WO2021088445A1 - 水下通道基坑沿水两岸的端头处的止水帷幕 - Google Patents
水下通道基坑沿水两岸的端头处的止水帷幕 Download PDFInfo
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- WO2021088445A1 WO2021088445A1 PCT/CN2020/107255 CN2020107255W WO2021088445A1 WO 2021088445 A1 WO2021088445 A1 WO 2021088445A1 CN 2020107255 W CN2020107255 W CN 2020107255W WO 2021088445 A1 WO2021088445 A1 WO 2021088445A1
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- Prior art keywords
- pressure jet
- pile
- foundation pit
- water
- grouting pile
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 63
- 239000007921 spray Substances 0.000 claims description 19
- 239000004576 sand Substances 0.000 claims description 5
- 230000005540 biological transmission Effects 0.000 claims description 4
- 238000005056 compaction Methods 0.000 claims description 3
- 230000000694 effects Effects 0.000 abstract description 6
- 239000011440 grout Substances 0.000 abstract 8
- 238000010276 construction Methods 0.000 description 7
- 239000002689 soil Substances 0.000 description 6
- 239000004568 cement Substances 0.000 description 5
- 238000010586 diagram Methods 0.000 description 3
- 239000002002 slurry Substances 0.000 description 3
- 230000000903 blocking effect Effects 0.000 description 2
- 238000006073 displacement reaction Methods 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 239000011398 Portland cement Substances 0.000 description 1
- 229910000831 Steel Inorganic materials 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 238000000034 method Methods 0.000 description 1
- -1 silt Substances 0.000 description 1
- 238000007711 solidification Methods 0.000 description 1
- 230000008023 solidification Effects 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
- 239000003643 water by type Substances 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
Definitions
- the invention relates to the technical field of construction engineering, in particular to a water-stop curtain at the ends of an underwater channel foundation pit along both banks of the water.
- foundation pit water-stop curtains for foundation pits of underwater passages such as crossing rivers and rivers
- the construction environment of foundation pit water-stop curtains is better than that of soil foundation pit water-stop curtains.
- Difficulty, and potential safety hazards such as leakage and water leakage are extremely easy to occur.
- the leakage problem at the ends of the underwater channel foundation pits along both sides of the water is more serious, especially in the southern areas where groundwater is abundant and the water level is high, and the leakage of riverside foundation pits is more common.
- the foundation pit of the underwater passage is generally used to cross the river by the open-cut underground passage foundation pit construction to cross the bottom of the river.
- the cofferdam is used to avoid water, and then the foundation pit of the cross-river underwater passage is excavated.
- Existing foundation pit water-stop curtains include high-pressure jet grouting piles located below the bottom plate of the underwater channel foundation pit to stop water from the underwater channel foundation pit.
- the bottom plate of the underwater channel foundation pit is separated from the high-pressure jet grouting pile to form a leakage channel, and the river water and river water leak through the leakage channel to the underwater channel foundation pit. Therefore, the anti-leakage of the waterproof curtain of the foundation pit of the underwater passage is a technical problem that needs to be solved urgently by those skilled in the art.
- the technical problem to be solved by the present invention is to provide a water-stop curtain at the ends of the foundation pit of an underwater passage along the water bank to solve the problem of leakage in the foundation pit of the underwater passage.
- the present invention provides a water-stop curtain at the ends of an underwater channel foundation pit along the water banks, including horizontally connected below the bottom plate provided at the ends of the underwater channel foundation pit along the water banks.
- the first high-pressure jet-grouting pile and the second high-pressure jet-grouting pile are located above the bottom plate of the underwater passage foundation pit, and the third high-pressure jet-grouting pile is vertically connected with the first high-pressure jet-grouting pile; the second high-pressure jet-grouting pile ,
- the third high-pressure jet grouting pile and its lower first high-pressure jet grouting pile are located on the inner side of the foundation pit retaining pile at the ends of the underwater channel foundation pit along both banks of the water.
- the present invention provides water-stop curtains at the ends of the underwater channel foundation pit along both banks of the water, between the first high-pressure jet grouting pile and the third high-pressure jet grouting pile, the dense layer and plain concrete are backfilled with yellow sand The transmission belt is connected.
- the present invention provides a water-stop curtain at the ends of an underwater channel foundation pit along both banks of the water
- the third high-pressure jet grouting pile includes a lower section pile and an upper section pile connected by a connecting plate, and the connecting plate is located outside Revetment and between the lower and upper piles.
- the depth of the second high-pressure jet grouting pile is less than the depth of the first high-pressure jet grouting column.
- the density of the second high-pressure jet grouting pile is greater than the density of the first high-pressure jet-grouting column, and the second high-pressure jet The spray pile is compacted grouting.
- the present invention provides a water-stop curtain at the ends of an underwater channel foundation pit along both banks of the water, the second high-pressure jet grouting pile is located on the inner side of the first high-pressure jet grouting pile, and the first high-pressure jet grouting pile The spray pile and the third high-pressure jet spray pile are located between the side wall of the foundation pit of the underwater channel and the foundation pit retaining pile.
- the present invention provides water-stop curtains at the ends of the underwater channel foundation pit along both sides of the water, and the third high-pressure jet grouting pile is at the same height as the ground plane.
- the present invention provides a water-stop curtain at the ends of an underwater channel foundation pit along both banks of the water.
- the foundation pit retaining pile includes a fourth high-pressure jet grouting pile set in the underwater channel foundation pit and a bored cast pile.
- the contour line of the fourth high-pressure jet grouting pile is smaller than the contour line of the third high-pressure jet grouting pile.
- the contour line of the fourth high-pressure jet grouting pile is the same height as the outer revetment at the end of the foundation pit along the water bank.
- the present invention provides water-stop curtains at the ends of the underwater channel foundation pit along both banks of the water.
- the second high-pressure jet-grouting piles, the third high-pressure jet-grouting piles, and the lower first high-pressure jet-grouting piles are distributed in The underwater channel foundation pit forms a three-sided enclosed structure along the length and width directions at the ends of the two banks of the water.
- the water-stop curtain for the foundation pit of the underwater channel provided by the present invention, because the second high-pressure jet-grouting pile is horizontally connected to the first high-pressure jet-grouting pile, the second high-pressure jet-grouting pile and the first high-pressure jet-grouting pile are connected horizontally.
- the pile foundation composed of spray piles increases the contact area below the bottom plate of the underwater passage pit, thereby improving the structural stability of the bottom plate and the pile foundation underneath, and prevents the bottom plate of the underwater passage pit and the first high-pressure jet grouting pile Break away to form a leakage channel.
- the third high-pressure jet-grouting pile that is vertically connected to the first high-pressure jet-grouting pile maintains the simultaneous settlement with the first high-pressure jet-grouting pile, so that the third high-pressure jet-grouting pile descends to the first
- the displacement of the settlement of the high-pressure jet grouting pile, the settlement of the third high-pressure jet-grouting pile fills the settlement gap between the first high-pressure jet-grouting pile in the bottom of the underwater passage foundation pit, and avoids leakage at the bottom of the underwater passage foundation pit.
- the safety hazard of the channel so as to prevent the leakage of the foundation pit of the underwater channel.
- the second high-pressure jet-grouting pile, the third high-pressure jet-grouting pile and the first high-pressure jet-grouting pile of the present invention are located on the inner side of the foundation pit retaining pile at the ends of the underwater channel foundation pit along both banks of the water.
- the second high-pressure jet-grouting pile, the third high-pressure jet-grouting pile and the first high-pressure jet-grouting pile are used to reinforce the water-stop effect of the foundation pit retaining pile.
- Fig. 1 is a schematic view of the top structure of the water-stop curtain according to an embodiment of the present invention
- FIG. 2 is a schematic top view of the water-stop curtains at the ends of the underwater channel foundation pit along the water banks according to the embodiment of the present invention
- Figure 3 is a schematic cross-sectional structure diagram of the water-stop curtains at the ends of the underwater channel foundation pit along the water banks according to the embodiment of the present invention
- Figure 4 is a schematic partial cross-sectional structure diagram of the water-stop curtains at the ends of the underwater channel foundation pit along the water banks according to the embodiment of the present invention
- Fig. 5 is a partial cross-sectional structural schematic diagram of the other side of the water-stop curtain at the ends of the underwater channel foundation pit along the two banks of the water according to the embodiment of the present invention.
- an embodiment of the present invention provides a water-stop curtain 200 for an underwater channel foundation pit, including the bottom plate 111 arranged at the end 160 of the underwater channel foundation pit 110 along the water bank and connected horizontally below each other.
- the first high-pressure jet-grouting pile 210 and the second high-pressure jet-grouting pile 220 are located above the bottom plate 111 of the underwater channel foundation pit 110 and the third high-pressure jet-grouting pile 230 vertically connected with the first high-pressure jet-grouting pile 210;
- the second high-pressure jet-grouting pile 220, the third high-pressure jet-grouting pile 230 and the first high-pressure jet-grouting pile 210 are located on the inner side of the foundation pit retaining pile 160 at the end of the underwater channel foundation pit 110 along the water bank.
- the foundation pit retaining piles include, but are not limited to, the fourth high-pressure jet grouting pile 130 and the bored pile 120 that are arranged in the underwater channel foundation pit 110.
- the end 160 refers to the position corresponding to the foundation pit 110 of the underwater channel outside the waterfront line 300.
- the first high-pressure jet-grouting pile 210, the third high-pressure jet-grouting pile 230, and the fourth high-pressure jet-grouting pile 130 of the embodiment of the present invention include but are not limited to
- the double-row high-pressure jet grouting pile can improve the strength of the high-pressure jet grouting pile, which can improve its stability as a water stop pile.
- the second high-pressure jet grouting pile 220 includes but is not limited to Double-row high-pressure jet grouting piles with 25% cement content to reinforce the foundation pit.
- the bored pile 120 located between the third high pressure jet grouting pile 230 and the fourth high pressure jet grouting pile 130 includes but is not limited to The bored pile located at the bottom plate 111 can be used
- the underwater channel foundation pit 110 provided by the embodiment of the present invention is located at the end 160 along both banks of the water In the water-stop curtain 200, the first high-pressure jet grouting pile 210 and the third high-pressure jet grouting pile 230 are connected by a backfilled dense layer 240 of yellow sand and a plain concrete power transmission belt 250.
- the third high-pressure jet grouting pile 230 includes the connection plate 233 The lower pile 231 and the upper pile 232, the connecting plate 233 is located between the outer revetment 150 and the lower pile 231 and the upper pile 232.
- the upper pile 232 of the outer revetment 150 is connected to the lower pile 231 to the ground level 180 after being backfilled. That is, the third high-pressure jet grouting pile 230 is at the same height as the ground plane 180.
- the depth of the second high-pressure jet grouting pile 220 is less than that of the first high-pressure jet The depth of the spray column.
- the density of the second high-pressure jet grouting pile 220 is greater than that of the first high-pressure jet
- the density of the spray column 210, the second high pressure jet grouting pile 220 is compaction grouting.
- the density of the second high-pressure jet grouting pile 220 is greater than the density of the first high-pressure jet-grouting column 210, which can improve the connection reliability and structural stability of the second high-pressure jet-grouting pile 220 to the first high-pressure jet-grouting column 210.
- the compaction grouting further increases the density below the bottom plate 111, thereby preventing the simultaneous settlement of the first high-pressure jet grouting column 210 and the second high-pressure jet grouting pile 220.
- the embodiment of the present invention provides a water-stop curtain 200 at the end 160 of the underwater channel foundation pit 110 along both sides of the water
- the second high-pressure jet grouting pile 220 is located at the first high-pressure jet Inside the spray pile 210
- the first high pressure spray pile 210 and the third high pressure spray pile 230 are located between the side wall 140 of the underwater channel foundation pit 110 and the foundation pit retaining pile.
- a third high-pressure jet-grouting pile 230 that is perpendicularly connected to the first high-pressure jet-grouting pile 210 is added between the original foundation pit retaining pile and the side wall 140, so as to provide an impact on the end of the foundation pit 160 of the underwater channel.
- the water-stop effect is reinforced and the water-stop capacity is improved to overcome or eliminate the leakage problem of 160 at the end of the foundation pit of the underwater channel.
- the contour line of the fourth high-pressure jet grouting pile 130 is smaller than that of the third
- the contour line of the high pressure jet grouting pile 230, the contour line of the fourth high pressure jet grouting pile 130 is the same height as the outer revetment 160 at the end 160 of the underwater passage foundation pit 110 along the water bank.
- the water-stop curtain 200 at the end 160 of the underwater channel foundation pit 110 along both sides of the water provided by the embodiment of the present invention, the second high-pressure jet grouting pile 220 and the third high-pressure jet grouting pile 230 and its first high-pressure jet grouting pile 210 are distributed in the length direction and width direction of the end 160 of the underwater channel foundation pit 110 along both banks of the water to form a three-sided enclosed structure. Therefore, the water-stop curtain 200 of the embodiment of the present invention can prevent leakage on three sides at the ends 160 of the underwater channel foundation pit 110 along the water banks, and improve the water-stop effect.
- the third high-pressure jet-grouting pile 230 and the first high-pressure jet-grouting pile 210 in the embodiment of the present invention should adopt ordinary Portland cement with a strength grade of 42.5 and above for projects without special requirements.
- the unconfined compressive strength of the pile body cement and soil shall not be less than 2.5Mpa in 28 days.
- the compressive modulus of the pile body shall not be less than 80-90Mpa.
- the water-stop curtain 200 of the underwater channel foundation pit 110 provided in the embodiment of the present invention is horizontally connected with the second high-pressure jet-grouting pile 220 on the first high-pressure jet-grouting pile 210, and the second high-pressure jet-grouting pile 220 is connected to the first high-pressure jet-grouting pile.
- the pile foundation constituted by the spray pile 210 increases the contact area below the bottom plate 111 of the underwater passage foundation pit 110, thereby improving the structural stability of the bottom plate 111 and the pile foundation below it, and prevents the bottom plate 111 of the underwater passage foundation pit 110 from interacting with the bottom plate 111.
- the first high-pressure jet grouting pile 210 is separated to form a leakage channel.
- the third high-pressure jet-grouting pile 230 perpendicularly connected to the first high-pressure jet-grouting pile 210 maintains the simultaneous settlement with the first high-pressure jet-grouting pile 210, so that the third high-pressure jet-grouting pile 210 230 descends to the displacement of the settlement of the first high-pressure jet grouting pile 210, and the settlement of the third high-pressure jet-grouting pile 230 fills the settlement gap between the first high-pressure jet-grouting piles 210 in the bottom plate 111 of the underwater channel foundation pit 110, and avoids
- the safety hazard of the leakage passage is generated at the bottom plate 111 of the underwater passage foundation pit 110, so as to prevent the underwater passage foundation pit 110 from leaking.
- the second high-pressure jet-grouting pile 220, the third high-pressure jet-grouting pile 230, and the first high-pressure jet-grouting pile 210 of the embodiment of the present invention are located in the foundation pit 160 at the end of the underwater channel foundation pit 110 along both banks of the water
- the inner side of the retaining pile can be reinforced by the second high-pressure jet-grouting pile 220, the third high-pressure jet-grouting pile 230, and the first high-pressure jet-grouting pile 210 underneath the water-stopping effect of the foundation pit retaining pile. That is to say, the embodiment of the present invention can be used to stop water by using a high-pressure jet grouting pile.
- a rubber water stop belt is arranged in the structural seam.
- the high-pressure jet grouting pile slurry makes the soil body peel off and fully mixes with the injected slurry to form a columnar pile body, forming a continuous overlapping cement solidification.
- the consolidated body produced by the high-pressure jet grouting pile technology has good strength and toughness, and its anti-seepage performance is good.
- the embodiment of the present invention is provided with a box-type revetment 170 above the bottom plate 111, and is provided on the joint surface of the box-type revetment 170 and the third high-pressure jet grouting pile 230 There is a temporary blocking wall 171.
- the box-type revetment 170 and the third high-pressure jet grouting pile 230 can also be connected by ribs to improve the reliability of the mutual connection.
- the third high-pressure jet grouting pile 230 of the embodiment of the present invention may be replaced by a Larsen steel sheet pile.
- the embodiment of the present invention is suitable for the water-stop curtain of the cross-river underwater channel, and is particularly suitable for the water-stop curtain of the cross-river underwater channel.
- the water-stop curtain 200 of the embodiment of the present invention can prevent leakage into the basement outdoor wall 400 and the basement garage constructed behind it.
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Abstract
一种水下通道基坑（110）沿水两岸的端头处的止水帷幕（200），包括设置于水下通道基坑（110）沿水两岸的端头处（160）的底板（111）以下相互水平连接设置的第一高压旋喷桩（210）和第二高压旋喷桩（220），位于水下通道基坑（110）底板（111）以上与所述第一高压旋喷桩（210）垂直衔接的第三高压旋喷桩（230）；所述第二高压旋喷桩（220）、第三高压旋喷桩（230）及其下第一高压旋喷桩（210）位于所述水下通道基坑（110）沿水两岸的端头处（160）的基坑围护桩的内侧。该止水帷幕（200）止水效果好，能够消除或者降低水下通道基坑（110）发生渗漏的问题。
Description
本发明涉及建筑工程技术领域，特别涉及一种水下通道基坑沿水两岸的端头处的止水帷幕。
在跨河、跨江等水下通道基坑止水帷幕施工工程中，由于基坑施工横跨江河等水域施工，基坑止水帷幕的施工相对于土层基坑止水帷幕的施工环境更加困难，极易发生渗漏漏水等安全隐患。特别是水下通道基坑沿水两岸的端头处的渗漏问题更加严重，尤其沿南方地区地下水丰富、水位较高，临河基坑渗漏的情况更为多见。水下通道基坑因为穿越河流一般采用明挖的地下通道基坑施工来穿越河流底部，施工时采用围堰避水，然后开挖施工跨河水下通道基坑。现有的基坑止水帷幕包括位于水下通道基坑底板以下的高压旋喷桩，以对水下通道基坑起到止水作用。在护岸完工后，由于受到地基沉降的原因，水下通道基坑底板与高压旋喷桩脱离形成渗漏通道，则江水、河水通过该渗漏通道渗漏到水下通道基坑。因此，水下通道基坑止水帷幕的防渗漏是本领域技术人员亟需解决的技术问题。
发明内容
本发明所要解决的技术问题是，提供一种水下通道基坑沿水两岸的端头处的止水帷幕，以解决水下通道基坑渗漏的问题。
为了解决上述技术问题，本发明提供一种水下通道基坑沿水两岸的端头处的止水帷幕，包括设置于水下通道基坑沿水两岸的端头处的底板以下相互水平连接设置的第一高压旋喷桩和第二高压旋喷桩，位于水下通道基坑底板以上与所述第一高压旋喷桩垂直衔接的第三高压旋喷桩；所述第二高压旋喷桩、第三高压旋喷桩及其下第一高压旋喷桩位于所述水下通道基坑沿水两岸的端头处的 基坑围护桩的内侧。
进一步地，本发明提供的水下通道基坑沿水两岸的端头处的止水帷幕，所述第一高压旋喷桩与第三高压旋喷桩之间通过黄沙回填密实层和素混凝土传力带衔接。
进一步地，本发明提供的水下通道基坑沿水两岸的端头处的止水帷幕，所述第三高压旋喷桩包括通过衔接板连接的下段桩和上段桩，所述衔接板位于外护岸以及所述下段桩和上段桩之间。
进一步地，本发明提供的水下通道基坑沿水两岸的端头处的止水帷幕，所述第二高压旋喷桩的深度小于第一高压旋喷柱的深度。
进一步地，本发明提供的水下通道基坑沿水两岸的端头处的止水帷幕，所述第二高压旋喷桩的密度大于第一高压旋喷柱的密度，所述第二高压旋喷桩为压密注浆。
进一步地，本发明提供的水下通道基坑沿水两岸的端头处的止水帷幕，所述第二高压旋喷桩位于所述第一高压旋喷桩的内侧，所述第一高压旋喷桩和第三高压旋喷桩位于水下通道基坑的侧墙与基坑围护桩之间。
进一步地，本发明提供的水下通道基坑沿水两岸的端头处的止水帷幕，所述第三高压旋喷桩与地平面等高。
进一步地，本发明提供的水下通道基坑沿水两岸的端头处的止水帷幕，所述基坑围护桩包括设置于水下通道基坑内的第四高压旋喷桩和钻孔灌注桩。
进一步地，本发明提供的水下通道基坑沿水两岸的端头处的止水帷幕，所述第四高压旋喷桩的等高线小于第三高压旋喷桩的等高线，所述第四高压旋喷桩的等高线与设置水下通道基坑沿水两岸端头处的外护岸等高。
进一步地，本发明提供的水下通道基坑沿水两岸的端头处的止水帷幕，所述第二高压旋喷桩、第三高压旋喷桩及其下第一高压旋喷桩分布在水下通道基坑沿水两岸的端头处的长度方向和宽度方向，形成三面围合结构。
与现有技术相比，本发明提供的水下通道基坑止水帷幕，由于在第一高压旋喷桩上水平连接有第二高压旋喷桩，第二高压旋喷桩与第一高压旋喷桩的构成的桩基增大了水下通道基坑底板以下的接触面积，从而提高了底板与其其下的桩基的结构稳定性，防止水下通道基坑底板与第一高压旋喷桩脱离而形成渗 漏通道。当第一高压旋喷桩发生沉降时，与第一高压旋喷桩垂直衔接的第三高压旋喷桩保持与第一高压旋喷桩同步沉降，从而使第三高压旋喷桩下降到第一高压旋喷桩沉降的位移，通过第三高压旋喷桩的沉降填补了水下通道基坑底板第一高压旋喷桩之间的沉降缝隙，避免了在水下通道基坑底板处产生渗漏通道的安全隐患，从而防止水下通道基坑渗漏。本发明的第二高压旋喷桩、第三高压旋喷桩及其下第一高压旋喷桩位于所述水下通道基坑沿水两岸的端头处的基坑围护桩的内侧，能够通过第二高压旋喷桩、第三高压旋喷桩及其下第一高压旋喷桩对基坑围护桩的止水效果进行补强。
图1是本发明实施例的止水帷幕的俯视结构示意图；
图2是本发明实施例的水下通道基坑沿水两岸的端头处的止水帷幕的俯视结构示意图；
图3是本发明实施例的水下通道基坑沿水两岸的端头处的止水帷幕的剖面结构示意图；
图4是本发明实施例的水下通道基坑沿水两岸的端头处的止水帷幕的局部剖面结构示意图；
图5是本发明实施例的水下通道基坑沿水两岸的端头处的止水帷幕的另一侧面的局部剖面结构示意图。
图中所示：100、水下通道，110、基坑，111、底板，120、钻孔灌注桩，130、高压旋喷桩，140、侧墙，150、外护岸，160、端头处，170、厢式护岸，171、临时封堵墙，180、地平面，200、止水帷幕，210、第一高压旋喷桩，220、第二高压旋喷桩，230、第三高压旋喷桩，231、下段桩，232、上段桩，233、衔接板，240、黄沙回填密实层，250、素混凝土传力带，300、水岸线，400、地下室外墙。
下面结合附图对本发明作详细描述：
请参考图1至图5，本发明实施例提供一种水下通道基坑止水帷幕200，包 括设置于水下通道基坑110沿水两岸的端头处160的底板111以下相互水平连接设置的第一高压旋喷桩210和第二高压旋喷桩220，位于水下通道基坑110底板111以上与所述第一高压旋喷桩210垂直衔接的第三高压旋喷桩230；所述第二高压旋喷桩220、第三高压旋喷桩230及其下第一高压旋喷桩210位于所述水下通道基坑110沿水两岸的端头处160的基坑围护桩的内侧。其中基坑围护桩包括但不限于设置于水下通道基坑110内的第四高压旋喷桩130和钻孔灌注桩120。其中端头处160是指水岸线300以外的水下通道基坑110对应的位置。
本发明实施例的第一高压旋喷桩210、第三高压旋喷桩230和第四高压旋喷桩130包括但不限于采用
的双排高压旋喷桩，以提高高压旋喷桩的强度，则能够提高其作为止水桩的稳定性。第二高压旋喷桩220包括但不限于采用
双排高压旋喷桩，水泥掺量为25％，以对基坑进行加固。其中位于第三高压旋喷桩230与第四高压旋喷桩130之间的钻孔灌注桩120包括但不限于
位于底板111处的钻孔灌注桩可以采用
请参考图3至图5，为了实现第三高压旋喷桩230与第一高压旋喷桩210的垂直衔接，本发明实施例提供的水下通道基坑110沿水两岸的端头处160的止水帷幕200，所述第一高压旋喷桩210与第三高压旋喷桩230之间通过黄沙回填密实层240和素混凝土传力带250衔接。
请参考图3和图4，本发明实施例提供的水下通道基坑110沿水两岸的端头处160的止水帷幕200，所述第三高压旋喷桩230包括通过衔接板233连接的下段桩231和上段桩232，所述衔接板233位于外护岸150以及所述下段桩231和上段桩232之间。外护岸150的上段桩232待回填土后与下段桩231接高至地平面180。即第三高压旋喷桩230与地平面180等高。
请参考图3至图5，本发明实施例提供的水下通道基坑110沿水两岸的端头处160的止水帷幕200，所述第二高压旋喷桩220的深度小于第一高压旋喷柱的深度。
请参考图3至图5，本发明实施例提供的水下通道基坑110沿水两岸的端头处160的止水帷幕200，所述第二高压旋喷桩220的密度大于第一高压旋喷柱210的密度，所述第二高压旋喷桩220为压密注浆。第二高压旋喷桩220的密度大于第一高压旋喷柱210的密度，能够提高第二高压旋喷桩220对第一高压旋 喷柱210的连接可靠性和结构稳定性。而压密注浆进一步提高了底板111以下的密度，从而防止第一高压旋喷柱210与第二高压旋喷桩220的同步沉降。
请参考图1至图2，本发明实施例提供的水下通道基坑110沿水两岸的端头处160的止水帷幕200，所述第二高压旋喷桩220位于所述第一高压旋喷桩210的内侧，所述第一高压旋喷桩210和第三高压旋喷桩230位于水下通道基坑110的侧墙140与基坑围护桩之间。本发明实施例通过在原有基坑围护桩与侧墙140之间增加与第一高压旋喷桩210垂直衔接的第三高压旋喷桩230，从而对水下通道基坑端头处160的止水效果进行补强，提高止水能力，以克服或者消除水下通道基坑端头处160的渗漏问题。
请参考图3至图5，本发明实施例提供的水下通道基坑110沿水两岸的端头处160的止水帷幕200，所述第四高压旋喷桩130的等高线小于第三高压旋喷桩230的等高线，所述第四高压旋喷桩130的等高线与设置水下通道基坑110沿水两岸端头处160的外护岸160等高。
请参考图1至图2，本发明实施例提供的水下通道基坑110沿水两岸的端头处160的止水帷幕200，所述第二高压旋喷桩220、第三高压旋喷桩230及其下第一高压旋喷桩210分布在水下通道基坑110沿水两岸的端头处160的长度方向和宽度方向，形成三面围合结构。因此，本发明实施例的止水帷幕200能够在水下通道基坑110沿水两岸的端头处160的三面防止渗漏问题，提高止水效果。
本发明实施例的第三高压旋喷桩230及其下第一高压旋喷桩210对于无特殊要求的工程宜采用强度等级为42.5级及以上普通硅酸盐水泥，水泥浆液水灰比越小，高压喷射注浆处理地基的强度越高，一般采用0.8-2.0，28天桩身水泥土无侧限抗压强度不得低于2.5Mpa.桩体抗压模量不小于80-90Mpa。
本发明实施例提供的水下通道基坑110止水帷幕200，由于在第一高压旋喷桩210上水平连接有第二高压旋喷桩220，第二高压旋喷桩220与第一高压旋喷桩210的构成的桩基增大了水下通道基坑110底板111以下的接触面积，从而提高了底板111与其其下的桩基的结构稳定性，防止水下通道基坑110底板111与第一高压旋喷桩210脱离而形成渗漏通道。当第一高压旋喷桩210发生沉降时，与第一高压旋喷桩210垂直衔接的第三高压旋喷桩230保持与第一高压旋 喷桩210同步沉降，从而使第三高压旋喷桩230下降到第一高压旋喷桩210沉降的位移，通过第三高压旋喷桩230的沉降填补了水下通道基坑110底板111第一高压旋喷桩210之间的沉降缝隙，避免了在水下通道基坑110底板111处产生渗漏通道的安全隐患，从而防止水下通道基坑110渗漏。本发明实施例的第二高压旋喷桩220、第三高压旋喷桩230及其下第一高压旋喷桩210位于所述水下通道基坑110沿水两岸的端头处160的基坑围护桩的内侧，能够通过第二高压旋喷桩220、第三高压旋喷桩230及其下第一高压旋喷桩210对基坑围护桩的止水效果进行补强。即本发明实施例可以通过高压旋喷桩进行止水。为了进一步提高止水效果，在结构缝内设置有橡胶止水带。
高压旋喷桩浆液使土体剥离后充分和射出的浆液混合而形成柱状桩体，形成连续搭接的水泥加固体。施工占地少、振动小、噪音较低等优点，适用于处理淤泥、淤泥质土、流塑、软塑或可塑黏性土、粉土、砂土、黄土、素填土和碎石土等地基。高压旋喷桩技术所产生的固结体有着较好的强韧度，其防渗性能好。
请参考图3至图5，为了提高水下通道的稳定性，本发明实施例在底板111以上设置有厢式护岸170，并且在厢式护岸170与第三高压旋喷桩230的接合面设置有临时封堵墙171。当然厢式护岸170与第三高压旋喷桩230之间还可以通过肋板连接，以提高相互连接的可靠性。
本发明实施例的第三高压旋喷桩230可以采用拉森钢板桩替代。
本发明实施例适应于跨河水下通道的止水帷幕，特别适用于跨江水下通道的止水帷幕。请参考图1，本发明实施例的止水帷幕200能够防止渗漏到地下室外墙400及其后方施工的地下室车库内。
本发明不限于上述具体实施例，本领域技术人员根据上述内容做的任何变形和润饰，均属于本发明权利要求书的保护范围。
Claims (10)
- 一种水下通道基坑沿水两岸的端头处的止水帷幕，其特征在于，包括设置于水下通道基坑沿水两岸的端头处的底板以下相互水平连接设置的第一高压旋喷桩和第二高压旋喷桩，位于水下通道基坑底板以上与所述第一高压旋喷桩垂直衔接的第三高压旋喷桩；所述第二高压旋喷桩、第三高压旋喷桩及其下第一高压旋喷桩位于所述水下通道基坑沿水两岸的端头处的基坑围护桩的内侧。
- 如权利要求1所述的水下通道基坑沿水两岸的端头处的止水帷幕，其特征在于，所述第一高压旋喷桩与第三高压旋喷桩之间通过黄沙回填密实层和素混凝土传力带衔接。
- 如权利要求1所述的水下通道基坑沿水两岸的端头处的止水帷幕，其特征在于，所述第三高压旋喷桩包括通过衔接板连接的下段桩和上段桩，所述衔接板位于外护岸以及所述下段桩和上段桩之间。
- 如权利要求1所述的水下通道基坑沿水两岸的端头处的止水帷幕，其特征在于，所述第二高压旋喷桩的深度小于第一高压旋喷柱的深度。
- 如权利要求1所述的水下通道基坑沿水两岸的端头处的止水帷幕，其特征在于，所述第二高压旋喷桩的密度大于第一高压旋喷柱的密度，所述第二高压旋喷桩为压密注浆。
- 如权利要求1所述的水下通道基坑沿水两岸的端头处的止水帷幕，其特征在于，所述第二高压旋喷桩位于所述第一高压旋喷桩的内侧，所述第一高压旋喷桩和第三高压旋喷桩位于水下通道基坑的侧墙与基坑围护桩之间。
- 如权利要求1所述的水下通道基坑沿水两岸的端头处的止水帷幕，其特征在于，所述第三高压旋喷桩与地平面等高。
- 如权利要求1所述的水下通道基坑沿水两岸的端头处的止水帷幕，其特征在于，所述基坑围护桩包括设置于水下通道基坑内的第四高压旋喷桩和钻孔灌注桩。
- 如权利要求8所述的水下通道基坑沿水两岸的端头处的止水帷幕，其特征在于，所述第四高压旋喷桩的等高线小于第三高压旋喷桩的等高线，所述第四 高压旋喷桩的等高线与设置水下通道基坑沿水两岸端头处的外护岸等高。
- 如权利要求1所述的水下通道基坑沿水两岸的端头处的止水帷幕，其特征在于，所述第二高压旋喷桩、第三高压旋喷桩及其下第一高压旋喷桩分布在水下通道基坑沿水两岸的端头处的长度方向和宽度方向，形成三面围合结构。
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