WO2023207250A1 - 一种斜基面裸岩上栈桥钢管桩快速植桩工法 - Google Patents

一种斜基面裸岩上栈桥钢管桩快速植桩工法 Download PDF

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Publication number
WO2023207250A1
WO2023207250A1 PCT/CN2023/075098 CN2023075098W WO2023207250A1 WO 2023207250 A1 WO2023207250 A1 WO 2023207250A1 CN 2023075098 W CN2023075098 W CN 2023075098W WO 2023207250 A1 WO2023207250 A1 WO 2023207250A1
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WIPO (PCT)
Prior art keywords
hole
pile
steel casing
steel pipe
casing
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PCT/CN2023/075098
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English (en)
French (fr)
Inventor
党艳军
赵锐
周焕锋
傅青松
王银彪
彭杰
林俊臣
刘梦阳
闫西元
蒋皇明
Original Assignee
中铁十五局集团有限公司
中铁十五局集团第三工程有限公司
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Publication of WO2023207250A1 publication Critical patent/WO2023207250A1/zh

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Classifications

    • 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
    • E02D5/22—Piles
    • E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
    • E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
    • E01D21/10—Cantilevered erection
    • 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
    • E02D5/22—Piles
    • E02D5/24—Prefabricated piles
    • E02D5/28—Prefabricated piles made of steel or other metals
    • E02D5/285—Prefabricated piles made of steel or other metals tubular, e.g. prefabricated from sheet pile elements
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
    • E02D7/02—Placing by driving

Definitions

  • the invention relates to the field of underwater bridge construction technology, and in particular to a rapid pile planting method for trestle steel pipe piles on bare rock on an inclined base surface.
  • the object of the present invention is to provide a method for rapid pile planting of steel pipe piles for trestle bridges on bare rock on a sloping base surface, so as to solve the problems encountered when the trestle bridge first enters the lake area, such as patches of bare rock and sloping rock, as well as the problems encountered after extending into the lake area.
  • Rocks lurking under the silt and various sudden problems cause the steel pipe piles to become unable to stabilize themselves.
  • a rapid pile planting method for trestle steel pipe piles on bare rock on an inclined base surface includes the following steps:
  • Hole formation The hole can be finalized after the pile foundation has completely entered the hard rock for 1-4m;
  • step (1) includes: parking the crawler crane on the upper span as a counterweight and assisting the drilling rig operation at the same time.
  • step (2) includes: when placing the I-beam, the placement direction is such that one end is aligned with the steel casing and the other end is pointed at the center of the trestle.
  • step (4) includes: if the steel casing is located on a rock with an inclined base surface, before drilling, first fill the hole with 1m-2m of rubble to level the base surface, and then slowly drill During the punching process, it is necessary to judge at any time whether the filled stone needs to be replenished and whether the impacted surface is horizontal and downward.
  • step (5) includes: If it is found that the steel casing cannot be driven in due to the small diameter of the borehole, and the bottom of the steel casing is not fully embedded in the inclined foundation rock, use clean water to flush the pile and use a high-pressure air duct. Blow the bottom of the hole and blow out the drilling slag in the bottom of the hole through the gap between the bottom of the casing and the inclined bedrock layer.
  • step (5) includes: If it is found that the steel casing cannot be driven in due to the small diameter of the drilling hole, and the bottom of the steel casing is not fully embedded in the inclined foundation rock, repeatedly brush and expand the holes, so that The bottom end of the steel casing is completely inserted into the inclined rock, and then slurry is made again, and the hole is continued to the designed depth.
  • the amount of bagged cement or mixed bagged dry concrete material to be filled into the hole in step (7) is: If the pile end is directly inserted into the bare rock, the highest point above the bare rock surface shall not be Less than 1.0m; if there is silt on the top of bare rock, the height shall be no less than 1.0m above the top of the silt.
  • steps (7) to (9) are replaced by pouring concrete into the hole and directly anchoring the steel casing to be used as a steel pipe pile; or by pouring concrete into the hole and attaching the trestle steel pipe The pile is driven into the hole to anchor the steel pipe pile, and then the steel casing is removed; or instead, concrete is first poured into the hole, then the steel casing is removed, and then the steel pipe is inserted into the poured concrete.
  • the present invention has the following advantages:
  • This construction method uses cantilever platform drilling, without the need to build auxiliary piles, saving construction period and reducing construction costs.
  • the steel casing is suspended from I-beam steel, which solves the problem that the casing for inclined rock cannot be fixedly installed. It also restrains the backfilled rubble in the hole, providing space for correcting the inclined rock.
  • the measures are simple and effective.
  • Backfilling uses bagged cement or bagged dry concrete material, which avoids the cumbersome process of pouring concrete. It also serves as anchoring piles, which is highly practical and saves costs.
  • Figure 1 is a construction process flow chart of the present invention
  • Figure 2 is a schematic structural diagram of the cantilever Bailey platform of the present invention.
  • This embodiment provides a quick pile planting method for trestle steel pipe piles on bare rock on an inclined base surface.
  • This construction method is suitable for planting false bare rock steel pipe piles hidden under bare rock, inclined rock, and silt. It is suitable for various water depths.
  • the steel pipe piles of trestles should be planted in lakes, rivers and lakes where the water flow speed is not greater than 1.5m/s and the wind force does not exceed level eight.
  • the working principle of this construction method is to use the cantilever structure formed by the forward extension of the trestle hole span as the piling platform, lay two I40 I-beam suspension and limiting steel casings on the platform, and then install the impact drill to punch holes. , during the punching process, follow up the steel casing in time, backfill the rubble to correct the inclined rock, until the steel casing has completely penetrated into the bedrock to an effective length, then put bagged cement or bagged dry concrete material into the hole, and use impact drilling to drill back.
  • the present invention specifically includes the following steps:
  • the cantilevered Bailey plate group is assembled.
  • the Bailey plate group is installed 1.5m away from the pile position, and then the orthogonal special-shaped bridge deck is laid to form a cantilevered bridge deck.
  • Piling platform In order to ensure the stability of the piling platform, the crawler crane is parked on the upper span as a counterweight and can also assist the drilling rig operation.
  • the I-beam I-beam has two functions. One is to restrain the steel casing to prevent it from being stuck on the bare rock and tipping over. The other is to hang the steel casing to ensure that the steel casing can stand on the bare rock of the inclined foundation. .
  • the placement direction is such that one end is aligned with the casing and the other end is pointed at the center of the trestle.
  • the two I-beams are suspended from the bridge deck for about 2.0m. The spacing is the diameter of the steel casing.
  • the I-beam and the bridge deck are welded every 1.0m. The weld length is not less than 5cm to ensure that the I-beam is strong and not prone to lodging.
  • the length of the steel casing should be 0.5-1.0m higher than the top surface of the I40 I-beam to prevent the casing from sinking just after drilling and requiring pile connection.
  • the commonly used steel casing has an outer diameter of 80cm, a wall thickness of 10mm, and is 1.0m higher than the I-beam top.
  • the drill rig can be a hand hammer type or Ucas, but it must be ensured that the drill frame of the drill rig can be tilted 1.3-1.5m outward to ensure that the drill rig can punch holes at the location where the pile needs to be planted, and the drill rig is hoisted directly On the I-beam I-beam, add an appropriate amount of counterweight to the tail of the drilling rig, and use stirrups to fasten the drilling rig girder or transmission shaft to the bridge deck to prevent the drilling rig from sliding forward during piling.
  • the stirrups are made of I12.
  • the drilling rig After the drilling rig is installed, it can be punched normally. Since the casing is located on the rock with an inclined base, in order to prevent the drill bit from having an uneven bottom surface during the punching process, the hammer head will squeeze against the steel casing, causing the lower end of the casing to shift and become unstable. Before drilling, first fill the hole with 1m-2m of rubble to level the base surface, and then slowly punch the hole. During the punching process, it is necessary to judge at any time whether the filled rubble needs to be replenished and whether the impacted surface is horizontal. Step down.
  • the final hole can be made after the pile foundation has completely penetrated 1-4m into the hard rock.
  • the gas lift method is used to remove the slag.
  • the crawler crane lifts the slag bucket to remove the slag, and uses a welded 3 ⁇ 3 ⁇ 1.5m mud box to collect and filter it.
  • the conventional method is to pour concrete into the hole, directly anchor the steel casing, and use it as a steel pipe pile.
  • This method cannot solve the problem of inserting the steel casing into the bottom of the hole, resulting in poor stability of the pile. Poor;
  • another method is to pour concrete into the hole, drive the trestle steel pipe pile into the hole to anchor the steel pipe pile, and then remove the steel casing.
  • This method cannot solve the problem of double-layer steel pipe. , resulting in the problem that the steel casing clamp cannot directly clamp the steel casing to pull out the steel casing, and the steel casing needs to be lengthened again or a side plate is welded on one side of the steel casing to pull out the pile;
  • another method is to first insert the steel casing into the hole.
  • the main mechanical equipment used in this construction method is shown in Table 2.
  • the cement used for backfilling must be of qualified quality.
  • the dry concrete materials must be manually mixed more than four times strictly according to the mix ratio.
  • the dry materials must be put in bags. Segregation caused by loose mixing is strictly prohibited;
  • the anchoring depth of steel pipe piles must comply with the design depth and calculation results.
  • the cantilever drilling platform must undergo safety inspection. According to the weight of different drilling rigs and drilling tools, the mechanical properties of each component of the cantilever platform are calculated to meet the needs. The lower deflection of the cantilever end of the platform is controlled within 80mm.
  • the materials used for the cantilever platform must comply with the specification requirements, and the use of non-standard materials is strictly prohibited.
  • the beams of the cantilever platform must be welded with the large beams using stirrups.
  • the flower racks between the beams must be installed in place one by one according to the standard installation, and cannot be installed by jump.
  • a crawler crane is parked as a counter-pressure device for the suspended irrigation end.
  • the drilling rig is lifted to prevent the drilling rig from being unstable or displaced due to the superposition of vibration waves during the punching process.
  • Temporary guardrails are welded around the cantilever drilling platform to prevent people from falling into the water. Operators must wear life jackets.
  • the mud produced by drilling is collected uniformly into a mud box for mud sedimentation. After separation, it is collectively discarded and transported to the waste dump.
  • This construction method is suitable for planting piles of false bare rock steel pipe piles hidden under bare rock, inclined rock and silt. It is suitable for freshwater lakes and rivers with various water depths and water flow speeds not greater than 1.5m/s, and wind speeds not exceeding level eight.
  • the steel pipe piles of the trestle are planted. The overall process is simple, the procedures are clear, the construction is fast, no special investment is required, it is safe and reliable, the casing and the fixed I-beam can be recycled, and the cost is low.
  • this construction method saves the downpipe, large-scale machinery for mixing and transporting concrete, and each pile saves at least 4,500 yuan in equipment usage costs; compared with setting up additional auxiliary boreholes Platform, each row of piles can save at least 8 bench piles. Each pile is calculated based on 12 meters. Each row of piles can save 17,500 yuan in material costs and labor costs, and the construction period benefits are even more obvious.
  • the process of constructing a trestle is basically the same as the normal fishing method, but there is an added process of predicting whether there is bare rock ahead, that is, after completing the erection of a hole, a steel pipe is hoisted with a crawler, and piles need to be driven in the lower row. Test the location. If bare rock is found, a cantilever drilling platform will be set up immediately, and then the cantilever drilling platform will be used to directly drill and plant piles. This saves the time of inserting auxiliary piles and saves at least 4 days for each row of piles. In this project, we apply this construction method, and the pile formation time is about 1-4 days per pile, which saves at least 4 days per row of piles compared with other construction methods.
  • This construction method solves the problem of overseas economically underdeveloped areas, where there are large and numerous slope rocks at the bottom of the lake, making it impossible to directly use the trestle to drive piles, and there is no piling boat to assist in pile planting.
  • the situation was quickly opened up, so that the trestle can be Steady progress has been made, and has received unanimous praise from the supervisor, owner, and the Minister of Transportation. .

Abstract

本发明提供一种斜基面裸岩上栈桥钢管桩快速植桩工法，该工法包括步骤：（1）悬臂贝雷平台安装；（2）安装工字钢；（3）钢护筒安装及固定；（4）安装钻机冲孔；（5）钢护筒跟进接长；（6）成孔；（7）孔内填袋装水泥或袋装砼干料；（8）护筒拔除、移除钻机；（9）插打钢管桩植桩：打入钢管桩，并上下反复冲拔数次，让孔内的水泥或者干料能与水分充分反应，锚固桩端，完成裸岩植桩施工。本发明利用上跨栈桥形成的延伸悬臂结构作钻孔平台，安装悬吊护筒的限位架和钻机，无需搭设辅助钻孔平台或采用打桩船，减少了施工环节，降低了工程成本。

Description

一种斜基面裸岩上栈桥钢管桩快速植桩工法 技术领域
本发明涉及水中桥梁施工工艺领域，尤其是涉及一种斜基面裸岩上栈桥钢管桩快速植桩工法。
 背景技术
目前水中桥梁施工，栈桥作为辅助作业通道是越来越常规的做法，栈桥的施工工艺也日益成熟，钢管桩的插打，在各种地质状况下，均有较多的施工方法，但对于钢管桩直接落于裸岩，或者斜基面裸岩，或更复杂的是在无自持力的淤泥层下倾斜面裸岩的钢管桩的插打或植桩，仍然没有一个专门针对这种地质或工况下，快速有效的工艺工法，大多是采用搭设辅助作业平台冲孔、打桩船冲孔灌注砼桩后，插入钢管的方法；或者是设置板凳桩、旁位锚桩的方法；这些方法都有施工周期长、成本高、施工操作复杂的缺点，况且在海外欠发达地区，没有打桩船，作业平台搭建异常困难的情况下，这些方法也很难实现。
 技术问题
本发明的目的在于，提供一种斜基面裸岩上栈桥钢管桩快速植桩工法，解决在栈桥起步刚入湖区时遇到的成片裸岩、斜岩，以及伸入湖区后遇到的淤泥下潜伏的岩石，和各种突发出现的造成钢管桩无法自稳的问题。
 技术解决方案
本发明的发明目的通过以下技术方案来实现：
一种斜基面裸岩上栈桥钢管桩快速植桩工法，该工法包括步骤：
（1）悬臂贝雷平台安装：以已搭设完成的栈桥跨为基础，拼装悬臂状态的贝雷片组，然后铺设桥面板，形成悬臂状态的打桩平台；
（2）安装工字钢：两根工字钢悬出桥面，间距为钢护筒的直径，工字钢与桥面板焊接；
（3）钢护筒安装及固定：根据测量放样的位置，先在工字钢上焊出井字架，约束钢护筒的位置，然后将钢护筒吊入预留孔中，当钢护筒碰到岩石后，将钢护筒两侧焊在工字钢上，完成钢护筒的固定；
（4）安装钻机冲孔：钻机直接吊放在工字钢上，钻机尾部增加配重块，同时将钻机大梁或者传动轴采用马镫扣压在桥面板上；
（5）钢护筒跟进接长：在冲孔过程中，要不断的向孔内填入粘土造浆，当发现水中有泥浆侧漏发生时，则将钢护筒向下振动插打，然后再继续冲孔，若再次发现漏浆，再次插打；随着钢护筒的不断跟进，当钢护筒低于工字钢顶面，则向上焊接加长钢护筒；
（6）成孔：桩基完全进入硬岩1-4m后即可终孔；
（7）孔内填袋装水泥或袋装砼干料：向孔内填塞袋装水泥或拌合好的袋装砼干料，直接填入护筒孔内，然后用钻锤锤击数次，确保水泥或者干料能密实的沉入孔底，成桩后能凝固并稳固桩端；
（8）护筒拔除、移除钻机；
（9）插打钢管桩植桩：打入钢管桩，并上下反复冲拔数次，让孔内的水泥或者干料能与水分充分反应，锚固桩端，完成裸岩植桩施工。
作为进一步的技术方案，步骤（1）包括：将履带吊停放在上一跨作为配重，同时辅助钻机作业。
作为进一步的技术方案，步骤（2）包括：工字钢摆放时，摆放方向为一端对准钢护筒，另一端指向栈桥的中心。
作为进一步的技术方案，步骤（4）包括：若钢护筒位于斜基面的岩石上，则开钻前，先向孔内填入1m-2m的片石将基面调平，然后再缓慢冲孔，冲孔过程中要随时判断填充的片石是否需要补充，被冲击面是否是水平的向下进尺。
作为进一步的技术方案，步骤（5）包括：若发现由于钻孔孔径较小，钢护筒无法再打入，钢护筒底部没有全部嵌入斜基础岩石时，采用清水冲桩，用高压风管吹孔底，将孔底内的钻渣通过护筒底与斜基岩层的缺口吹出去。
作为进一步的技术方案，步骤（5）包括：若发现由于钻孔孔径较小，钢护筒无法再打入，钢护筒底部没有全部嵌入斜基础岩石时，采用反复刷孔、扩孔，使钢护筒底端全部插入斜岩，然后再造浆，继续冲孔至设计深度。
作为进一步的技术方案，步骤（7）中向孔内填塞袋装水泥或拌合好的袋装砼干料的数量为：如果是桩端直接入裸岩，则高出裸岩面最高点不小于1.0m；如果是裸岩顶有淤泥，则高出淤泥顶不小于1.0m。
作为进一步的技术方案，步骤（7）~（9）替换为向孔内灌注砼，直接将钢护筒锚固，作为钢管桩使用；或者替换为向孔内灌入砼后，将栈桥钢管桩打入孔内，实现钢管桩的锚固，然后拔除钢护筒；或者替换为先向孔内灌入砼，然后拔除钢护筒，再将钢管插入已浇筑的砼中。
 有益效果
与现有技术相比，本发明具有以下优点：
1、本工法采用悬臂平台钻孔，无需搭建辅助桩，节约工期，降低了施工成本。
2、钢护筒采用工字钢进行悬吊，解决斜岩护筒无法固定安装的问题，同时也使回填的片石约束在孔内，为校正斜岩提供了空间，措施方法简单有效。
3、回填采用袋装水泥或者袋装砼干料，避免了浇筑砼的繁琐工艺，同时起到锚固桩的作业，实操性较强，也节约了成本。
 附图说明
图1为本发明的施工工艺流程图；
图2为本发明的悬臂贝雷平台结构示意图。
 本发明的最佳实施方式
本实施例提供一种斜基面裸岩上栈桥钢管桩快速植桩工法，本工法适用于裸岩、斜岩、淤泥下暗伏的假裸岩钢管桩的植桩，适用于各种水深的湖泊、河流和水流速度不大于1.5m/s，风力不超过八级的栈桥钢管桩植桩。
本工法的工作原理是利用已经搭设好的栈桥孔跨向前延伸形成的悬臂结构作为打桩平台，在平台上铺设2根I40工字钢悬吊并限位钢护筒，然后安装冲击钻冲孔，冲孔过程中及时跟进钢护筒，回填片石校正斜岩，直至钢护筒全部伸入基岩达有效长度，再向孔入投入袋装水泥或袋装砼干料，用冲击钻复冲数次将袋装水泥或袋装混合料砸入孔底，最后拔出钢护筒，重新插入钢管桩，且经数次插拔，保证湖水浸入水泥和混合料，形成钢管桩锚固体的工艺。
如图1所示，本发明具体包括步骤为：
1、悬臂贝雷平台安装
如图2所示，以已搭设完成的栈桥跨为基础，拼装悬臂状态的贝雷片组，贝雷片组安装到距桩位1.5m处，然后铺设正交异形桥面板，形成悬臂状态的打桩平台。为了确保打桩平台的稳定性，将履带吊停放在上一跨作为配重，同时也可辅助钻机作业。
2、安装I40工字钢
I40工字钢的作用有两个，一是约束钢护筒，防止钢护筒在裸岩上扎不住而倾倒；二是吊挂钢护筒，保证钢护筒能站在斜基础的裸岩上。工字钢摆放时，为了防止栈桥单面受力太大，稳定性差，摆放方向为一端对准护筒，另一端指向栈桥的中心，两根工字钢悬出桥面约2.0m，间距为钢护筒的直径，工字钢与桥面板每隔1.0m焊接一处，焊缝长度不小于5cm，保证工字钢牢固不易倒伏。
2、钢护筒安装及固定
根据测量放样的位置，先在I40工字钢上焊出井字架，约束钢护筒的位置，然后将钢护筒吊入预留孔中，当钢护筒碰到岩石后，将钢护筒两侧焊在I40工字钢上，完成钢护筒的固定。钢护筒长度要高出I40工字钢顶面0.5-1.0m，以防止刚开钻，护筒下沉，需要接桩的事发生。常用钢护筒外径80cm，壁厚10mm，高出I40工字钢顶1.0m。
4、安装钻机冲孔
吊装冲击钻，钻机采用手拉锤式的或者乌卡斯均可，但必须确保钻机的钻架可外倾1.3-1.5m，以保证钻机可对准需植桩位置冲孔，钻机直接吊放在I40工字钢上，钻机尾部增加适量的配重块，同时将钻机大梁或者传动轴采用马镫扣压在桥面板上，防止钻机在打桩过程中向前滑移。马镫采用I12制作。
钻机安装好后，即可正常冲孔，由于护筒位于斜基面的岩石上，为了防止钻头冲孔过程中底面不平，造成锤头挤靠钢护筒而使护筒下端移位和不稳，开钻前，先向孔内填入1m-2m的片石将基面调平，然后再缓慢冲孔，冲孔过程中要随时判断填充的片石是否需要补充，被冲击面是否是水平的向下进尺。   
5、护筒跟进接长
在冲孔过程中，要不断的向孔内填入粘土造浆，当发现湖中有泥浆侧漏发生时，说明冲孔已经进入了斜岩内，此时就要及时将钢护筒向下振动插打，保证暂时不漏浆，然后再继续冲孔，若再次发现漏浆，再次插打；若发现由于钻孔孔径较小，钢护筒无法再打入，护筒底部没有全部嵌入斜基础岩石时，可以采用清水冲桩，用高压风管吹孔底，将孔底内的钻渣通过护筒底与斜基岩层的缺口吹出去，这个方法，在施工中取得了较好的效果；也可反复刷孔、扩孔，使钢护筒底端全部插入斜岩，然后再造浆，继续冲孔至设计深度。
随着钢护筒的不断跟进，有时钢护筒会低于I40工字钢顶面而失去约束，此时就需要向上焊接加长钢护筒，每次焊接的长度为1.0m。
6、成孔
桩基完全进入硬岩1-4m后即可终孔，终孔后采用气举法反渣，履带吊提升掏渣桶掏渣，用焊接的3×3×1.5m的泥浆箱收集过滤。
7、孔内填袋装水泥或袋装砼干料
成孔后，常规的做法是向孔内灌注砼，直接将钢护筒锚固，做为钢管桩使用，这种做法无法较好解决钢护筒插入孔底的缺陷，造成桩的稳定性较差；另一种做法是向孔内灌入砼后，将栈桥钢管桩打入孔内，实现钢管桩的锚固，然后拔除钢护筒，这种做法无法很好的解决由于双层钢管，造成钢护筒夹具无法直接夹持钢护筒拔出，需要再次接长钢护筒或者在钢护筒一侧加焊侧板用来拔桩的问题；还有一种方法，是先向孔内灌入砼，然后拔除钢护筒，再将钢管插入已浇筑的砼中，这种方法，对于采用导管法灌注直径仅0.8m，深度仅1-4m的桩来讲，工序太多，操作麻烦，可操作性较差。
为了加快施工速度，又确保桩头能被安全的锚固柱，创新性的采用向孔内填塞袋装水泥，或者拌合好的袋装砼干料，直接填入护筒孔内，然后用钻锤锤击数次，确保水泥或者干料能密实的沉入孔底，成桩后能凝固并稳固桩端。投放的数量，如果是桩端直接入裸岩，则高出裸岩面最高点不小于1.0m；如果是裸岩顶有淤泥，则高出淤泥顶不小于1.0m。高出的填料在插入钢管时，部分会进入孔内、管内，部分会散落在桩周，形成桩周锚固体，对桩的稳定性起到很好的效果。
8、护筒拔除、移除钻机
袋装水泥或干料填入后，切割钻机固定型钢、马镫，移除钻机，用振动锤拔出钢护筒，拔桩时速度要慢，防止速度太快，淤泥渗入水泥或混合料内。
9、插打钢管桩植桩
打入钢管桩，并上下反复冲拔数次，让孔内的水泥或者干料能与水分充分反应，锚固桩端。完成裸岩植桩施工。
本工法中所用的主要材料见表1。
序号 名称 规格 单位 数量 备注
钢管 Ф800×10mm m 20 钢护筒
钢管 Ф630×10mm m 24 钢管桩
工字钢 I40 m 24 夹持吊挂钢护筒
工字钢 I12 m 3 固定钻机用马镫
钢管 Ф48×3.5mm m 10 临时护栏
钢板 6mm m2 29 泥浆箱及附助平台
水泥 P.O32.5 T 5 锚固端桩用
砂石 按配比 m3 3 锚固桩端用
本工法中使用的主要机械设备见表2。
序号 名称 规格型号 单位 数量
履带吊 85吨 台 1
平板车 12m长 台 1
振动锤 DZ90 台 1
悬打装置 贝雷结构 套 1
重复 发电机 250KW 台 1
重复重复 电焊机 BX1-500 台 4
全站仪 徕卡 台 1
本工法在实施时需要有质量要求：
1钢管桩的垂直度及偏位符合规范要求；
2回填用水泥必须质量合格，砼干料严格按配合比人工拌合四遍以上，干料用袋装投入，严禁散投产生离析；
3钢管桩锚固深度必须符合设计深度和计算结果。
本工法在实施时需要质量保证措施：
1钢管桩加工、钢护筒加工及接长必须对焊缝进行检查，同时检查接桩的同心性和垂直度；
2桩端锚固深度必须准确测量并经现场技术人员确认方可终孔；
3投入桩孔内的材料必须检验合格，砼干料必须要有配合比，现场拌制的必须严格计量，翻拌均匀；
本工法在实施时需要有悬臂贝雷平台安全措施：
1悬臂钻孔平台必须进行安全检算，根据不同钻机的重量、钻具的重量，分别计算悬臂平台各构件的力学性能满足需要，平台的悬臂端下挠度控制在80mm之内。
2悬臂平台所用的材料必须符合规范要求，严禁采用非标材料。
3悬臂平台贝雷片必须与大横梁采用扣压马镫焊在一起，贝雷片间的花架必须按标准安装逐一安装到位，不能跳装。
4悬臂端的上一跨，停置1台履带吊做为悬灌端的反压配置，同时提吊住钻机，防止钻机在冲孔过程中振动波叠加而失稳或移位。
5悬臂钻孔平台四周焊接临时护栏，防止人员落水，操作人员必须佩戴救生衣。
6平台上设置足够的照明系统，保证夜间施工光线良好。
本工法在实施时需要有环保措施 ：
1钻孔产生的泥浆统一收集到泥浆箱中进行泥淀，分离后集中弃运到弃渣场。
2在栈桥上放置垃圾箱，集中收集施工过程中产生的垃圾，定期消耗。
3在栈桥上放置移动厕所，防止个人产生的垃圾污染水源。
4对于振动锤、履带吊等，注意检查油路系统，防止漏油，一旦发现，及时用土工布、遮布处理。
以上所述仅为本发明的较佳实施例而已，并不用以限制本发明，应当指出的是，凡在本发明的精神和原则之内所作的任何修改、等同替换和改进等，均应包含在本发明的保护范围之内。
 工业实用性
本发明可以产生的技术效果包括：
1、技术效益
本工法适用于裸岩、斜岩、淤泥下暗伏的假裸岩钢管桩的植桩，适用于各种水深的淡水湖泊、河流和水流速度不大于1.5m/s，风力不超过八级的栈桥钢管桩植桩。整体工艺简单，工序清晰，施工快速，无需特殊投入，安全可靠，护筒及固定用工字钢可循环利用，成本较低。
2经济效益
本工法施工，相比于传统的钻孔灌注砼植桩，节省了下导管，大型机械拌制、运输砼的环节，每根桩至少节约设备使用费4500元；相比于另外搭设辅助钻孔平台，每排桩至少节约8根板凳桩，每根桩按照12米计算，每排桩可节约材料费和工费1.75万元，工期效益更是明显。
3工期效益
采用本工法，与正常的钓鱼法施工栈桥的工序基本相同，但增加了一道预判前方是否有裸岩的工序，即在搭设完成一孔后，用履带吊吊一根钢管，在下排需打桩位置进行试探，若发现有裸岩，则立即安排搭设悬臂钻孔平台，然后利用悬臂钻孔平台直接钻孔植桩，节约了插打辅助桩的时间，每排桩至少节约4天。本工程中我们应用此工法，成桩时间约1-4天/根，比采用其他工法每排桩至少节约4天。
4社会效益
本工法解决了海外经济不发达地区，湖底存在较大、较多的斜面岩，无法直接利用栈桥打桩，和没有打桩船辅助植桩的情况，在实施中较快的打开了局面，使栈桥能够稳步推进，得到了监理和业主、交通部长的一致好评。。

Claims (8)

  1. 一种斜基面裸岩上栈桥钢管桩快速植桩工法，其特征在于，该工法包括步骤：
    （1）悬臂贝雷平台安装：以已搭设完成的栈桥跨为基础，拼装悬臂状态的贝雷片组，然后铺设桥面板，形成悬臂状态的打桩平台；
    （2）安装工字钢：两根工字钢悬出桥面，间距为钢护筒的直径，工字钢与桥面板焊接；
    （3）钢护筒安装及固定：根据测量放样的位置，先在工字钢上焊出井字架，约束钢护筒的位置，然后将钢护筒吊入预留孔中，当钢护筒碰到岩石后，将钢护筒两侧焊在工字钢上，完成钢护筒的固定；
    （4）安装钻机冲孔：钻机直接吊放在工字钢上，钻机尾部增加配重块，同时将钻机大梁或者传动轴采用马镫扣压在桥面板上；
    （5）钢护筒跟进接长：在冲孔过程中，要不断的向孔内填入粘土造浆，当发现水中有泥浆侧漏发生时，则将钢护筒向下振动插打，然后再继续冲孔，若再次发现漏浆，再次插打；随着钢护筒的不断跟进，当钢护筒低于工字钢顶面，则向上焊接加长钢护筒；
    （6）成孔：桩基完全进入硬岩1-4m后即可终孔；
    （7）孔内填袋装水泥或袋装砼干料：向孔内填塞袋装水泥或拌合好的袋装砼干料，直接填入护筒孔内，然后用钻锤锤击数次，确保水泥或者干料能密实的沉入孔底，成桩后能凝固并稳固桩端；
    （8）护筒拔除、移除钻机；
    （9）插打钢管桩植桩：打入钢管桩，并上下反复冲拔数次，让孔内的水泥或者干料能与水分充分反应，锚固桩端，完成裸岩植桩施工。
  2. 根据权利要求1所述的一种斜基面裸岩上栈桥钢管桩快速植桩工法，其特征在于，步骤（1）包括：将履带吊停放在上一跨作为配重，同时辅助钻机作业。
  3. 根据权利要求1所述的一种斜基面裸岩上栈桥钢管桩快速植桩工法，其特征在于，步骤（2）包括：工字钢摆放时，摆放方向为一端对准钢护筒，另一端指向栈桥的中心。
  4. 根据权利要求1所述的一种斜基面裸岩上栈桥钢管桩快速植桩工法，其特征在于，步骤（4）包括：若钢护筒位于斜基面的岩石上，则开钻前，先向孔内填入1m-2m的片石将基面调平，然后再缓慢冲孔，冲孔过程中要随时判断填充的片石是否需要补充，被冲击面是否是水平的向下进尺。
  5. 根据权利要求1所述的一种斜基面裸岩上栈桥钢管桩快速植桩工法，其特征在于，步骤（5）包括：若发现由于钻孔孔径较小，钢护筒无法再打入，钢护筒底部没有全部嵌入斜基础岩石时，采用清水冲桩，用高压风管吹孔底，将孔底内的钻渣通过护筒底与斜基岩层的缺口吹出去。
  6. 根据权利要求1所述的一种斜基面裸岩上栈桥钢管桩快速植桩工法，其特征在于，步骤（5）包括：若发现由于钻孔孔径较小，钢护筒无法再打入，钢护筒底部没有全部嵌入斜基础岩石时，采用反复刷孔、扩孔，使钢护筒底端全部插入斜岩，然后再造浆，继续冲孔至设计深度。
  7. 根据权利要求1所述的一种斜基面裸岩上栈桥钢管桩快速植桩工法，其特征在于，步骤（7）中向孔内填塞袋装水泥或拌合好的袋装砼干料的数量为：如果是桩端直接入裸岩，则高出裸岩面最高点不小于1.0m；如果是裸岩顶有淤泥，则高出淤泥顶不小于1.0m。
  8. 根据权利要求1所述的一种斜基面裸岩上栈桥钢管桩快速植桩工法，其特征在于，步骤（7）~（9）替换为向孔内灌注砼，直接将钢护筒锚固，作为钢管桩使用；或者替换为向孔内灌入砼后，将栈桥钢管桩打入孔内，实现钢管桩的锚固，然后拔除钢护筒；或者替换为先向孔内灌入砼，然后拔除钢护筒，再将钢管插入已浇筑的砼中。
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