CN115094909B - Construction method of rotary-spraying anchor rod of CFG pile - Google Patents
Construction method of rotary-spraying anchor rod of CFG pile Download PDFInfo
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- CN115094909B CN115094909B CN202210866837.9A CN202210866837A CN115094909B CN 115094909 B CN115094909 B CN 115094909B CN 202210866837 A CN202210866837 A CN 202210866837A CN 115094909 B CN115094909 B CN 115094909B
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- 238000010276 construction Methods 0.000 title claims abstract description 53
- 238000005507 spraying Methods 0.000 title claims abstract description 12
- 238000005553 drilling Methods 0.000 claims abstract description 29
- 238000000034 method Methods 0.000 claims abstract description 21
- 239000004568 cement Substances 0.000 claims abstract description 10
- 238000004873 anchoring Methods 0.000 claims description 19
- 230000003014 reinforcing effect Effects 0.000 claims description 7
- 239000002689 soil Substances 0.000 description 15
- 230000000694 effects Effects 0.000 description 7
- 230000008093 supporting effect Effects 0.000 description 5
- 239000002131 composite material Substances 0.000 description 4
- 230000009286 beneficial effect Effects 0.000 description 3
- 238000010586 diagram Methods 0.000 description 3
- 238000005086 pumping Methods 0.000 description 3
- 230000002787 reinforcement Effects 0.000 description 3
- 230000002349 favourable effect Effects 0.000 description 2
- 230000000149 penetrating effect Effects 0.000 description 2
- 230000004224 protection Effects 0.000 description 2
- 206010035148 Plague Diseases 0.000 description 1
- 241000607479 Yersinia pestis Species 0.000 description 1
- 239000000956 alloy Substances 0.000 description 1
- 229910045601 alloy Inorganic materials 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 230000007797 corrosion Effects 0.000 description 1
- 238000005260 corrosion Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000010881 fly ash Substances 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 238000007493 shaping process Methods 0.000 description 1
- 239000003469 silicate cement Substances 0.000 description 1
- 238000007569 slipcasting Methods 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 230000000087 stabilizing effect Effects 0.000 description 1
- 230000007704 transition Effects 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
- E02D5/76—Anchorings for bulkheads or sections thereof in as much as specially adapted therefor
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Agronomy & Crop Science (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The application discloses a construction method of a rotary spraying anchor rod of a pile meeting CFG, which comprises the following steps: s1, positioning anchor holes: paying out anchor hole positions on the foundation pit wall according to the designed positions, and marking; s2, drilling: aligning the placed hole sites by using a special jumbolter, adjusting the angle, starting drilling, and drilling the holes to a position 2.5m-3.5m away from the CFG pile; s3, jet grouting: inserting an anchor rod, wherein the end part of the anchor rod 1 is 2.5m-3.5m away from the CFG pile, drilling is started, and high-pressure rotary spraying cement paste is sprayed to form an expansion section, and the diameter of the expansion section is larger than that of the CFG pile; s4, shifting: the anchor rod is continuously drilled, and the anchor rod is shifted to bypass the CFG pile. The technical prejudice that the anchor rod is inserted to damage the CFG pile in the traditional construction is overcome, the technical problem in the field is solved by simply changing the construction process, and compared with the original construction process, the construction process is not changed too much, so that the equipment cost is reduced, and the construction cost is saved.
Description
Technical Field
The application relates to the field of foundation pit reinforcement, in particular to a construction method of a rotary jet anchor rod of a pile meeting CFG.
Background
When the foundation pit is reinforced in building construction, the situation that the slotting boundary is close to the foundation of the existing building is often encountered. The existing building adopts CFG piles (cement fly ash gravel piles) for composite foundations. The upper load of the existing building is borne by the CFG piles together with the existing building foundation.
When the foundation pit adjacent to the periphery of the existing building is required to be supported, the anchor rods penetrate into the CFG pile composite foundation of the existing building, the positions of the anchor rods are not easy to control when the anchor rods penetrate into the CFG pile composite foundation, the original CFG piles are easy to damage, and the CFG piles are damaged to cause serious influence on the original building.
Disclosure of Invention
The application provides a construction method of a rotary spraying anchor rod of a CFG pile in order to stably support the side wall of a foundation pit on the premise that the anchor rod does not damage the CFG pile.
The application provides a construction method of a rotary jet anchor rod of a pile meeting CFG, which adopts the following technical scheme:
A construction method of a rotary jet anchor rod of a pile meeting CFG comprises the following steps:
s1, positioning anchor holes: paying out anchor hole positions on the foundation pit wall according to the designed positions, and marking;
S2, drilling: aligning the placed hole sites by using a special jumbolter, adjusting the angle, starting drilling, and drilling the holes to a position 2.5m-3.5m away from the CFG pile;
S3, jet grouting: inserting an anchor rod, wherein the end part of the anchor rod 1 is 2.5m-3.5m away from the CFG pile, drilling is started, and cement paste is sprayed in a rotary mode to form an expansion section, and the diameter of the expansion section is larger than that of the CFG pile;
s4, shifting: the anchor rod is continuously drilled, and the anchor rod is shifted to bypass the CFG pile.
Through adopting above-mentioned technical scheme, when the stock is close to the CFG stake, increase the guniting pump pressure, the stock spouts soon, softens the week side soil body, makes the diameter scope that softens be greater than the diameter of CFG stake, and when the stock continued to stretch into, because the expansion section soil body week side is softer than the CFG stake, and during stock and CFG stake butt, the direction of stock is relatively easy to be adjusted, and then stock and CFG stake can stagger each other, and go deep. The technical prejudice that the anchor rod is inserted to damage the CFG pile in the traditional construction is overcome, the technical problem in the field is solved by simply changing the construction process, and compared with the original construction process, the construction process is not changed too much, so that the equipment cost is reduced, and the construction cost is saved.
Optionally, the diameter of the enlarged section is 1.1-2.5 times the diameter of the CFG pile.
Through adopting above-mentioned technical scheme, CFG stake diameter is the general diameter of trade, under this kind of circumstances, makes enlarged segment diameter be greater than CFG stake diameter, and the soil body of CFG stake week side is softened, and then the stock continues to go deep and is favorable to adjusting the orientation of stock, makes the stock bypass CFG stake, reaches the purpose that does not destroy CFG stake.
Optionally, in step S3, when the end of the anchor rod 1 is 2.5m-3.5m away from the CFG pile and cannot pass through the pile body of the CFG pile, the anchor rod 1 is pulled out to a position far away from the CFG pile, so that the distance between the end of the anchor rod 1 and the CFG pile is 3m-5m, and then rotary spraying drilling is performed.
By adopting the technical scheme, the range of the expansion section can be enlarged, the movable space of the anchor rod is enlarged, and the anchor rod is further facilitated to smoothly bypass the CFG pile.
Optionally, in the process of drilling the anchor rod in the step S4, the anchor rod deflection angle is adjusted by using the anchor rod drilling machine.
Through adopting above-mentioned technical scheme, the jumbolter also can adjust the deflection angle of stock simultaneously at the in-process of drilling the stock, and such setting adjusts the deflection angle of stock on original equipment basis, and the maximum construction cost that reduces under the prerequisite of guaranteeing that the stock can walk around CFG stake smoothly.
Optionally, in step S3, the grouting pump pressure of the anchor rod in the expansion section is 25Mpa-30Mpa.
Through adopting above-mentioned technical scheme, stock normal slip casting at anchor section, when expanding the section, increase the guniting pumping pressure, under the pressure of this guniting pumping pressure, stock week side soil body is impacted and is softened, and softening diameter scope is greater than the diameter of CFG stake, can make the stock effectively bypass the CFG stake, also not too much influences the week side soil body, guarantees the stability of week side soil body.
Optionally, in step S3, the distance between the end of the anchor rod and the CFG pile is determined according to the construction drawing of the CFG pile of the existing building.
Through adopting above-mentioned technical scheme, utilize the CFG stake construction drawing of current building, can roughly judge original CFG stake position, and then be favorable to constructor to judge the distance of waiting to construct foundation ditch pit wall and CFG stake to the convenience is followed to judge the degree of depth of drilling and is enlarged the scope of spouting, the accuracy of guarantee construction.
Optionally, the anchor rod end is an anchor section at a position with a distance of 5m-10m from the CFG pile.
By adopting the technical scheme, the anchor rod is normally subjected to guniting construction in the anchoring section, so that the anchoring effect of the anchor rod in the soil body is ensured.
Optionally, the grouting pump pressure of the anchor rod in the anchoring section is 15Mpa.
By adopting the technical scheme, under the pumping pressure condition, the diameter of the anchoring section can basically meet the anchoring requirement, and the foundation pit supporting effect is ensured.
Optionally, the anchoring section has a bore diameter of 200mm-500mm.
By adopting the technical scheme, the drilling hole diameter of the anchoring section is the common drilling hole diameter in the industry, namely, the application does not need to change the original construction process too much, has high construction economic benefit and is easy for popularization in the industry.
Optionally, the enlarged section is final-set to form a reinforcing section.
Through adopting above-mentioned technical scheme, the reinforcement section that solidifies and stock shaping are as an organic whole, improve the effect of anchor, simultaneously, the reinforcement section can also strengthen the compactness of CFG stake week side soil body, improves the stability of current building.
In summary, the present application includes at least one of the following beneficial technical effects:
1. the technical prejudice that the anchor rod is inserted to damage the CFG pile in the traditional construction is overcome, the technical problem in the field is solved by simply changing the construction process, and compared with the original construction process, the construction process is not changed too much, so that the equipment cost is reduced, and the construction cost is saved.
2. When the anchor rod can not pass through the CFG pile, the anchor rod can be retracted, the range of the expansion section is enlarged, the movable space of the anchor rod is enlarged, and the anchor rod can smoothly bypass the CFG pile.
3. The solidified reinforcing section and the anchor rod are integrally formed, the anchoring effect is improved, meanwhile, the compactness of soil on the periphery of the CFG pile can be enhanced by the reinforcing section, and the stability of an existing building is improved.
Drawings
Fig. 1 is a front view of the overall structure of an embodiment of the present application.
Fig. 2 is a schematic diagram of an embodiment of the present application primarily showing the normal passage of a bolt through a CFG pile.
Fig. 3 is a schematic diagram mainly showing the anchor rod construction process when the anchor rod is used for the CFG pile according to the embodiment of the application.
Fig. 4 is a schematic diagram of an anchor construction process according to an embodiment of the present application mainly showing the anchor deflection angle through a CFG pile.
Fig. 5 is a schematic view mainly showing the construction process of the anchor rod when the anchor rod is pulled out a distance backwards and then passes through the CFG pile according to the embodiment of the present application.
Reference numerals illustrate:
1. a bolt; 10. an anchor hole; 2. anchoring the drill bit; 3. CFG piles; 4. an anchor section; 5. the enlarged section.
Detailed Description
The application is described in further detail below with reference to fig. 1-5.
In the related art, when the anchor rod is constructed under the foundation of the existing building in the current industry, the damage to the CFG pile cannot be avoided, so that when the anchor rod is constructed, industry personnel can construct the anchor rod in a mode of not passing through the CFG pile.
Referring to CN113107019a, a chinese patent publication discloses a connection structure for penetrating through a pre-buried anchor rod under a pre-built building and a construction method thereof, wherein the connection structure comprises a pre-built mattress layer connected under a pre-built foundation, a foundation reinforcing pile connected inside a soil body under the pre-built mattress layer, a crown beam connected at the top of a supporting pile, an anchor rod free section penetrating through the crown beam and the pre-built mattress layer in advance, an anchor rod connected at the tail end of the anchor rod free section and connected under the existing ground, and a cement grouting body sleeved at the periphery of the anchor rod. The invention is beneficial to providing a foundation for anchoring through the arrangement of the cement grouting body; the anchor rod extends downwards obliquely, so that the anchoring force can be provided in the maximum range; through the arrangement of the free section of the anchor rod, the early anchoring effect can be ensured; and the arrangement of the anchoring conversion piece and the elastic tube is beneficial to the stress transmission, transition and protection of the anchoring of the anchor rod. The invention does not influence the construction of the prior building and the excessive construction period and construction cost of the foundation pit excavation project which is close to the later stage.
The technology solves the problem that the anchor rod is easy to damage the original CFG pile by a mode that the anchor rod does not pass through the CFG pile composite foundation of the existing building, but the method greatly prolongs the length of the anchor rod and also improves the construction cost.
Reference may also be made to a foundation pit supporting structure of the type CN 208309592U. The invention also adopts a mode of supporting without passing through the CFG pile, and can be seen that when industry personnel meet the problem that the anchor rod meets the CFG pile, one solution is to make the anchor rod pass through the CFG pile so as to achieve the purpose of supporting, and the other solution is to continuously construct the anchor rod only under the condition of damaging part of the CFG pile, so that the technical problem always plagues the technical personnel in the field.
The embodiment of the application discloses a rotary spraying anchor rod construction method for CFG piles, which solves the problems existing in the field, the diameter of the CFG piles of the existing building is generally 400-600 mm, the pile spacing of the CFG piles 3 is 1.4-1.5 m, and the anchor rod construction is carried out on the basis.
Referring to fig. 1, the method comprises the steps of:
S1, positioning an anchor hole 10: and (3) carrying out correction and anchor spraying on the excavated foundation pit wall, paying out the position of the anchor hole 10 on the foundation pit wall by using a total station according to the elevation and horizontal spacing required by design, and marking the position of the anchor hole 10.
S2, drilling: aiming at the well placed hole site by utilizing a special jumbolter, according to the angle of the designed anchor hole 10, which is generally 15 degrees, adjusting the angle, selecting a hard alloy high-pressure rotary drill bit, arranging a plurality of nozzles on the drill bit flank for carrying out a high-pressure rotary drilling process, wherein the bore diameter of the drilled hole is 200mm-500mm, starting drilling, roughly judging the distance between the end part of the drill rod and the CFG pile 3 according to the construction drawing of the CFG pile 3 of the existing building, drilling to the position 2.5m-3.5m away from the CFG pile 3, and cleaning the hole after the hole is formed.
S3, jet grouting: referring to fig. 2, the end part of the anchor rod 1 is connected with an anchor drill bit 2 through an anchor rod joint, and a grout outlet is formed in a flank of the anchor drill bit 2; the anchor rod 1 is drilled into the anchor hole 10, the position of the anchor drill 2, which is 5m-10m away from the CFG pile 3, is the anchor section 4, the grouting pump pressure of the anchor rod 1 in the anchor section 4 is 15Mpa, and the diameter of the formed anchor section 4 is 200mm-500mm. The anchor rod 1 continues to go deep, if the anchor rod 1 can normally pass through the adjacent CFG piles 3, the anchor rod 1 continues to be subjected to rotary jet drilling to form an anchoring section 4.
Referring to fig. 3, if the anchor rod 1 is detected to be against the CFG pile 3 by using a pressure method, the anchor rod 1 cannot be further penetrated, the anchor rod 1 is withdrawn at the moment, the distance between the anchor drill bit 2 and the CFG pile 3 is 2.5m-3.5m, then the grouting pump pressure of the anchor rod 1 is increased, the grouting pump pressure is 25Mpa-30Mpa, the anchor rod 1 starts drilling while spraying cement paste at high pressure, the cement paste is sprayed out from the root part and the side surface of the drill bit at the speed of 30cm per minute, water pressure cuts the hole wall soil layer at the bottom of the anchor hole 10, the hole wall soil layer is softened and loosened to form an enlarged section 5, the anchor rod 1 can be angularly deflected within the range of the enlarged section 5, then the anchor rod 1 is adjusted by using the anchor rod drill, the end part of the anchor rod 1 is deviated from the center of the CFG pile 3, the anchor rod 1 is continuously drilled, and the anchor rod 1 passes by the side of the CFG pile 3.
Wherein the diameter of the enlarged section 5 is 1.1-2.5 times the diameter of the CFG pile 3. Specifically, the diameter of the CFG pile 3 is 400mm, the grouting pump pressure is 25Mpa, and the diameter of the enlarged section 5 is 500mm.
After the anchor rod 1 bypasses the CFG pile 3 in the expansion section 5, the subsequent expansion section 5 finally congeals to form a reinforcing section, and the finally congealed reinforcing section can strengthen the anchoring capacity of the anchor rod 1 on one hand and strengthen the compactness of soil body at the periphery of the CFG pile 3 on the other hand, so that the effect of stabilizing the existing building is achieved.
Specifically, the cement paste used in the rotary spraying of the anchor rod 1 adopts 32.5-grade ordinary silicate cement, and the water-cement ratio is 0.5-0.6. And the material cost is guaranteed on the premise of guaranteeing the stability.
Referring to fig. 5, when the grouting pump pressure is increased at the position of the anchor bit 2 from 2.5m to 3.5m away from the CFG pile 3 and the pile body of the CFG pile 3 still cannot pass, the anchor rod 1 is pulled out to the position far away from the CFG pile 3, the distance between the anchor bit 2 and the CFG pile 3 is 3m to 5m, the grouting pump pressure is 25Mpa to 30Mpa, and then the grouting drill is performed, and the grouting drill is performed until the depth reaches the designed depth.
According to the application, the enlarged section 5 can soften soil body at the periphery of the CFG pile 3, so that the direction of the anchor rod 1 is convenient to adjust, the anchor rod 1 can smoothly pass through the CFG pile 3 on the premise of not damaging the CFG pile 3, the structural stability of the soil body or rock body can be enhanced by the enlarged section 5 after final setting, uneven settlement of the ground is reduced, the whole rod body of the anchor rod 1 is wrapped by slurry, corrosion of the external environment to the rod body can be isolated, and a certain anticorrosion effect is achieved.
The above embodiments are not intended to limit the scope of the present application, so: all equivalent changes in structure, shape and principle of the application should be covered in the scope of protection of the application.
Claims (10)
1. The construction method of the jet grouting anchor rod of the CFG pile is characterized by comprising the following steps of:
s1, positioning anchor holes: paying out anchor hole positions on the foundation pit wall according to the designed positions, and marking;
s2, drilling: aligning the placed hole sites by using an anchor rod drilling machine, adjusting the angle, starting drilling, and drilling to a position 2.5m-3.5m away from the CFG pile (3);
S3, jet grouting: inserting an anchor rod (1), and when the anchor rod (1) is detected to prop against the CFG pile (3), the anchor rod (1) cannot go deep continuously, and then the anchor rod (1) is pulled out, so that the end part of the anchor rod (1) is 2.5m-3.5m away from the CFG pile (3), drilling is started, cement paste spraying is performed simultaneously, an expansion section (5) is formed, and the diameter of the expansion section (5) is larger than that of the CFG pile (3);
S4, shifting: and (3) continuing to drill the anchor rod (1), and enabling the anchor rod (1) to shift to bypass the CFG pile (3).
2. The construction method of the rotary jet grouting anchor rod for the CFG pile, according to claim 1, is characterized in that: the diameter of the expansion section (5) is 1.1-2.5 times of the diameter of the CFG pile (3).
3. The construction method of the rotary jet grouting anchor rod of the CFG pile according to claim 1 or 2, wherein the construction method comprises the following steps: in the step S3, when the end part of the anchor rod (1) is 2.5m-3.5m away from the CFG pile (3) and cannot pass through the pile body of the CFG pile (3), the anchor rod (1) is pulled out to a position far away from the CFG pile (3), so that the distance between the end part of the anchor rod (1) and the CFG pile (3) is 3m-5m, and then rotary spraying drilling is performed.
4. The construction method of the rotary jet grouting anchor rod of the CFG pile according to claim 1 or 2, wherein the construction method comprises the following steps: and in the step S4, the deflection angle of the anchor rod (1) is adjusted by using the anchor rod drilling machine in the process of drilling the anchor rod (1).
5. A method for constructing a rotary jetting anchor rod of a pile meeting CFG according to any one of claims 1 or 2, characterized in that: in the step S3, the grouting pump pressure of the anchor rod (1) in the expansion section (5) is 25Mpa-30Mpa.
6. A construction method of a rotary jetting anchor rod for a pile meeting CFG according to claim 3, wherein the construction method comprises the following steps: in the step S3, according to the construction drawing of the CFG pile (3) of the existing building, the distance between the end part of the anchor rod (1) and the CFG pile (3) is judged.
7. The construction method of the rotary jet grouting anchor rod for the CFG pile, according to claim 1, is characterized in that: the position, with the distance of 5m-10m, of the end part of the anchor rod (1) and the CFG pile (3) is an anchoring section (4).
8. The construction method of the rotary jetting anchor rod of the CFG pile, according to claim 6, is characterized in that: the grouting pump pressure of the anchor rod (1) in the anchoring section (4) is 15Mpa.
9. The construction method of the rotary jetting anchor rod of the CFG pile, according to claim 6, is characterized in that: the bore diameter of the anchoring section (4) is 200mm-500mm.
10. The construction method of the rotary jet grouting anchor rod for the CFG pile, according to claim 1, is characterized in that: and the expansion section (5) is finally solidified to form a reinforcing section.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210866837.9A CN115094909B (en) | 2022-07-22 | 2022-07-22 | Construction method of rotary-spraying anchor rod of CFG pile |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210866837.9A CN115094909B (en) | 2022-07-22 | 2022-07-22 | Construction method of rotary-spraying anchor rod of CFG pile |
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| Publication Number | Publication Date |
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| CN115094909A CN115094909A (en) | 2022-09-23 |
| CN115094909B true CN115094909B (en) | 2024-06-04 |
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| CN202210866837.9A Active CN115094909B (en) | 2022-07-22 | 2022-07-22 | Construction method of rotary-spraying anchor rod of CFG pile |
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| 饶天赞等.高层建筑基础工程施工.湖南科学技术出版社,1995,314. * |
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