翻译案例 |
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【工程施工类翻译】防水与排水
发布时间：2011-7-14 22:00:00|| 点击：6140次|| 文章分类：翻译案例|| 发布人：翻译家(Fanyijia.com)
防水与排水 一、 范围本节工作内容包括隧道施工中的洞内外临时防水与排水和洞内永久防水、排水工程以及防水层施工等的有关作业。 二、 一般规定1. 隧道施工的临时防、排水应与永久防、排水设施相结合，以防、截、排、堵相结合，因地制宜综合治理的原则进行。选择既经济合理又切实可行的治水措施，确保围岩稳定，便于初期支护的施工。并保证在二次衬砌施工前，现场具有良好的施工条件。 2. 施工前，根据图纸和调查资料，预计可能出现的地下水情况并估计水量，参照《地下工程防水技术规范》（GB 50108—2001）的有关规定，制定防、排水施工方案，报请监理工程师批准。施工中，应对隧道的出水部位、水质、水量及变化规律等做好观测试验记录，并不断改进和完善防、排水措施。 3. 洞顶上方地面有容易积水的坑洼、探坑等，应按图纸要求或监理工程师指示予以处理；原有天然沟谷应予以整治，确保水流畅通，必要时需对沟床加以铺砌。 4. 在地下水发育的易溶性岩层中施工，为防止水囊、暗河及高压涌水的突然出现，开挖工作面上应布设超前钻孔，并提出防止涌水的安全措施，报请监理工程师批准。 5. 洞内出现的地下水，经化验确认对衬砌结构有侵蚀性时，应按图纸要求或监理工程师指示，针对不同侵蚀类型采取相应的抗侵蚀措施。 6. 洞顶设有水池时，池底应有防渗措施，同时还应有疏导溢水的设施，不得任溢水漫流。 7. 开挖中洞内出现大面积渗漏水时，宜采用钻孔将水集中汇流引入排水沟，并将钻孔部位、数量、孔径、深度、方向和渗水量等，作成详细记录，据以确定在衬砌时设置拱墙背后的排水设施。 8. 如图纸无特殊要求，衬砌背后之流水应排入隧道内侧排水沟或中央排水管内。施工中应做好衬砌背后的疏排水设施，若有压浆时，不得将排水设施堵塞。 三、 防、排水处理1. 地表防、排水 （1）隧道覆盖层地表积水应先处理。按图纸要求修筑截水沟、排水沟及其他排水建筑物，洞口附近不得积水。 （2）地表的坑洼、钻孔、探坑等应以不透水材料或土壤堵塞，并分层夯实。 （3）边坡、仰坡坡顶的截水沟、排水沟应于路堑土石方开挖前施工，以确保截引地表水，防止出水口顺坡漫流。 （4）洞口排水应与路基边沟组成系统。 （5）洞外路堑向隧道内为下坡时，可将路基边沟挖成反坡，以利向路堑外排水，必要时还应在洞口外适当位置设横向截水沟。 2. 洞内排水 （1）设置施工临时排水沟 a. 洞内施工时应设置临时顺坡排水沟,水沟断面应满足洞内渗水和排出施工废水的需要，水沟位置应远离边墙，宜距边墙基脚不小于1.5m。围岩松软或裂隙发育地段的水沟应铺砌，或用管槽代替。施工中排水沟应经常清理。 b. 当洞内需设置反坡排水沟时，应使用机械设备，可根据距离、坡度、水量和设备等因素布置排水管道，一次或分段接力将水排出洞外。抽水机应采用独立双电源供电，配备抽水机的功率，应大于排水量的25％以上，并应有工作泵70％以上工作能力的备用机。 （2）渗漏水的处理 开挖中洞内渗水的面积较大时，宜采用钻孔将水集中汇流引入排水沟内。应将钻孔位置、数量、孔径、深度、方向和渗水量等作详细记录，用以确定衬砌施工时拱墙背后所需要的排水措施。 （3）承压水的排放 a. 当预计开挖工作面前方有承压水，而且排放不会影响围岩稳定，或者需要在进行注浆前排水降压时，可采用超前钻孔法或辅助坑道法排水。 b. 超前钻孔及辅助坑道应保持10～20m的超前距离，最短亦应超前1～2倍掘进循环长度。 （4）地下水的处理 a. 地下水不大时可引入临时排水沟内排出。 b. 地下水较丰富，无法排出或排水费用昂贵，以及不允许排水的情况下，经技术、经济比选，可采用注浆堵水措施。根据隧道埋深，可采用地面预注浆，或开挖工作面预注浆等处治方法。 （5）高压涌水的处理 a. 隧道施工中遇有高压涌水危及施工安全时，宜先采用排水的方法降低地下水的压力，然后用注浆法进行封堵。 b. 封堵涌水注浆应先在周围注浆，切断水源，然后顶水注浆，将涌水堵住。 3. 隧道边沟和排水管 （1）隧道边沟，应按图纸的要求进行施工。边沟应与隧道衬砌同时完成，参见本章第504.04-9(3)款。 （2）洞内为排除围岩裂隙水和路面水流而设置的排水孔，应按图纸要求采用排水管将水引入边沟或中央排水管内。排水孔间距和排水管的坡度按图纸要求设置。当裂隙水较大需要加密时，经监理工程师同意后可适当加密。排水管宜在初期支护之后施工，以免造成塌方掉块。 4. 防、排水系统 （1）施工中的防、排水工程应与隧道竣工使用的排水工程相结合，并各成系统。 （2）隧道外地表应使雨水通畅地导入公路两侧边沟、涵洞或其他安全地带，不使其渗漏到隧道内。 （3）隧道开挖施工中的水流应畅通而安全的导入临时排水沟，不得使洞内积水，更不允许漫流。 （4）竣工后洞内排水沟断面和坡度应符合图纸要求，排除裂隙水的排水管应保证排水通畅，排除路面水流的排水管进口底端不得高于路面表面，设置盖板的边沟沟底面更不得高于路面表面。 5. 压浆堵水 （1）采用强度等级为32.5的普通硅酸盐水泥浆或水泥－水玻璃浆作为堵水材料。施工前根据工程地质和水文地质条件，通过试验作出设计，并经监理工程师批准后再进行压浆；在施工过程中修正各项参数，改进工艺操作，提高堵水效果。 （2）衬砌背后采用压注水泥砂浆防水时，应按下列要求进行： a. 压浆地段混凝土衬砌达到设计强度70％时，方可进行压浆。 b. 洞内气温不低于＋5℃，灰浆温度应保持在＋5℃以上。 c. 如遇流砂或含水土质地层，不宜采用水泥砂浆作防水层。 d. 需要压浆地段衬砌背后宜用干砌片石回填紧密，并每20m左右用1m厚浆砌片石或混凝土浇筑阻浆隔墙，分段进行压浆。 e. 压浆孔的排列宜作梅花形，孔距不宜大于2m，径向孔深应穿过衬砌进入岩层0.50m。 f. 压浆顺序应从下而上，从无水、少水地段向有水或多水处，从下坡方向往上坡方向，从两端洞口向洞身中间压浆。每段压浆长度不宜小于20m。 g. 必要时可进行检查压浆，使水流全部集中；检查压浆可在第一次压浆后5～7d进行。 h. 第一次压浆压力为0.3～0.5MPa；检查压浆可适当加大压力,但不超过1.2MPa。 （3）如衬砌背后注水泥砂浆后，仍有渗漏，可采用向衬砌圬工内压注化学浆液或水泥－水玻璃浆液。施工时应符合下列要求： a. 拱部水应以堵为主，起拱线附近和墙部水可集中引至边沟排出。 b. 压浆孔的间距可采用1～2m。孔深为衬砌厚度的1/2～2/3，但不得少于150mm，并不得穿透衬砌，以防漏浆。 c. 拱部如有缝隙成股漏水，应先用饱和的蘸有化学浆液的棉纱或碎布筋等予以堵塞，再进行压浆。压力为1.2 MPa～2.0MPa。 d. 压注化学浆液时操作人员必须穿戴防护用品，并遵守国家有关安全技术方面的规定，以保护施工人员不受伤害。 e. 压注化学浆液时，应随时注意对隧道附近水源的影响，一旦发现污染，应立即停止施工。 （4）经压浆防水后，拱部仍有轻微渗水或成片潮湿不能满足电化要求时，可采用喷涂防水层整治。施工时应注意下列事项： a. 敷设防水层前，衬砌表面应凿去污垢清洗干净，并按采用的浆液特性进行处理。 b. 化学浆液喷涂防水层可采用氯丁乳胶、防水硅化砂浆、环氧树脂、阳离子乳化沥青等。不宜选用那些不宜在潮湿环境下施工、喷涂困难的涂料和有较大毒性的涂料。 c. 防水层须多层涂抹时，每层应反复压抹密实、粘结紧密、厚度均匀，各层涂抹时间有合理间歇。 d. 如衬砌已呈现发裂，且有扩大可能时，防水层间宜加玻璃纤维布1～2层，防止喷层破坏。 e. 采用硅化砂浆等防水层时，其表面应用10～20mm厚的1：1水泥砂浆作保护层。
WATERPROOF AND DRAINAGE I. SCOPE This section includes temporary waterproof and drainage inside and outside the tunnel in construction and permanent waterproof and drainage inside the tunnel, and related works of waterproof layers. II. GENERAL REQUIREMENTS 1. Waterproof and drainage works in tunnel construction shall be carried out in combination with permanent waterproof and drainage facilities, and by using methods of preventing, intercepting, draining, and blocking alternatively. The principle of taking suitable measures to local conditions under comprehensive consideration shall be followed specifically, and economical, rational and practical water control measures shall be selected to safeguard the stability of surrounding rock for facilitating the construction of primary supporting, and providing construction condition of waterproof at the site before the secondary lining works. 2. Prior to construction, the probability of underground water and its quantity shall be estimated according to the Drawings and investigation data. Referring relevant stipulation of the specification (GB 50108-2001), waterproof and drainage schemes should be established, the schemes shall be submitted to the Engineer for approval before execution. During construction, observation and tests records of the underground water outlet position of the tunnel, water quality, water quantity and their rules of changes, etc. shall be made, and the measures of waterproof and drainage shall be improved and perfected continually. 3. The depressions, pits and inspection pits on the tunnel top liable to accumulating water shall be treated according to requirements on the Drawings or instructions of the Engineer. The existing natural gullies and valises shall be planed to ensure smooth flowing of water, the bed of gullies are to be paved if necessary. 4. For construction in dissoluble rock strata with developed underground water, in order to prevent sudden emerge of water pocket, submerged river and high-pressure gush, advance drill hole shall be arranged on the working face of excavation, and safety measures against gush shall be presented and submitted to the Engineer for approval. 5. When underground water, which is determined to be corrosive to the lining structure by test, appears in the tunnel Corresponding anti-corrosion measures in respect of various corrosion types shall be taken in accordance with the requirement on the Drawings or the instructions of the Engineer. 6. When water pool is furnished on the top of tunnel, the bottom of pool shall be applied with anti-seepage measures, meanwhile, there shall be devices to introduce the overflowing water; water is not allowed to flood over in random. 7. When large area of seepage water appears in tunnel during excavation, it is recommended to drill holes to concentrate and introduce the water into outfall ditch; detailed records，such as drill hole position, quantity, diameter, depth, orientation and water seepage volume etc., shall be made to instruct the construction of drainage facilities arranged behind the arch wall during lining. 8. When there are no particular requirements on the Drawings, water flow behind the lining shall all be drained into the inner side ditch of the tunnel. During construction, drainage water facilities behind the lining shall be well arranged, if there is the grouting, it shall not block the drainage facilities. III. WATERPROOF AND DRAINAGE TREATMENT 1. Waterproof and Drainage of the Ground Surface (1) The accumulated water of surface ground over the tunnel super-stratum shall be treated first. Cut-off ditches, drainage ditches, and other drainage structures shall be built in accordance with the requirements on the Drawings, and there shall be no accumulated water near the tunnel opening. (2) The ground surface depressions, drill-holes, inspection pits, etc., shall be filled up with waterproof materials or soil, which shall be tamped in layers. (3) The cut-off ditches and drainage ditches on the side slopes and on top of the heading slopes shall be constructed prior to the excavation of the cut to ensure intercepting of the surface water and prevent the outlet water sheet flowing flood along the slopes. (4) The tunnel opening drainage and the side ditches of the subgrade shall form a system. (5) For the section from cut to inner tunnel with downgrade slop, the side ditches of subgrade may be dug in an adverse slope to favor drainage to the both side of cutting. If necessary, cut-off ditches shall be built at suitable position away at tunnel opening. 2. Drainage in Tunnel (l) Setting up temporary drainage ditch a. During construction in tunnel, temporary drainage ditches along slope shall be built. The ditch section shall meet the requirements of the tunnel seepage and the drainage of wastewater. The drainage ditch shall be far away from the sidewall; it is advisable to locate the drainage ditch b. In case adverse slope drainage ditches are needed in tunnel, the mechanical equipment shall be used. The drainage pipeline may be arranged in accordance with the factors such as distance, gradient, water quantity, and equipment or the water may be drained off from tunnel at one time or by relay of drainage sections. As for water pumps, an independent double-source power supply system shall be adopted, and the capacity of pumps shall be 25% higher than the quantity of water to be drained and stand-by pumps with power about 75% of the working pumps shall be prepared. (2) Leakage Treatment During excavation, when the area of the tunnel seepage is relatively large, it is advisable to drill holes to lead the water into the drainage ditches. Hole location, hole quantity, aperture, depth, direction, leakage quantity, etc., shall be recorded in detail for determining the necessary drainage measures to be adopted behind the arch wall during lining construction. (3) The Drainage of Pressure Water a. When it is predicted that there will be pressure water in front of the excavated working face and the drainage does not affect the stability of surrounding rock or drainage is used to drop the pressure prior to grouting, drainage by advance drill-hole or auxiliary sap may be adopted. b. Advance drill-hole and auxiliary sap shall keep the advance distance of 10～ (4) Underground Water Treatment a. If there is not much the underground water, and it may be drained by temporary drainage ditches. b. If there is lot of underground water and is not possible to be drained or the draining costs are too much expensive as well as it is not allowed to drain, through comparison in technology and economy, grouting measures may be taken to block the water. According to the tunnel embedded depth, ground pre-grouting, or pre-grouting on excavating working face may also be taken. (5) Treatment of High Pressure Gush Water a. During tunnel construction, when the high-pressure gush water endangers safety of construction, it is advisable to adopt draining method to reduce the pressure of underground water first, and then block it by jetcrete method b. Blocking gush water by jetcrete method shall begin from the surrounding to cut the source of water, and then jet against the top water to block the gush. 3. Tunnel Side Ditches (Water Ditches) and Weep Pipe (1) Tunnel side ditches shall be constructed in accordance with the requirements on the Drawings. Side ditches shall be completed at the same time with the lining work, refer to Sub-clause 504.04-9(3) of the Specification. (2) The weep holes built in the tunnel for removing crevice water of surrounding rock and waters on the pavement shall lead the water into the side ditches by weep pipes in accordance with the requirements on the Drawings. The interspace of weep holes and gradient of pipe shall be set in accordance with the requirements on the Drawings. In case of abundant crevice water, the weep holes may be arranged more densely after the Engineer's approval. It is advisable to start the construction of weep pipes after primary supports so as to avoid rock slip and rock fall. 4. Waterproof and Drainage System (1) The waterproof and drainage work in construction shall be combined with the used drainage system after the tunnel is completed and each of them shall have its own system. (2) The ground surface outside the tunnel shall allow the rainwater to be led freely into the side ditches, culvert, or other safety area on both sides of the highway and shall not seep into the tunnel. (3) Water in tunnel excavation construction shall be led freely and safely to temporary drainage system. Accumulated water in tunnel, and especially sheet flood are not allowable. (4) After completion of construction, the section and gradient of tunnel drainage ditches shall meet requirements on the Drawings. Weep pipes used for draining crevice water shall ensure freely flowing of drained water. The bottom of the inlet of the weep pipes used for draining road surface water flow shall not be higher than the road surface. Moreover the bottom of side ditches, which have cover plates, shall not be higher than that of the road surface. 5. Pressure Grouting to Block Water (1) Grade 32.5 Portland cement grout or cement-sodium silicate grout shall be used as water blocking materials. Before construction, according to the hydrologic and engineering geology condition, design shall be done through testing and then pressure grouting shall be carried out after the Engineer's approval. Modification of the relative working parameter and improvement of the construction process are required during construction to assure high efficiency of water blocking. (2) Pressure injection of cement grout for water proofing behind the lining shall be done in accordance with the following requirements: a. Pressure grouting may be carried out only after the strength of lining concrete in the section of grouting reaches 70% of the designed value. b. Temperature inside the tunnel shall not be less than + c. If drift sand or water-bearing stratum in earth is encountered, cement mortar is not suitable for using as water--proofing layer. d. At the section of cement grouting behind the lining, compacted dry rubble backfill may be used. At intervals of about e. Grouting holes shall be bored in staggered arrangement; distance between holes is preferable not more than f. Grouting shall be progressed from lower part to upper part, from section with less water to section with more water, from down-grade direction to up-grade direction. and from the tunnel opening of both ends to the center of the tunnel. Length of each grouting section is not less than g. If necessary, grouting check shall be required so as to concentrate all the water flow. Grouting check may be carried out 5~7 days after the primary grouting. h. Primary grouting pressure shall be 0.3~0.5MPa, during check grouting, pressure may be increased properly, but not more than 1 .2MPa. (3) If there is still seepage behind the lining after grouting, chemical grout fluid or cement-sodium silicate grout shall be injected into the lining masonry. The work shall conform to the following requirements: a. On the arch lining, water seepage shall be chiefly treated by blocking method. Water seepage, near the springline and sidewall shall be concentrated and directed into the side ditches. b. The spacing of pressure grouting holes may be 1~ c. On arch lining, where streams of crevice water exist, it shall be blocked by cotton wastes or cloth rags saturated with chemical grout fluid before pressure grouting. Pressure required is 1.2~2.0MPa. d. In jetting chemical fluid, the workers shall put on protection articles and comply with the State regulations concerning technology of safety to prevent from injury. e. In jetting chemical fluid, attentions shall be paid all times to its influence to the water sources near the tunnel, once contamination is discovered, the construction shall be stopped immediately. (4) After pressure grouting, on the arch surface, if small amount of water or some wetted area still exists which does not satisfy the design requirements, shooting and spreading of waterproof layer may be adopted. In construction, the following regulations shall be observed: a. Before placing waterproof layer, lining surface stains shall be completely washed off, and the surface shall be treated according to the grout characteristics. b. For chemical waterproof dressing, chloroprene emulsion, waterproof silicification mortar, epoxy resin, positron emulsified asphaltetc, shall be adopted. Adoption of coating material with high toxicity, not suitable to be applied in wet and humid environment and difficult to be spread and sprayed is not advisable. c. For dressing of several layers, each layer shall be compacted repeatedly, which shall be well finished to keep even, smooth, tight and almost equal thickness every where. Reasonable dressing time interval between layers shall be considered. d. If cracks occurs in the lining and are be possible to expand, 1～2 layers of glass fiber cloth shall be put in between the ordinary dressing to prevent break of the dressing. e. While silicate mortar waterproof layer is used, 1∶1 cement mortar protecting layer of 10～  更多文章
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