CN111519638A - Shale gas pre-drilling engineering high-fill soil compaction construction method - Google Patents
Shale gas pre-drilling engineering high-fill soil compaction construction method Download PDFInfo
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- 239000002689 soil Substances 0.000 title claims abstract description 42
- 238000010276 construction Methods 0.000 title claims abstract description 35
- 238000005056 compaction Methods 0.000 title claims abstract description 27
- 238000005553 drilling Methods 0.000 title claims abstract description 13
- 239000004746 geotextile Substances 0.000 claims abstract description 19
- 238000005096 rolling process Methods 0.000 claims abstract description 14
- 238000001914 filtration Methods 0.000 claims abstract description 8
- 239000004568 cement Substances 0.000 claims abstract description 7
- 239000004567 concrete Substances 0.000 claims abstract description 7
- 238000009412 basement excavation Methods 0.000 claims abstract description 6
- 238000013461 design Methods 0.000 claims abstract description 5
- 238000004873 anchoring Methods 0.000 claims abstract description 4
- 239000010426 asphalt Substances 0.000 claims abstract description 4
- 238000005520 cutting process Methods 0.000 claims abstract description 4
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 4
- 239000000945 filler Substances 0.000 claims description 8
- 229910001335 Galvanized steel Inorganic materials 0.000 claims description 5
- 239000008397 galvanized steel Substances 0.000 claims description 5
- 230000003068 static effect Effects 0.000 claims description 5
- 238000009966 trimming Methods 0.000 claims description 4
- 238000005246 galvanizing Methods 0.000 claims description 3
- 238000003892 spreading Methods 0.000 claims description 3
- 238000000034 method Methods 0.000 abstract description 14
- 238000011161 development Methods 0.000 abstract description 10
- 239000004575 stone Substances 0.000 abstract description 7
- 238000012544 monitoring process Methods 0.000 description 6
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 4
- 238000007796 conventional method Methods 0.000 description 2
- 229910052742 iron Inorganic materials 0.000 description 2
- 239000002245 particle Substances 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 230000004075 alteration Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000011083 cement mortar Substances 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 210000003205 muscle Anatomy 0.000 description 1
- 238000003825 pressing Methods 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 238000005070 sampling Methods 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000007790 scraping Methods 0.000 description 1
- 239000000126 substance Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 239000002352 surface water Substances 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
- E02D17/202—Securing of slopes or inclines with flexible securing means
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/005—Soil-conditioning by mixing with fibrous materials, filaments, open mesh or the like
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/046—Improving by compacting by tamping or vibrating, e.g. with auxiliary watering of the soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0084—Geogrids
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- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- General Life Sciences & Earth Sciences (AREA)
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- Civil Engineering (AREA)
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Abstract
The invention discloses a compaction construction method for a high-fill soil body of a shale gas pre-drilling project, which comprises the following steps of: 1. digging a side slope excessively: firstly, excavating a catch basin before side slope excavation, then reinforcing by cast-in-place cement concrete, and filling joints of the catch basin with asphalt floc; 2. after the side slope is over-dug, finishing steps of the slope surface, compacting the over-dug ground, performing blind ditch construction according to a design drawing, and then paving a broken stone permeable layer; 3. cutting the geogrid according to the designed length and laying a first layer of geogrid; 4. after the geogrid is laid, laying reverse filtering geotextile at the position of the slope toe, and laying a gravel cushion layer on the reverse filtering geotextile; 5. backfilling and rolling; 6. turning over the grid: after the first layer of filling soil reaches the preset thickness and is rolled to the designed compactness, manually finishing and anchoring; the method reduces the construction period of the high-fill foundation, improves the compaction degree and ensures the compaction uniformity, and is of great importance to shale gas exploration and development projects with short construction periods.
Description
Technical Field
The invention relates to the technical field of geotechnical engineering construction, in particular to a compaction construction method for a high-fill soil body of a shale gas pre-drilling engineering.
Background
In recent years, the country vigorously promotes the exploitation of shale gas to meet the increasing demand of people on shale gas energy, the exploration and development process of shale gas is continuously accelerated, and the scale of the pre-drilling engineering is larger and larger. However, when a pre-drilling project needing two platform wells is constructed, the occupied land area is more than twice of that of one platform well, most of the filling heights of the project are more than 10 meters for the project with half digging and half filling of a well site field, particularly for the project with high filling heights, the backfill soil is not fully compacted, the field is leveled in a short time, the backfill soil is thick and uneven and has unstable properties, the project construction is carried out on the field, and the shale gas development work at the later stage faces huge risks. If the backfill soil is dug out and then backfilled, great construction period and economic pressure are faced. How to effectively treat the semi-excavation and semi-filling high-fill engineering is a great problem which needs to be solved in the development of shale gas at present.
For a semi-excavating and semi-filling high-fill foundation well site, if the high-fill soil is treated by a traditional compaction method, uneven settlement is easy to form, the development progress is influenced, equipment faces safety problems, and huge economic loss is caused. Particularly, uneven settlement is prominent after heavy rain in summer, which may cause various engineering problems, such as generation of huge cracks, broken corners, broken edges and the like, and bring about considerable potential safety hazards. In recent years, the problems bring huge loss to the whole pre-drilling engineering construction for shale gas development, seriously restrict the development of the shale gas and delay the development process of the shale gas. Therefore, how to improve the compaction degree of the high fill soil body and control the settlement of the soil body is particularly necessary.
After being compacted by adopting a conventional method, the shale gas platform can be paved only in a reserved consolidation settlement period of months or even years, and although large post-construction settlement can be avoided, the construction period is very short due to the particularity of pre-drilling engineering, so that the natural settlement time required after the construction of the high-fill foundation cannot be met at all, and the compaction degree and settlement control of the high-fill soil body in the traditional construction mode are more difficult to effectively guarantee.
Disclosure of Invention
Aiming at the problems, the invention provides a compaction construction method for a high-fill soil body of a shale gas pre-drilling project, which reduces the construction period of a high-fill foundation, improves the compaction degree and ensures the compaction uniformity, and is of great importance for shale gas exploration and development projects with short construction periods.
The invention adopts the following technical scheme:
a shale gas pre-drilling engineering high-fill soil compaction construction method comprises the following steps:
s1, digging a slope over: firstly, excavating a catch basin before side slope excavation, and timely reinforcing cast-in-place cement concrete, wherein an expansion joint of the catch basin is filled with asphalt floc;
s2, trimming slope steps after the side slope is over excavated, and compacting the over excavated ground by using a road roller, wherein the compaction degree reaches 85%; carrying out blind ditch construction according to a design drawing, and paving a gravel permeable layer after the blind ditch construction is finished;
s3, cutting the geogrids according to the designed length and laying a first layer of geogrid;
s4, after the geogrid is laid, laying reverse filtering geotextile at the position of the toe of the slope, and laying a gravel cushion layer on the reverse filtering geotextile to enable the geotextile and the gravel cushion layer to be tightly combined;
s5, backfilling soil and rolling to ensure that the compaction degree reaches 85%;
s6, rolling the grid: after the first layer of filling soil reaches the preset thickness and is rolled to the designed compactness, turning and wrapping the grid for 2m, binding the grid on the upper layer of geogrid, manually finishing and anchoring, and earthing up for 1m outside the turning and wrapping to protect the grid and prevent manual damage;
and S7, repeating the steps S3-S6, filling top layer filler on the full section after all the grids are paved, manually filling and leveling the top of the geogrid, performing static pressure for 2 times, and then performing vibration rolling until the specified compaction degree is reached.
Preferably, in step S1, the longitudinal slope of the intercepting drain is not less than 0.5%, the cement concrete has a thickness of 8cm, the distance between the expansion joints of the intercepting drain is 8-12m, and the width of the joint is 2 cm.
Preferably, step S3 includes the steps of:
s31, abutting one end of the geogrid against the inner side of the step of the overexcavable slope, spreading and unfolding the geogrid from the inner side to the outer side along the cross section direction, and fixing the tail of the geogrid in soil by using a U-shaped hot-dip galvanized steel nail;
s32, reversely wrapping the edge covering length reserved by the geogrid edge covering along the repaired side slope, and fixing the side slope with the compacted soil on the upper layer and the geogrid on the upper layer at a position 20cm inward from the outer edge by using a U-shaped hot-galvanized steel nail;
s33, overlapping the 2 geogrids adjacent to each other in the longitudinal direction by 30cm, and bundling the geogrids by hot galvanizing iron wires.
Preferably, the space between the grid layers is 0.6m, and the transverse laying width is 3 m.
Preferably, the particle size of the filler on the upper side, the lower side and within 8cm from the geogrid layer is not more than 6 cm.
Preferably, in step S4, the geotextile has a width of 2.54m and a laying width of 1 m.
Preferably, in step S5, the loose thickness of the backfill soil is not greater than 30cm, and the compacted thickness is not greater than 25 cm.
The invention has the beneficial effects that:
the method reduces the construction period of the high-fill foundation, improves the compaction degree and ensures the compaction uniformity, and is of great importance to shale gas exploration and development projects with short construction periods.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings of the embodiments will be briefly described below, and it is apparent that the drawings in the following description only relate to some embodiments of the present invention and are not limiting on the present invention.
FIG. 1 is a schematic flow diagram of the present invention;
FIG. 2 is a schematic structural view of the present invention;
FIG. 3 is a schematic view of the settlement of a monitoring point according to the present invention;
FIG. 4 is a schematic view of the monitoring point settlement trend of the present invention;
shown in the figure:
wherein, 1-cement mortar, 2-thick sand cushion, 3-PVC pipe, 4-geotextile, 5-gravel;
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the drawings of the embodiments of the present invention.
Unless otherwise defined, technical or scientific terms used herein shall have the ordinary meaning as understood by one of ordinary skill in the art to which this disclosure belongs. The use of the word "comprising" or "comprises", and the like, in this disclosure is intended to mean that the elements or items listed before that word, include the elements or items listed after that word, and their equivalents, without excluding other elements or items. "upper", "lower", "left", "right", and the like are used merely to indicate relative positional relationships, and when the absolute position of the object being described is changed, the relative positional relationships may also be changed accordingly.
The invention is further illustrated with reference to the following figures and examples.
As shown in fig. 1 to 4, the target site adopts 10-meter high filling, the filling is designed into geotextile and dry rubble revetment, and the dry rubble and the grout rubble are backfilled to seal and separate surface water and underground passage for treatment after the surface soil of the collapse substance source is removed.
The side slope adopts geogrid to add the muscle and the slope protection geogrid of borduring, and 3 meters wide, the interlamellar spacing is 0.6 meters, reaches the purpose of stable side slope. The geogrid reinforced slope protection adopts on-site excavation soil body filling, a layer of geotextile is paved on each layer of filling, the filling thickness is gradually increased from bottom to top, and the filling thickness of the bottommost layer is 30 cm. The geotextile wrapping is adopted, the slope rate of a side slope is generally 1:1, and the width of the geotextile reinforcement is 5 m.
Before the geogrid is laid, the top surface of the filled soil needs to be smooth, hard projections such as broken stones and block stones are strictly forbidden on the surface, and the maximum particle size of the filling is not larger than 6 cm. The compactness, longitudinal slope, transverse slope, width and elevation of the filler meet the design requirements; the top surface is covered by backfill soil with the thickness of 10 cm; the longitudinal distance between the PVC pipes is 5 cm; the slope surface is dry-laid rubble slope protection, the thickness is 0.3m, and a gravel cushion layer is arranged below the slope surface and is 0.15m thick; the slope rate and the side slope platform are protected by M5 grouted rubble; the construction sequence of building stones is to be carried out from bottom to top, the stones are to be built vertically, the seams are staggered, the stones are tightly embedded, and the seams are filled with small stones and tightly plugged;
the compaction construction method of the high fill soil body comprises the following steps:
and S1, digging a catch basin before digging the side slope, wherein the longitudinal slope of the catch basin is not less than 0.5%, and reinforcing the catch basin by cast-in-place cement concrete in time, wherein the cement concrete is 8cm thick, the distance between expansion joints of the catch basin is 8-12m, the seam width is 2cm, and asphalt floc is used for filling the seam. In the process of side slope excavation, 1 step is reserved every 50cm, the step width is 0.75m, and therefore it is guaranteed that the filling and excavating junction portion can be rolled and compacted.
S2, after the side slope is over excavated, firstly trimming the steps of the slope, and then compacting the over excavated ground by a road roller, wherein the compactness requirement reaches 85%. And (5) carrying out blind ditch construction according to a design drawing. And after the blind ditch construction is finished, paving a gravel permeable layer, and carrying out static pressure on the gravel layer for 3 times by using a road roller, wherein the thickness of the gravel permeable layer is controlled to be 20cm after the gravel permeable layer is subjected to static pressure.
S3, cutting the geogrids according to the designed length and laying a first layer of geogrids, wherein the method comprises the following steps:
s31, abutting one end of the geogrid against the inner side of the step of the overexcavable slope, spreading and unfolding the geogrid from the inner side to the outer side along the cross section direction, and fixing the tail of the geogrid in soil by using a U-shaped hot-dip galvanized steel nail;
s32, tightening the geogrid during edge covering, and fixing the geogrid with a U-shaped hot-dip galvanized steel nail at a position 20cm inward from the outer edge, wherein the length of the edge covering reserved for the geogrid edge covering is covered along the repaired side slope;
s33, overlapping the 2 geogrids adjacent to each other in the longitudinal direction by 30cm, and bundling the geogrids by hot galvanizing iron wires.
S4, laying reverse filtration geotextile at the toe position after the geogrid is laid, wherein the width of the geotextile is 2.54m, the laying width is 1m, and the rest part is well overlapped to prevent scraping during construction. And after the construction of the gravel cushion layer is finished, reversely folding the folded part of the reversed filtering geotextile onto the top surface of the gravel cushion layer to ensure that the geotextile is tightly combined with the gravel cushion layer, wherein the geotextile is not required to be wrapped or damaged, and then pressing the geotextile by using the filler and performing upper layer construction in time.
And S5, backfilling and rolling, wherein each layer of backfilled soil is filled symmetrically by using the same cohesive soil according to the principle of 'two sides first and then middle'. The filler is not allowed to be directly discharged on the geogrid and must be discharged on the paved soil surface, and the soil discharging height is not more than 1 m. The backfill soil is laid on the geogrid, each layer needs to be compacted, and the laying soil pressure is real-time without causing the rib materials to curl or displace; the loose paving thickness of the backfill is not more than 30cm, the water content of the backfill is equal to or less than the optimal water content, the thickness after compaction is not more than 25cm, and the compaction degree is not less than 85%. If the compaction degree requirement of 85 percent can be met after rolling by the crawler dozer, the crawler dozer can be used for rolling without a vibration roller, the crawler dozer is allowed to be used for rolling, the thickness of the upper layer of the rolling machinery tire, which is far away from the geogrid, is not less than 0.15m, and the grain diameter of the filler, which is far away from the upper side and the lower side of the geogrid and is within 8cm from the geogrid, is not more than 6 cm. Sampling inspection is carried out after each layer of backfill soil is backfilled and compacted, and geogrid reverse wrapping is carried out after 2 layers of backfill soil are continuously compacted or the specified thickness is reached.
S6, rolling the grid: after the first layer of filling soil reaches the preset thickness and is rolled to the designed compactness, turning and wrapping the grid for 2m, binding the grid on the upper layer of geogrid, manually finishing and anchoring, and earthing up for 1m outside the turning and wrapping to protect the grid and prevent manual damage;
and S7, repeating the steps S3-S6, filling top layer filler on the full section after all the grids are paved, manually filling and leveling the top of the geogrid, performing static pressure for 2 times, and then performing vibration rolling until the specified compaction degree is reached.
As shown in table 1, the statistical table of the settlement monitoring comparison data obtained by the method of the present invention and the conventional process is shown, wherein the collection points CH1, CH2 and CH3 are obtained by the method, CH4, CH5 and CH6 are obtained by the conventional method, the final settlement amounts of CH1, CH2, CH3, CH4, CH5 and CH6 are 1.56mm, 0.31mm, 0.44mm, 4.69mm, 5.125mm and 4.75mm, the average settlement amount of the three monitoring points obtained by the method is 0.77mm, and the average settlement amount of the three monitoring points obtained by the conventional process is 4.86 mm; compared with the traditional method, the settling amount of the high fill soil body is reduced by 4.09mm by adopting the method, and the control effect is as high as 84.16%.
| Date | CH1 | CH2 | CH3 | CH4 | CH5 | CH6 | Reference point |
| 2019/11/8 | -1.3549 | -1.4799 | -0.1148 | -1.2449 | -2.4099 | -1.7549 | -1.6749 |
| 2019/11/10 | -1.4049 | -1.4799 | -0.1298 | -1.2549 | -2.4149 | -1.7449 | -4.6849 |
| 2019/11/12 | -1.4099 | -1.4599 | -0.0948 | -1.2399 | -2.4149 | -1.7749 | -4.6849 |
| 2019/11/14 | -1.4499 | -1.4999 | -0.0798 | -1.2049 | -2.4749 | -1.7849 | -4.6599 |
| 2019/11/16 | -1.4499 | -1.4699 | -0.1198 | -1.2699 | -2.4349 | -1.7599 | -4.6549 |
| 2019/11/18 | -1.4349 | -1.4449 | -0.1348 | -1.2499 | -2.4649 | -1.7749 | -4.6499 |
| 2019/11/20 | -1.4099 | -1.4799 | -0.1248 | -1.2249 | -2.3999 | -1.7999 | -4.6949 |
| 2019/11/22 | -1.4199 | -1.4499 | -0.0998 | -1.2649 | -2.4299 | -1.7499 | -4.6549 |
| 2019/11/24 | -1.4299 | -1.4649 | -0.1048 | -1.2699 | -2.4449 | -1.7599 | -4.6999 |
| 2019/11/26 | -1.4399 | -1.5099 | -0.0998 | -1.2049 | -2.4249 | -1.8049 | -4.6899 |
| 2019/11/28 | -1.4499 | -1.4599 | -0.1098 | -1.2699 | -2.4349 | -1.7549 | -4.6799 |
| 2019/11/30 | -1.4499 | -1.4449 | -0.0948 | -1.2699 | -2.4549 | -1.7899 | -4.6849 |
| 2019/12/2 | -1.4499 | -1.4749 | -0.1198 | -1.2399 | -2.4649 | -1.8449 | -4.6649 |
| 2019/12/4 | -1.4399 | -1.4449 | -0.1048 | -1.2999 | -2.4549 | -1.7949 | -4.6749 |
| 2019/12/6 | -1.4849 | -1.4649 | -0.1198 | -1.3299 | -2.5699 | -1.8749 | -4.6299 |
| 2019/12/8 | -1.4949 | -1.4799 | -0.1048 | -1.3599 | -2.5649 | -1.9199 | -4.6749 |
| 2019/12/10 | -1.4749 | -1.4999 | -0.1148 | -1.3899 | -2.6099 | -1.8749 | -4.6549 |
| 2019/12/12 | -1.4599 | -1.4849 | -0.1348 | -1.3599 | -2.5849 | -1.9249 | -4.6449 |
| 2019/12/14 | -1.4449 | -1.4649 | -0.0998 | -1.3999 | -2.5799 | -1.9149 | -4.6399 |
| 2019/12/16 | -1.4449 | -1.4699 | -0.1348 | -1.3949 | -2.6099 | -1.9149 | -4.7049 |
| 2019/12/18 | -1.4749 | -1.5099 | -0.1048 | -1.4749 | -2.6549 | -1.9999 | -4.6649 |
| 2019/12/20 | -1.4749 | -1.4699 | -0.1098 | -1.4699 | -2.6899 | -1.9949 | -4.6649 |
| 2019/12/22 | -1.4599 | -1.4949 | -0.1298 | -1.4949 | -2.7199 | -2.0399 | -4.6749 |
| 2019/12/24 | -1.4749 | -1.4749 | -0.1198 | -1.5349 | -2.7249 | -2.0349 | -4.6949 |
| 2019/12/26 | -1.4399 | -1.5349 | -0.1298 | -1.4699 | -2.6999 | -2.1199 | -4.6949 |
Table 1 settlement monitoring contrast data statistical table
Although the present invention has been described with reference to a preferred embodiment, it should be understood that various changes, substitutions and alterations can be made herein without departing from the spirit and scope of the invention as defined by the appended claims.
Claims (3)
1. A shale gas pre-drilling engineering high fill soil compaction construction method is characterized by comprising the following steps:
s1, digging a slope over: firstly, excavating a catch basin before side slope excavation, then reinforcing by cast-in-place cement concrete, and filling joints of the catch basin with asphalt floc;
s2, trimming slope steps after the side slope is over-excavated, compacting the over-excavated ground, performing blind ditch construction according to design requirements, and paving a gravel permeable layer after the blind ditch construction is finished;
s3, cutting the geogrids according to the designed length and laying a first layer of geogrid;
s4, after the geogrid is laid, laying reverse filtering geotextile at the toe position, and laying a gravel cushion layer on the reverse filtering geotextile;
s5, backfilling soil and rolling to ensure that the compaction degree reaches 85%;
s6, rolling the grid: after the first layer of filling soil reaches the preset thickness and is rolled to the designed compactness, the grid is rolled and wrapped back for 2m and is bound on the upper layer of geogrid, manual trimming and anchoring are carried out, and the soil is filled for 1m on the outer side of the roll;
and S7, repeating the steps S3-S6, filling top layer fillers on the full section after all the grids are paved, manually filling and leveling the top of the geogrid, performing static pressure for 2 times, and then performing vibration rolling.
2. The shale gas pre-drilling engineering high fill soil compaction construction method according to claim 1, wherein in step S1, the longitudinal slope of the intercepting ditch is not less than 0.5%, the cement concrete is 8cm thick, the distance between the intercepting ditch expansion joints is 8-12m, and the seam width is 2 cm.
3. The shale gas pre-drilling engineering high fill soil mass compaction construction method according to claim 1, wherein the step S3 comprises the following steps:
s31, abutting one end of the geogrid against the inner side of the step of the over-excavated slope, spreading and unfolding the geogrid from the inner side to the outer side along the cross section direction, and fixing the tail of the geogrid in soil by using a U-shaped hot-galvanized steel nail;
s32, reversely wrapping the edge length reserved by the geogrid edge wrapping along the repaired side slope by using U-shaped hot galvanizing.
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Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN1880587A (en) * | 2005-06-17 | 2006-12-20 | 长沙理工大学 | Flexible reinforced retaining structure and construction method therefor |
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