CN101586341B - Water sealing method for civil engineering groundwork - Google Patents
Water sealing method for civil engineering groundwork Download PDFInfo
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- CN101586341B CN101586341B CN2009100402812A CN200910040281A CN101586341B CN 101586341 B CN101586341 B CN 101586341B CN 2009100402812 A CN2009100402812 A CN 2009100402812A CN 200910040281 A CN200910040281 A CN 200910040281A CN 101586341 B CN101586341 B CN 101586341B
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Abstract
The present invention discloses a water sealing method for a civil engineering groundwork, belonging to a water sealing technology field of the civil engineering, including the following steps: (A) according to a geology condition, forming pores in the stratum using a pore-forming machinery; (B) filling water sealing filler into the pore in sequence, attaching or pressing the filler into the stratum by a hammer, thus the water sealing filler is piled into the gap of the stratum or replaces the water seepage stratum, to form a water sealing pile around the pore; (C) redoing the steps (A) and (B) according to requirements, such that the neighboring water sealing piles are overlapped with each other or the water sealing pile is overlapped with other water sealing boundary to form a continuousenclosed water sealing belt to stop the groundwater from penetrating. The method of the invention has advantages of a simple construction, a reliable water sealing, and a low fabrication cost; it is suitable for various stratums, especially for a gravel layer, a fragmental stone layer and a pebble layer and has an obvious effect.
Description
Technical field
The present invention relates to a kind of civil engineering groundwork water-stopping method, more particularly, it relates to the water-stopping method of a kind of civil engineering groundwork of the foundation pit side-wall sealing construction that is mainly used in civil engineering or underground water blocking construction.
Background technology
The foundation pit side-wall water-stopping method of present civil engineering mainly contains deep-mixed pile method, high-pressure injection method, slip casting method, underground diaphragm wall method, steel sheet pile method etc.
The deep-mixed pile method is to go into cement paste or cement flour and soil body mixed pile-forming by limit stirring, marginal not, reaches the purpose of sealing by stake and stake overlap joint.The construction of this method is simple, uses very extensively, and cost is higher.But this method only is applicable to the sand layer of weak soil and loose or close slightly shape, is not suitable for closely knit sand layer, especially is not suitable for layer of gravel, macadam, boulder bed.When underground flow rate of water flow was big, pile quality was poor, and stagnant water effect is bad.
High-pressure injection method is by high-pressure water jet cutting soil, cement paste and soil body mixed pile-forming, or water under high pressure mud reaches the purpose of sealing with soil body injection cutting, mixed pile-forming by stake and stake overlap joint.Be divided into according to the nozzle oscillation situation and decide 3 kinds of spray, churning and pendulum sprays, according to the quantity of jet fluid be divided into that single tube sprays, three kinds of two-tube injection and three pipe inspections.The construction of this method is complicated, uses extensivelyr, but cost is very high.This method only is applicable to weak soil and sand layer, is not suitable for layer of gravel, macadam, boulder bed, and is also inapplicable when having bigger stone in banketing.Equally, when underground flow rate of water flow was big, pile quality was poor, and stagnant water effect is bad.
Slip casting method is to make soil layer closely knit fixed by the method for injecting cement paste toward the stratum, thereby reaches the purpose of sealing.The construction of this method is simple, uses very extensively, and cost is not high.But this method only is applicable to the sand layer, is not suitable for layer of gravel, macadam, boulder bed.This method disadvantage is to guarantee the flow direction of slurries, may cause the place of this filling not fill, and has not filled in the place that need fill, thereby stagnant water effect also just can't be guaranteed, and in addition, when underground flow rate of water flow was big, sealing was of poor quality.
Underground diaphragm wall method is the reinforced concrete wall that seals continuously together in underground construction by special machinery, thereby reaches the effect of sealing.This method stagnant water effect is good, is applicable to various stratum, but cost is very high, and general Construction unit can't accept, and has only some important engineering to use in conjunction with supporting.
The steel sheet pile method is by special machinery steel sheet pile to be squeezed into the stratum to form together the steel sheet-pile wall of sealing continuously, thereby reaches the effect of sealing.This method stagnant water effect is general, is not suitable for closely knit sand layer and layer of gravel, especially is not suitable for macadam, boulder bed.Same cost is very high.
From as can be known above-mentioned, conventional water-stopping method respectively has pluses and minuses, except underground diaphragm wall method, all can't solve the sealing problem of layer of gravel, macadam, boulder bed, the seepage of water of layer of gravel, macadam, boulder bed is very big, usually determined the success or failure of engineering, construction costs has also been made a big impact.Though underground diaphragm wall method can solve, the underground diaphragm wall method cost is too high, and general Construction unit can't accept at all.
Summary of the invention
The objective of the invention is to overcome the shortcoming of prior art, a kind of water-stopping method of novel civil engineering groundwork is provided, utilize that water-stopping method construction of the present invention is simple, sealing is reliable, low cost.Be particularly suitable for the sealing construction of layer of gravel, macadam, boulder bed, and be not subjected to the underflow flow rate effect.
The present invention seeks to be achieved through the following technical solutions: a kind of water-stopping method of civil engineering groundwork, comprise the steps: (A) according to geological condition, utilize boring machine pore-forming in the stratum; (B) the sealing inserts of packing in the hole successively is driven into the sealing inserts or be pressed in the stratum with hammer successively, and the sealing inserts is clamp-oned in the space on stratum or the stratum of displacement infiltration, make the hole around form a water-seal pile; (C) operation of repeating step (A), (B) as required makes mutual overlap joint or water-seal pile and other water proof border overlap joint between adjacent water-seal pile, forms the waterstop of sealing continuously, reaches the purpose of prevention groundwater seepage.
The water-stopping method of above-mentioned a kind of civil engineering groundwork, during step (B) operation, in the hole, place a guiding steel pipe earlier, the sealing inserts is put in the guiding steel pipe, with hammer the sealing inserts in the guiding steel pipe is driven into or is pressed in the stratum again, and progressively the guiding steel pipe is upwards extracted ground.The guiding steel pipe plays effects such as retaining wall and guiding.
The water-stopping method of above-mentioned a kind of civil engineering groundwork, the lower end close end sidewall of described guiding steel pipe is provided with discharge opening.
The water-stopping method of above-mentioned a kind of civil engineering groundwork, the pore diameter range of pore-forming is 100mm～600mm described in the step (A), depth of pore forming requires decide according to sealing, and is definite as the effect that reaches according to stratum distribution situation, stratum water permeability, watery, supply source, sealing etc.
The water-stopping method of above-mentioned a kind of civil engineering groundwork, during the operation of the repeating step (A) described in the step (C), (B), Center Gap between adjacent two holes distance be 200mm～1000mm, so that overlap joint or water-seal pile and other water proof border overlap and be as the criterion mutually between water-seal pile.
The water-stopping method of above-mentioned a kind of civil engineering groundwork, the pore-forming described in the step (A) is for piercing the formula pore-forming or squeezing into the formula pore-forming.
The water-stopping method of above-mentioned a kind of civil engineering groundwork, the sealing inserts described in the step (B) are cement mortar or concrete or cement clay mixture or one of them of cement paste or cohesive soil or building glue or their combination.
The water-stopping method of above-mentioned a kind of civil engineering groundwork is driven into the sealing inserts or be pressed in the stratum with hammer described in the step (B), can hang hammer with wire rope, and hammer directly impacts sealing inserts or static(al) compressing sealing inserts in the guiding steel pipe; Also available hammer hits above the aperture or the upper support dish of static(al) compressing steel pole, by steel pole power is delivered to lower supporting disc, and lower supporting disc is driven into the sealing inserts or be pressed in the stratum in the guiding steel pipe.
The relative prior art of the present invention has the following advantages and beneficial effect:
1, method of the present invention is applicable to various stratum, is particularly suitable for layer of gravel, macadam, boulder bed, and is not subjected to the underflow flow rate effect; And often the water permeability of layer of gravel, macadam, boulder bed is very big, except underground diaphragm wall method, other water-stopping methods all can't solve the sealing problem of layer of gravel, macadam, boulder bed, but the underground diaphragm wall method cost is too high, and general Construction unit can't accept.Cost of the present invention reduces more than 50% than underground diaphragm wall method.
2, method sealing of the present invention is reliable; Because inserts adopts weight to be driven into the stratum, makes the stratum produce compacted effect or metathesis, inserts is clamp-oned in the space of layer of sand, layer of gravel, macadam, boulder bed, stops up water-permeable passage, thereby reaches the sealing effect; According to the different in kind on stratum, can adjust mobility of filler, both can be driven into the inserts of dry, also can be driven into mobile bigger inserts.
3, method low cost of the present invention; Method of the present invention can be driven into the stratum with the inserts orientation, the inserts wide material sources, and price is low, and construction machinery is simple, and is easy to operate, and therefore, cost is hanged down more than 30% than the most frequently used deep-mixed pile method, high-pressure injection method, slip casting method.
4, method construction of the present invention is simple, does not need main equipment, does not need to account for bigger space, noiselessness.
5, method of the present invention can be as local remedial measure under the situation that other various measures of preventing water lost efficacy, and after losing efficacy when other measures of preventing water, underground water must be Guan Liuzhuan and pour in foundation ditch, adopts method of the present invention to solve very effectively.And adopt deep-mixed pile method, high-pressure injection method, slip casting method all to adopt mobile bigger cement grout, and being washed away by current easily, treatment effect is not good, and underground diaphragm wall method, steel sheet pile method often can't be constructed.
Description of drawings
Below in conjunction with drawings and Examples the present invention is described in further detail, but does not constitute any limitation of the invention.
Fig. 1 is the job practices schematic diagram of the specific embodiment of the invention 1;
Fig. 2 is the job practices schematic diagram of the specific embodiment of the invention 2;
Fig. 3 is the structural representation of guiding steel pipe among Fig. 2;
Fig. 4 is the elevation of the water-seal pile that forms of the present invention;
Fig. 5 is the job practices schematic diagram of the specific embodiment of the invention 3;
Fig. 6 is one of the present invention's floor map of being applied to sealing construction between foundation pit supporting pile;
Fig. 7 is two of the present invention's floor map of being applied to sealing construction between foundation pit supporting pile;
Fig. 8 is one of the present invention's floor map of being applied to foundation ditch peripheral water stopping construction;
Fig. 9 is two of the present invention's floor map of being applied to foundation ditch peripheral water stopping construction;
Figure 10 is the floor map of overlap joint mutually between the water-seal pile that forms of the present invention;
Figure 11 is the elevational schematic view of overlap joint mutually between the water-seal pile that forms of the present invention;
Figure 12 is the floor map that the present invention is applied to the construction of foundation ditch end water.
Among the figure: hole 1, sealing inserts 2, hammer 3, guiding steel pipe 4, discharge opening 44, stratum 5, water-seal pile 6, soldier pile 7, lifting rope 8, steel pole 9, upper support dish 91, lower supporting disc 92.
The specific embodiment
The water-stopping method of a kind of civil engineering groundwork of the present invention, its construction process is: (A) utilize boring machine pore-forming in the stratum; (B) the sealing inserts of packing in the hole successively is driven into the sealing inserts in the stratum with hammer successively, forms water-seal pile; (C) operation of repeating step (A), (B) as required makes mutual overlap joint or water-seal pile and other water proof border overlap joint between water-seal pile, forms the waterstop of sealing continuously, reaches the purpose of prevention groundwater seepage.Now each flow process is described in detail as follows:
(A) according to geological condition and sealing requirement, utilize boring machine pore-forming in the stratum, the aperture is 100mm～600mm, for ease of operation, it is good being generally 100mm～300mm.Depth of pore forming requires to decide according to sealing, as determining, require identical with the degree of depth of deep-mixed pile method, high-pressure injection method, slip casting method etc. according to stratum distribution situation, stratum water permeability, watery, supply source, the excavation of foundation pit degree of depth, required stagnant water effect etc.
(B) the sealing inserts of in the hole, packing into successively, be driven into or be pressed into the sealing inserts in the stratum with hammer, the sealing inserts is squeezed in the space on stratum or the stratum of displacement infiltration, make the hole around form water-seal pile, the big I of water-seal pile calculates according to theory and test is determined.The length of water-seal pile is decided on the stratum, generally passes through weeping formation, is as the criterion to satisfy the sealing requirement.
(C) operation of repeating step (A), (B) as required makes between adjacent water-seal pile overlap joint or water-seal pile and other water proof border (as pile foundation) overlap joint in twos, forms the waterstop of sealing continuously, reaches the purpose that stops groundwater seepage.
Consult shown in Figure 1, for adopting the water-stopping method of civil engineering groundwork of the present invention, more stable during construction on the stratum, under the situation that is difficult for caving in, construct by following step, (A) in stratum 5, adopt rig to bore the hole 1 of φ 150mm earlier, deciding according to basement cutting depth and pervious layer buried depth deeply of hole 1 generally should pass pervious layer 1m～2m.(B) sealing inserts 2 is put at 1 end to the hole, sealing inserts 2 adopts the cement mortar of M20, sealing inserts 2 is filled into certain height in hole 1 after, with hammering 3 into shape sealing inserts 2 is driven into or is pressed in the stratum 5, make sealing inserts 2 press to stratum 5 all around, form water-seal pile 6; To hammer 3 then into shape mentions, again in hole 1, add sealing inserts 2, with hammer 3 sealing inserts 2 is driven into or is pressed in the stratum 5 once more, descend sealing inserts 2, hammer 3 to hit or press, circulate and carry out successively, repetitive cycling is carried out, the height of water-seal pile 6 raises gradually, more than the end face of permeable stratum, forms a continuous water-seal pile.
Consult Fig. 2 to shown in Figure 4, in the work progress of the foregoing description 1, when the stratum instability, cave in easily, can construct, (A) in stratum 5 by following step, adopt rig to bore the hole 1 of φ 150mm earlier, the employing mud off creeps into, and hole depth is decided according to basement cutting depth and pervious layer buried depth, generally passes pervious layer 1m～2m.(B) behind the pore-forming, put into the guiding steel pipe 4 of a φ 127 * 4.5 in hole 1, about 300mm at the bottom of the distance hole is put in the bottom of guiding steel pipe 4, and the steel pipe 4 that leads can adopt segmentation to be threaded; Sealing inserts 2 is put into guiding steel pipe 4 at the bottom of the hole, sealing inserts 2 adopts the cement mortar of M20, sealing inserts 2 is filled into certain height in guiding steel pipe 4 after, with hammer 3 sealing inserts 2 is driven into or is pressed in the stratum 5, make sealing inserts 2 press to stratum 5 all around, form water-seal pile 6.Also can discharge opening 44 be set, sealing inserts 2 is extruded from the discharge opening 44 of sidewall, form directed compacted stratum 5 at guiding steel pipe 4 lower sides.The steel pipe 4 that will lead then pulls up certain altitude, to hammer 3 into shape mentions, again in guiding steel pipe 4, add sealing inserts 2, and then with hammer 3 sealing inserts 2 is driven into or is pressed in the stratum 5, descend sealing inserts 2, hammer 3 to hit or press, pull out the steel pipe 4 that leads successively, repetitive cycling is carried out, the height of water-seal pile 6 raises gradually, more than the end face of permeable stratum, form a continuous water-seal pile 6, guiding steel pipe 4 also is pulled out recovery.
Consult shown in Figure 5, in the job practices of the foregoing description 1, embodiment 2, when being driven into or being pressed into sealing inserts 2 in the stratum 5 with hammer 3, can hang hammer 3 with wire rope 8, hammer 3 directly impacts sealing inserts 2 or static(al) compressing sealing inserts 2 (shown in Fig. 1, Fig. 2) in guiding steel pipe 4; Also available hammer 3 impacts above the aperture or the upper support dish 91 of static(al) compressing steel pole 9, by steel pole 9 power is delivered to lower supporting disc 92, and lower supporting disc 92 is driven into sealing inserts 2 or be pressed in the stratum 5 hole 1 in or in the steel pipe 4 that leads.When adopting hammer 3 static(al)s compressing steel pole 9 to come load application, if the shortage in weight of hammer 3, can be by the weight load application of other equipment.
In the method for the present invention, sealing inserts 2 can adopt cement mortar, concrete, cement clay mixture, cement paste, cohesive soil, building glue etc.The type of neglecting stratum 5 greatly of hammer force and state, required water-seal pile 6 diameter, sealing inserts 2 and decide, can determine according to test, be driven into sealing inserts 2 quantity to satisfy every meter depth design, so that overlap joint waterstop tight, that form sealing continuously is as the criterion between the water-seal pile 6, as shown in Figure 10, Figure 11.
Consult shown in Figure 6ly, be applied to the floor map of pattern foundation pit supporting structure waterproof between piles for the present invention; Elder generation's construction supporting stake 7 during concrete the construction, soldier pile 7 can adopt drilled pile, punching stake, hand excavated pile, revolve and dig stake, preformed pile, piling bar or the like, because being arranged between stake, space (pore size is relevant with the type and the job practices of stake, between general 50mm～300mm) leaks.After concrete strength of pile acquires a certain degree (common more than 70%), carry out sealing construction by water-stopping method of the present invention 7 of soldier piles.Can be between two soldier piles 7 in the outside of foundation ditch, adopt rig to bore the hole 1 of φ 150mm, construct by the job practices of embodiment 1 or embodiment 2 or embodiment 3 then, how many sealing inserts 2 are every meter degree of depth need be driven into or be pressed into is decided on the type on stratum 5, diameter and its spacing of water-seal pile 6, so that water-seal pile 6 is a principle with the waterstop that both sides soldier pile 7 overlapped, formed sealing continuously, can calculates and test and determine according to theory.
Consult shown in Figure 7, when soldier pile 7 spacings bigger, can be at the water-seal pile 6 of construction more than two between two so that between the water-seal pile 6, overlap joint is tight between water-seal pile 6 and the soldier pile 7, forming the waterstop that seals continuously is principle.
Consult Fig. 8 to shown in Figure 11, be applied to the floor map of foundation ditch peripheral water stopping construction for the present invention, promptly whenever keeping at a certain distance away along the foundation ditch limit, (general spacing is 300mm～600mm), press the method construction water-seal pile 6 of embodiment 1 or embodiment 2 or embodiment 3, water-seal pile 6 is overlap joint or overlapping mutually, reaches the purpose of sealing.
Consult shown in Figure 12, be applied to the sealing construction of foundation ditch bottom for method of the present invention, in concrete engineering construction, very dark when excavation of foundation pit, weeping formation is very thick, sometimes need carry out sealing construction in the foundation ditch bottom, in foundation ditch bottom, (general spacing is 300mm～600mm), carry out sealing construction by the job practices of embodiment 1 or embodiment 2 or embodiment 3 to two directions every a determining deviation in length and breadth, water-seal pile 6 is overlap joint or overlapping mutually, reaches the purpose of sealing.Owing to do not need main equipment, speed of application is all faster than deep-mixed pile method, high-pressure injection method, slip casting method etc., and cost saving is more than 30%.
Method of the present invention also can be used for foundation ditch periphery blocking construction, when adopting other water stop construction methods (as the deep-mixed pile method, high-pressure injection method, slip casting method or the like) after the construction, find during excavation of foundation pit to leak, at this moment current generally flow in a tubular form, flow velocity is bigger, often bad processing on the engineering, adopt the deep-mixed pile method again, high-pressure injection method, slip casting method can't realize leak stopping, at this moment can adopt water-stopping method of the present invention, the i.e. place that is leaking, adopt rig to bore the hole 1 of φ 150mm earlier, construct by the water stop construction method of embodiment 1 to embodiment 3 then, sealing inserts 2 can adopt the concrete of dry, because the concrete of dry is not easy to be washed away by current, stagnant water effect is remarkable.
Claims (9)
1. the water-stopping method of a civil engineering groundwork is characterized in that comprising the steps: (A) according to geological condition, utilizes boring machine pore-forming in the stratum; (B) the sealing inserts of packing in the hole successively is driven into the sealing inserts or be pressed in the stratum with hammer successively, and the sealing inserts is clamp-oned in the space on stratum or the stratum of displacement infiltration, make the hole around form a water-seal pile; (C) operation of repeating step (A), (B) as required makes mutual overlap joint or water-seal pile and other water proof border overlap joint between adjacent water-seal pile, forms the waterstop of sealing continuously.
2. the water-stopping method of a kind of civil engineering groundwork according to claim 1, it is characterized in that, during step (B) operation, in the hole, place a guiding steel pipe earlier, the sealing inserts is put in the guiding steel pipe, with hammer the sealing inserts in the guiding steel pipe is driven into or is pressed in the stratum again, and progressively the guiding steel pipe is upwards extracted ground.
3. the water-stopping method of a kind of civil engineering groundwork according to claim 2 is characterized in that, the lower end close end sidewall of described guiding steel pipe is provided with discharge opening.
4. the water-stopping method of a kind of civil engineering groundwork according to claim 1 is characterized in that, the pore diameter range of pore-forming is 100mm～600mm described in the step (A), and depth of pore forming requires to decide according to sealing.
5. the water-stopping method of a kind of civil engineering groundwork according to claim 1, it is characterized in that, during the operation of repeating step (A), (B) described in the step (C), Center Gap between adjacent two holes distance be 200mm～1000mm, so that overlap joint or water-seal pile and other water proof border overlap and be as the criterion mutually between water-seal pile.
6. the water-stopping method of a kind of civil engineering groundwork according to claim 1 is characterized in that, the pore-forming described in the step (A) is for piercing the formula pore-forming or squeezing into the formula pore-forming.
7. the water-stopping method of a kind of civil engineering groundwork according to claim 1, it is characterized in that the sealing inserts described in the step (B) is cement mortar or concrete or cement clay mixture or one of them of cement paste or cohesive soil or building glue or their combination.
8. the water-stopping method of a kind of civil engineering groundwork according to claim 2, it is characterized in that, described in the step (B) with the hammer be driven into or be pressed into the sealing inserts in the stratum, be to hang hammer, make hammer in the guiding steel pipe, directly impact sealing inserts or static(al) compressing sealing inserts with wire rope.
9. the water-stopping method of a kind of civil engineering groundwork according to claim 2, it is characterized in that, described in the step (B) with the hammer be driven into or be pressed into the sealing inserts in the stratum, be above the aperture, to hit or the upper support dish of static(al) compressing steel pole with hammer, by steel pole power is delivered to lower supporting disc, lower supporting disc is driven into the sealing inserts or be pressed in the stratum in the guiding steel pipe.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN2009100402812A CN101586341B (en) | 2009-06-16 | 2009-06-16 | Water sealing method for civil engineering groundwork |
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| Application Number | Priority Date | Filing Date | Title |
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| CN2009100402812A CN101586341B (en) | 2009-06-16 | 2009-06-16 | Water sealing method for civil engineering groundwork |
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| CN101586341A CN101586341A (en) | 2009-11-25 |
| CN101586341B true CN101586341B (en) | 2010-12-01 |
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Families Citing this family (5)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN102031788B (en) * | 2010-12-08 | 2012-08-08 | 广西建工集团第五建筑工程有限责任公司 | Deep well precipitation waterproof construction method of waterproof design-free basement |
| CN102587400B (en) * | 2012-03-08 | 2014-05-07 | 天津建岩岩土工程有限公司 | Leakage-plugging method for water-stopping curtain |
| CN102605796A (en) * | 2012-04-12 | 2012-07-25 | 天津建岩岩土工程有限公司 | Leaking stoppage method for foundation pit |
| CN107605512B (en) * | 2017-09-12 | 2023-05-02 | 中铁十八局集团有限公司 | Large-diameter steel pipe curtain socket type inter-pipe water stop device and construction method thereof |
| CN109339149A (en) * | 2018-11-16 | 2019-02-15 | 卫振海 | Coral island fresh groundwater collection drainage facility method of construction |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1038477A (en) * | 1988-06-15 | 1990-01-03 | 司炳文 | Cinder pile and special construction apparatus thereof |
| CN1226624A (en) * | 1998-11-17 | 1999-08-25 | 王继忠 | Method for reinforcement of foundation ground |
| CN1621623A (en) * | 2004-12-28 | 2005-06-01 | 王继忠 | Construction method of composite ground foundation |
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2009
- 2009-06-16 CN CN2009100402812A patent/CN101586341B/en not_active Expired - Fee Related
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1038477A (en) * | 1988-06-15 | 1990-01-03 | 司炳文 | Cinder pile and special construction apparatus thereof |
| CN1226624A (en) * | 1998-11-17 | 1999-08-25 | 王继忠 | Method for reinforcement of foundation ground |
| CN1621623A (en) * | 2004-12-28 | 2005-06-01 | 王继忠 | Construction method of composite ground foundation |
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