explosive excitation depth by using soil layer resistance information. The method sequentially comprises the following steps of: 1, determining required pressure information of a soil layer in a construction region; 2, presetting depth of the soil layer of the required pressure information; 3, carrying out a static penetration test to obtain information that a conical tip resistance and a side wall friction resistance change with the depth; 4, dividing soil layers with different rigidities according to the information of the conical tip resistance and the side wall friction resistance; 5, respectively drilling to the selected soil layer, placing an explosive in a corresponding soil layer test hole, exciting, acquiring seismic record, comparing, and selecting an optimal rigidity layer excited by the seismic explosive; and 6, searching the distribution of the rigidity layer in a construction region to be designed as the depth excited by the seismic explosive according to the rigidity layer excited by the optimal seismic explosive selected in the step 5 and indexes of the conical tip resistance and the side wall friction resistance corresponding to the rigidity layer in the step 3. According to the method, the optimal depth excited by the seismic explosive can be accurately selected.
Description
Technical field
The present invention relates to a kind of soil layer resistance information of utilizing and confirm that the earthquake explosive excites the method for the degree of depth, belongs to the seismic exploration technique field.
Background technology
Seismic prospecting is to produce seismic event through man-made explosion, and underground structural feature and reservoir attribute are explored.
At present, land seismic prospecting uses explosive as man-made explosion in a large number.The covering area in the Quaternary system river plain all is the soil layer that does not cement as yet usually.After explosive exploded in soil layer, the soil layer in contiguous before this powder charge zone received strong compression, forms the blast cavity; The soil layer construction of the cavity periphery of exploding then is destroyed and crushes, and forms the crushing rupture zone; The soil layer construction of the rupture zone of then crushing periphery remains unchanged, and plastic yield takes place, and forms the elasto-plastic range (elasto-plastic region); The periphery of elasto-plastic range (elasto-plastic region) is the elastic region, and in the elastic region, the impact that explosive charge produced forms seismic wave propagation.
Experimental study shows, in fact finally convert the seismic wave energy that seismic prospecting receives behind the explosive charge to very little, has only 5% one 6% of explosive gross energy usually, and maximum is no more than 25%.Change shooting conditions, the energy that consumes in each district possibly have very about-face.
People hope that explosion energy converts seismic wave energy to greatest extent to, this during with explosive charge around the character of soil layer relevant.When the hardness of soil layer was big around the explosive, the radius ratio that explosive destroys was less, and the quality of seismic data of generation is better.Otherwise, around the explosive hardness of soil layer hour, the radius ratio that explosive destroys is bigger, the quality of seismic data of generation is relatively poor.Therefore, in the actual earthquake-capturing, selecting the explosive shooting conditions is a very important job.
On July 28th, 2010, publication number is the disclosing of Chinese invention patent application a kind of " based on the point-by-point excitation well depth designing method of uniform near-surface model " of CN101788686A.Its way is the investigation method according to little refraction or micro logging, sets up the near surface structure model, and promptly speed or lithology hierarchical model again according to the near surface structure model, carry out the design that the earthquake explosive excites the degree of depth.Setting up the prior art that the near surface structure model carries out the earthquake stimulation depth design through speed and lithological information exists main deficiency to be: velocity information and lithological information; The hardness situation that can not accurately reflect soil layer can not directly reflect and weigh the seismic wave energy size that explosive charge can convert to.Simultaneously, micro logging method method exist big to the soil layer disturbance, precision is low, long construction period, cost are high-leveled and difficult with the layout deficiency of investigation of big density.Though little refraction method is more convenient than micro logging method acquisition speed construction in layer, exist can't the counter-rotating of solution speed problem.
Cone penetration method is that the engineering geology field is a kind of in the rock-soil engineering in-situ method of testing, divides by obtainable soil layer information, and single bridge static sounding method, doube bridge static sounding method and pore water pressure static sounding method are arranged.Wherein single bridge static sounding method can only obtain the specific penetration resistance of soil layer, and doube bridge static sounding method can obtain static point resistance and sidewall friction resistance simultaneously, and pore water pressure static sounding method has increased native mesoporosity water pressure information than doube bridge static sounding method.
Cone penetration method has exploration and test double action; In field of seismic exploration; Chinese invention patent application CN101788686A sees it is used for carrying out the near surface structure investigation with methods such as little refraction and micro loggings, and Shang Weiyou directly carries out the application that the earthquake explosive excites the degree of depth to confirm according to its resistance information.
Summary of the invention
The objective of the invention is to, overcome the problem that exists in the prior art, provide a kind of soil layer resistance information of utilizing to confirm that the earthquake explosive excites the method for the degree of depth, can more accurately select best earthquake explosive to excite the degree of depth, make quality of seismic data better.
For solving above technical matters; A kind of soil layer resistance information of utilizing provided by the present invention confirms that the earthquake explosive excites the method for the degree of depth; In turn include the following steps: the soil layer pressure information that construction area need obtain is confirmed in (1); Said soil layer pressure information comprises in the cone penetration test static point resistance with the information of change in depth, and in the cone penetration test sidewall friction resistance with the information of change in depth; (2) excite situation according in the construction area or adjacent area known soil layer pressure information and earthquake explosive, predetermined needs obtain the degree of depth of said soil layer pressure information; (3) adopt doube bridge static sounding method or pore water pressure static sounding method to carry out cone penetration test, obtain static point resistance and sidewall friction resistance information with change in depth; (4) according to the static point resistance that obtains soil layer with sidewall friction resistance information division different hardness; (5) boring is placed into the explosive of same model equal in quality in the corresponding soil layer test hole to selected test stratum respectively, excites, and gathers seismologic record; So test the stimulation effect of explosive in the different hardness soil layer, and the seismologic record of each hardness soil layer is compared, select the hardness layering that amplitude is big and the best earthquake explosive of conduct bandwidth excites in each seismologic record; (6) pairing static point resistance of this layering and sidewall friction resistance index in hardness layering that the best earthquake explosive of selecting according to step (5) excites and the step (3), the distribution at this rigidity layer of construction area searching is designed to the degree of depth that the earthquake explosive excites.
With respect to prior art, the present invention has obtained following beneficial effect: cone penetration method has the site operation difficulty than micro logging to be reduced, environmental disturbances is reduced and more cost effective advantage.Carry out the hardness layering of soil layer through static point resistance and sidewall friction resistance higher than the speed layering precision that micro logging carries out soil layer; Corresponding relation between the quality of seismic data three that corresponding relation between the quality of seismic data three that soil layer resistance information, the layering of soil layer hardness and explosive excite excites than soil layer velocity information, the layering of soil layer speed and explosive more closely directly.
As preferred version of the present invention, predetermined depth described in the step (2) in this construction area or the known earthquake explosive in adjacent area excite 2～3 times of the degree of depth.The predetermined depth of obtaining the soil layer pressure information is crossed shallow then not accurate enough, crosses and deeply then causes expense too high.
As preferred version of the present invention, in the step (4) with soil layer be divided into soft formation, than three types of hard formation and hard formations; The static point resistance numerical value of said soft formation less than 5 MPas and said sidewall friction resistance numerical value less than 0.050 MPa; Said static point resistance numerical value than hard formation between between 5～20 MPas and said sidewall friction resistance numerical value between 0.050～0.200 MPa; The static point resistance numerical value of said hard formation greater than 20 MPas and said sidewall friction resistance numerical value greater than 0.200 MPa.It generally is every at a distance from certain depth under high-velocity bed that existing earthquake stimulation well depth is selected test; Such as every at a distance from 2 meters between 10～18 meters degree of depth; Carry out the explosive provocative test and select optimum depth or lithology; The present invention will mark off soft formation and need not make an experiment, only need dwindle trial stretch making an experiment than hard formation and hard place interval, reduce the experiment work amount.
As preferred version of the present invention, get rid of said soft formation in the step (5), carry out the stimulation effect test of explosive to said respectively than hard formation and hard formation.Test number (TN) be can reduce like this, experimentation cost and time practiced thrift; It is generally acknowledged in the seismic reflection record, the lineups amplitude is stronger, continuity better, frequency band heals wide reflection quality of seismic data just better; Through setting up the corresponding relation between soil layer resistance information, the layering of soil layer hardness and the explosive stimulation effect three; Make to adopt the present invention carry out explosive when exciting depth design, can before actual earthquake-capturing production, predict the quality of quality of seismic data than existing method more quantitatively.
As preferred version of the present invention, select long the making an experiment of relative depth section in the step (5) than hard formation and hard formation, said relative depth section length than the thickness of hard formation and hard formation height greater than explosive column.As the height that is lower than explosive column then causes explosive in the different hardness layer, to excite, and influences the accuracy of explosive effect and evaluation.
As preferred version of the present invention, during design earthquake explosive excites in the step (6) the degree of depth, need consider that also explosive charge is to ability and the efficient of surrounding environment Influence on security with the rig of realizing the degree of depth that designs.
As further preferred version of the present invention, static point resistance and the sidewall friction resistance variation range locational like Different Plane in the construction area are bigger, and construction area is divided into the littler zone of area, and repeating step (3) is to step (6).Dwindle construction area and divide, make soft formation in the step (4), divide concrete resistance index than hard formation and hard formation and have adaptability.
Description of drawings
Below in conjunction with accompanying drawing and embodiment the present invention is done further detailed explanation, accompanying drawing only provides reference and explanation usefulness, and is non-in order to restriction the present invention.
Fig. 1 is the static point resistance curve and the sidewall friction resistance curve map of the embodiment of the invention one resultant certain position.
Fig. 2 is the micro logging degree of depth-time diagram to same position prior art among Fig. 1.
Fig. 3 is the earthquake single shot record of two provocative tests of Fig. 1 position.
Fig. 4 is for being that the embodiment of the invention two static sounding information designs explosive excites depth section, and the distance between eight adjacent earthquake stimulation points is 280 meters, and each feeler inspection hole investigation depth is with " ▽ " expression end.
Among the figure: 1, down than the hard place interval, 2, go up, 3, static point resistance is with the change in depth curve, 4, the sidewall friction resistance is with the change in depth curve than the hard place interval; 5, micro logging is explained low velocity layer (LVL), 6, micro logging explains high-velocity bed, 7, micro logging wave detector acceptance point; 8, seismologic record comparison frame, 9, static point resistance is with the elevation change curve, 10, explosive well depth design available segments; 11 static sounding point face of land elevations, 12 static sounding points numbering and elevation are the numbering of static sounding point on the horizontal line; Be the numerical value of static sounding point face of land elevation under the horizontal line, unit is a rice; 13, the sidewall friction resistance is with the elevation change curve.
Embodiment
Embodiment one
The present invention utilizes soil layer resistance information to confirm that the earthquake explosive excites the method for the degree of depth, and embodiment one in turn includes the following steps:
(1) confirm the soil layer pressure information that construction area need obtain, the soil layer pressure information comprises in the cone penetration test static point resistance with the information of change in depth, and in the cone penetration test sidewall friction resistance with the information of change in depth;
(2) excite situation according in the construction area or adjacent area known soil layer pressure information and earthquake explosive; Predetermined needs obtain the degree of depth of soil layer pressure information; Generally between 30 meters to 80 meters, the depth of penetration of present embodiment is 50.0 meters to the degree of depth that need obtain the soil layer pressure information;
(3) abide by " Code for investigation of geotechnical engineering " (GB50021～2001) and carry out cone penetration test or pore water pressure cone penetration test; Present embodiment adopts the doube bridge contact probe; Probe circular cone awl basal cross section is long-pending to be that 15 square centimeters, cone bottom diameter are that 43.7 millimeters, awl pointed cone angle are that 60 °, friction cylinder surface area are 300 square centimeters; The probe force cell has carried out staking-out work together with instrument and cable; Probe vertically at the uniform velocity is pressed in the soil until predetermined depth, and injection speed is 1.2 meters/minute, and it is as shown in Figure 1 with the information of change in depth to obtain static point resistance and sidewall friction resistance; Wherein solid line 3 be static point resistance with the change in depth curve, dotted line 4 is that the sidewall friction resistance is with the change in depth curve;
(4) according to the static point resistance that obtains and sidewall friction resistance information with soil layer be divided into soft formation, than three types of hard formation and hard formations; The resistance curve fluctuation ratio of soft formation is milder, static point resistance numerical value less than 5 MPas and sidewall friction resistance numerical value less than 0.050 MPa; Resistance curve fluctuation ratio than hard formation is more violent, static point resistance numerical value between between 5～20 MPas and sidewall friction resistance numerical value between 0.050～0.200 MPa; It is mild relatively that hard formation is meant that resistance curve rises and falls, static point resistance numerical value greater than 20 MPas and sidewall friction resistance numerical value greater than 0.200 MPa; As shown in Figure 1, divided two in the present embodiment than the hard place interval, be 22 meters～31 meters than hard place interval 1 degree of depth down, going up than hard place interval 2 degree of depth is 8 meters～13 meters; Remaining stratum has been soft formation, does not have hard formation;
(5) get rid of soft formation, select the relative depth section to carry out the stimulation effect test of explosive than long than hard formation and hard formation, the thickness on selected stratum is greater than the height of explosive column; Boring is to selected test stratum respectively, and the explosive of same model equal in quality is placed in the corresponding soil layer test hole, excites, and gathers seismologic record; So test the stimulation effect of explosive in the different hardness soil layer, and the seismologic record of each hardness soil layer is compared, select the hardness layering that amplitude is big and the best earthquake explosive of conduct bandwidth excites in each seismologic record; In the present embodiment, respectively drilling well to 12 meter and 24 meters degree of depth, filling explosive execution GB15563-2005 standard; The explosive model of using is ZY60-2-G1,0.60 meter of 2 kilograms of effective length of every joint powder column, and 6 kilograms of doses are that three joints couple together; Total length is 1.80 meters; Explosive down at the bottom of the institute hole of holing, is excited the collection seismologic record; As shown in Figure 3, a is 12 meters and excites seismologic record, b to be 24 meters to excite seismologic record; Symmetry was blown out in the middle of two seismologic records were 210 roads, and 40 meters of track pitches, minimum shot point-geophone interval are from 20 meters, and maximum shot point-geophone interval is from 4180 meters;
(6) pairing static point resistance of this layering and sidewall friction resistance index in hardness layering that the best earthquake explosive of selecting according to step (5) excites and the step (3); Seek the distribution of this rigidity layer at construction area; Be designed to the degree of depth that the earthquake explosive excites, present embodiment is than hard place interval 1; Can see that from Fig. 3 two sections of being divided in the step (4) are all relatively good than the quality of seismic data that excites in the hard formation 1,2; In detail part in the seismologic record comparison frame 8 in a, the b seismologic record in the comparison diagram 3 can see that the seismic reflection lineups are stronger than the reflection line-ups amplitude among a among the b, continuity is better; This also matches with the hardness numerical values recited on a, b stratum that seismologic record excites; B is pairing bigger than pairing static point resistance and the sidewall friction resistance numerical value than hard place interval 2 of a than hard place interval 1.
The micro logging degree of depth-the time diagram of Fig. 2 for adopting classic method to obtain to same position among Fig. 1, investigation depth is 30.0 meters.The velocity information of the near surface soil layer that micro logging method inquiry agency obtains; Micro logging method investigation key step is: boring arrival needs the degree of depth; The wave detector that receives vibrations is placed on different depth; Produce vibrations on ground, these vibrations propagate on the wave detector through soil layer, and wave detector is noted time of arrival; According to the degree of depth and the time of vibration transmission, calculate the speed of wave detector to soil layer between the ground.Shown in Figure 2 for micro logging investigation obtains the time of reception of 28 degree of depth acceptance points 7, through least square method piecewise fitting straight line, in 30.0 meters degree of depth the speed of soil layer can be divided into two-layer, low velocity layer (LVL) 5 and high-velocity bed 6.Utilize micro logging investigation velocity information to carry out the earthquake explosive when exciting depth design, as long as the degree of depth excites in high-velocity bed greater than the bottom boundary of low velocity layer (LVL).
Comparison diagram 1 is clearly seen with Fig. 2, divides the hardness interval according to the resistance information of soil, divides the speed interval than the velocity information according to soil, and is meticulousr, accurate.The fine or not correspondence that the hardness level of a among Fig. 3, b seismologic record reflection soil and explosive excite seismologic record is good.
Embodiment two
The present invention utilizes soil layer resistance information to confirm that the earthquake explosive excites the method for the degree of depth, and embodiment two in turn includes the following steps:
(1) the soil layer pressure information of confirming to obtain in the construction area and the two-dimension earthquake shot point of practical implementation; The soil layer pressure information that present embodiment obtains comprises that static point resistance and sidewall friction resistance are with the information of change in depth in the static sounding; On continuous 8 shot points 12 of two-dimension earthquake big gun line, obtain static point resistance and sidewall friction resistance information, the spacing between the adjacent shot point 12 is 280 meters;
(2) excite situation according in the construction area or adjacent area known soil layer pressure information and earthquake explosive, predetermined needs obtain the degree of depth of soil layer pressure information, and the depth of penetration of 8 shot points of present embodiment is 40.0 meters～50.0 meters and does not wait;
(3) carry out cone penetration test; Abide by " Code for investigation of geotechnical engineering " (GB50021～2001), adopt the doube bridge contact probe, probe circular cone awl basal cross section is long-pending to be that 15 square centimeters, cone bottom diameter are that 43.7 millimeters, awl pointed cone angle are that 60 °, friction cylinder surface area are 300 square centimeters; The probe force cell has carried out staking-out work together with instrument and cable; Probe vertically at the uniform velocity is pressed in the soil until predetermined depth, and injection speed is 1.2 meters/minute, and it is as shown in Figure 4 with the information of change in depth to obtain static point resistance and sidewall friction resistance; Wherein solid line 9 be static point resistance with the elevation change curve, dotted line 13 is that the sidewall friction resistance is with the elevation change curve;
(4) because present embodiment and embodiment one in same work area and at a distance of nearer, just quote the provocative test conclusion of step among the embodiment one (5), step (6); Present embodiment just meets than hard formation according to the soil layer layering standard search of the step among the embodiment one (4); As shown in Figure 4, the thickness that present embodiment marks off be not less than the explosive column height than the hard place interval, be marked on left side, static sounding hole 10 as earthquake explosive well depth design available segments and with beam; Unlikely one section explosive well depth design available segments 10 can be arranged on the resistance curve of same static sounding point (shot point); Like C3, C4 and C8 static sounding point 12 among Fig. 4 two sections explosive well depth design available segments 10 are just arranged respectively;
(5) same static sounding being put a plurality of explosive well depth design available segments 10 accepts or rejects; The safety depth of main consideration explosive charge and the variation that adjacent blast excites the degree of depth; General 6 kilograms of slurry explosives explosion safety degree of depth can not be lower than 9 meters, and it should be gradual change that adjacent earthquake stimulation point its explosive when little excites the degree of depth;
(6) excite the degree of depth according to step (5) design earthquake explosive; 8 static sounding points shown in Figure 4 (shot point) represent to be respectively 9 meters, 9 meters, 9 meters, 15 meters, 24 meters, 24 meters, 26 meters and 26 meters according to the degree of depth that the earthquake explosive of the inventive method practical proposition excites with the elevation at the bottom of the explosive column.
The above is merely the present invention's preferable possible embodiments, and is non-so limit to scope of patent protection of the present invention.Except that the foregoing description, the present invention can also have other embodiments.All employings are equal to the technical scheme of replacement or equivalent transformation formation, all drop in the protection domain of requirement of the present invention.
Claims (7)
1. one kind is utilized soil layer resistance information to confirm that the earthquake explosive excites the method for the degree of depth; It is characterized in that; In turn include the following steps: the soil layer pressure information that construction area need obtain is confirmed in (1); Said soil layer pressure information comprises in the cone penetration test static point resistance with the information of change in depth, and in the cone penetration test sidewall friction resistance with the information of change in depth; (2) excite situation according in the construction area or adjacent area known soil layer pressure information and earthquake explosive, predetermined needs obtain the degree of depth of said soil layer pressure information; (3) adopt doube bridge static sounding method or pore water pressure static sounding method to carry out cone penetration test, obtain static point resistance and sidewall friction resistance information with change in depth; (4) according to the static point resistance that obtains soil layer with sidewall friction resistance information division different hardness; (5) boring is placed into the explosive of same model equal in quality in the corresponding soil layer test hole to selected test stratum respectively, excites, and gathers seismologic record; So test the stimulation effect of explosive in the different hardness soil layer, and the seismologic record of each hardness soil layer is compared, select the hardness layering that amplitude is big and the best earthquake explosive of conduct bandwidth excites in each seismologic record; (6) pairing static point resistance of this layering and sidewall friction resistance index in hardness layering that the best earthquake explosive of selecting according to step (5) excites and the step (3), the distribution at this rigidity layer of construction area searching is designed to the degree of depth that the earthquake explosive excites.
2. the soil layer resistance information of utilizing according to claim 1 confirms that the earthquake explosive excites the method for the degree of depth, is characterized in that: predetermined depth described in the step (2) in this construction area or the known earthquake explosive in adjacent area excite 2 ~ 3 times of the degree of depth.
3. the soil layer resistance information of utilizing according to claim 1 confirms that the earthquake explosive excites the method for the degree of depth, is characterized in that: in the step (4) with soil layer be divided into soft formation, than three types of hard formation and hard formations; The static point resistance numerical value of said soft formation less than 5 MPas and said sidewall friction resistance numerical value less than 0.050 MPa; Said static point resistance numerical value than hard formation between between 5～20 MPas and said sidewall friction resistance numerical value between 0.050～0.200 MPa; The static point resistance numerical value of said hard formation greater than 20 MPas and said sidewall friction resistance numerical value greater than 0.200 MPa.
4. the soil layer resistance information of utilizing according to claim 3 confirms that the earthquake explosive excites the method for the degree of depth, is characterized in that: get rid of said soft formation in the step (5), carry out the stimulation effect test of explosive to said respectively than hard formation and hard formation.
5. the soil layer resistance information of utilizing according to claim 4 confirms that the earthquake explosive excites the method for the degree of depth; It is characterized in that: select long the making an experiment of relative depth section in the step (5) than hard formation and hard formation, said relative depth section length than the thickness of hard formation and hard formation height greater than explosive column.
6. the soil layer resistance information of utilizing according to claim 1 confirms that the earthquake explosive excites the method for the degree of depth; It is characterized in that: during design earthquake explosive excites in the step (6) the degree of depth, need consider that also explosive charge is to ability and the efficient of surrounding environment Influence on security with the rig of realizing the degree of depth that designs.
7. confirm that according to each described soil layer resistance information of utilizing in the claim 1 to 6 the earthquake explosive excites the method for the degree of depth; It is characterized in that: static point resistance and the sidewall friction resistance variation range locational like Different Plane in the construction area are bigger; Construction area is divided into the littler zone of area, and repeating step (3) is to step (6).
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN105676273A (en) * | 2016-01-19 | 2016-06-15 | 北京理工大学 | Design method for high-energy high-frequency explosive seismic source |
| CN105676272A (en) * | 2016-01-19 | 2016-06-15 | 北京理工大学 | Determination method for safe excitation parameter of explosive epicenter |
| CN107831531A (en) * | 2017-11-15 | 2018-03-23 | 中国石油集团川庆钻探工程有限公司地球物理勘探公司 | Safe arrangement method and judgment method for seismic exploration explosive source excitation points |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN105676273A (en) * | 2016-01-19 | 2016-06-15 | 北京理工大学 | Design method for high-energy high-frequency explosive seismic source |
| CN105676272A (en) * | 2016-01-19 | 2016-06-15 | 北京理工大学 | Determination method for safe excitation parameter of explosive epicenter |
| CN105676273B (en) * | 2016-01-19 | 2017-11-21 | 北京理工大学 | High energy high frequency dynamite source design method |
| CN107831531A (en) * | 2017-11-15 | 2018-03-23 | 中国石油集团川庆钻探工程有限公司地球物理勘探公司 | Safe arrangement method and judgment method for seismic exploration explosive source excitation points |
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| CN102819041B (en) | 2014-12-10 |
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