尾水隧洞廠房側(cè)施工支洞開(kāi)挖支護(hù)施工方案（純方案12頁(yè)）

1、尾水隧洞廠房側(cè)施工支洞開(kāi)挖支護(hù)施工工作內(nèi)容尾水隧洞廠房側(cè)施工支洞開(kāi)挖支護(hù)主要包括：施工支洞石方洞挖及支護(hù)。主要工程 量見(jiàn)下表：主要工程量表表12.施工布置序號(hào)名稱(chēng)單位工程量備注1石方洞挖m33458. 22噴混凝土m3206.53纖維噴混m31684025錨桿m10505焊接鋼筋網(wǎng)2 m242. 1施工風(fēng)、水、電廠房側(cè)尾水施工支洞施工供風(fēng)、供水、供電均由主交通洞供風(fēng)、供水、供電線路接 引。2施工通風(fēng)在主交通洞洞口設(shè)置1臺(tái)SFDZ-I-NO. 11型通風(fēng)機(jī)（55KWX2）進(jìn)行通風(fēng)，在IP3 處設(shè)置1臺(tái)SFDZ-INO. 11型通風(fēng)機(jī)（55KWX2）進(jìn)行接力通風(fēng)。風(fēng)筒直徑為1. 2m, 敷設(shè)于洞頂

2、。3施工排水施工排水主要為洞內(nèi)地下滲水及施工棄水，因此在洞壁左側(cè)敷設(shè)4寸鋼管，掌子面 施工棄水通過(guò)污水泵排到主交通動(dòng)內(nèi)集水箱，再通過(guò)排水管排至洞外。4施工道路布置廠房側(cè)尾水施工支洞除渣道路利用主交通洞與洞外施工道路連接，作為出渣路線。支洞開(kāi)挖及支護(hù)施工方法支洞開(kāi)挖施工支洞開(kāi)挖采用YT-29型手風(fēng)鉆進(jìn)行鉆孔，毫秒微差爆破，周邊孔采用光面爆破, 具體爆破參數(shù)見(jiàn)表2、表3爆破設(shè)計(jì)所示，出渣采用3方側(cè)卸式裝載機(jī)裝渣，O.Gm,反鏟 扒底并輔助裝渣，15t自卸汽車(chē)運(yùn)輸。4.Blasting DesignThe blasting design should be proceeded according t

3、o the excavated rock grade and geological condition. When actual construction is started, drilling and blasting parameters will be incessantly adjusted as per rock condition, and in order to achieve the optimum effect for blasting.The YT-29 type pneumatic drill shall be adopted for adit cavern excav

4、ation, and hole diameter of drill is 42mm. The easer adopts wedge drift to form free face, caving blasting shall be proceeded in the middle, and smooth blasting for the perimeter holes, hole spacing shall be between 50cm60cm, drilling depth is 3.0m, cycle advance is 2.7m, the length of easer shall b

5、e extended 20cm. Perimeter holes shall adopt 25 explosive stick, and other blastholes shall adopt 32 explosive, the loading quantity of average every meter for perimeter holes shall be between 200350g/m. Plastic detonating tube parallel connected and series connected to form blasting network for bla

6、sting, short delay detonator realizes millisecond blasting. Short delay shall be detonated in sections according to the sequence showed in the blasting drawing.Blasting Design of Typical SectionTable 2S.NHole DescriptionHole QuantityHoleDiameterHole DepthHole SpacingExplosive DiameterExplosive Quant

7、ity of Single HoleTotal Loading QuantityTotal Drilling LengthNo.mmmcmmmkgkgm1Easer10421.4570320.878.714.5210423.3570322.0120.133.53Breaking Hole10423.0570321.52515.2530.54542370321.57.5155742370321.510.5216SmoothBlasting Hole2842350250.616.8847Bottom Hole742375321.812.621Total7791.45219.5Blasting Pa

8、rameter of Typical SectionTable 3Drilling DepthCycle AdvanceBlasting EfficiencySectional AreaBlasting QuantityLoading QuantityUnit Explosive ConsumptionSectional Patternmm%m2m3kgkg/m332.48022.353.5291.451.7Typical SectionCycle Operating Schedule of Tunnel Excavation and Support Table 4S.NDescription

9、QuantitiesWorking Hours (h)Cycle Time ( h )2468101214161Preparation1.02Drilling219.5m6.03Loading77 holes1.04Personnel and EquipmentExit0.55VentilationSafe Treatment1.06Mucking85m32.57Support and Others2.5合計(jì)12Note:drilling depth is 3m, advance is 2.4m, time of cycle advance is 12h;The monthly effecti

10、ve workday is 25, monthly advance is 120m.5.Resource CommitmentMachinary CommitmentMain Machinary for Tunnel Excavation and Support Construction Table 5S.NMachinary DescriptionSpecification and ModelUnitQuantityRemarks1Pneumatic drillYT-29set102Loader3m3side dumpset13Hydraulic Excavator0.6m3set14Dum

11、p truck15tset65Bolt Grouting MachineMZ-1set16Concrete SprayerTK-600set1S.NMachinary DescriptionSpecification and ModelUnitQuantityRemarks7Concrete Mixing Truck6m3set2Main Labour CommitmentMain Labour of Single Shift for Tunnel Excavation andSupport ConstructionTable 6Type of WorkDrillerBlasterHeavyd

12、uty DriverDriverSupport WorkerElectricianOthersTotalNumber of worker1042682840在開(kāi)挖過(guò)程中，如遇地質(zhì)條件較差，可能出現(xiàn)局部坍落區(qū)段時(shí)，或遇因斷層交錯(cuò)切 割有倒掛巖體時(shí)，爆破后即先素噴5cm厚混凝土并打適量隨機(jī)錨桿，然后進(jìn)行出渣和其它作業(yè)，滲水集中部位鉆設(shè)排水孔。2洞身支護(hù)施工根據(jù)圖紙所示，支護(hù)包錨桿支護(hù)、支立鋼筋骨架?chē)娝?、噴混凝土及噴纖維混凝土， 具體支護(hù)型式將會(huì)根據(jù)實(shí)際情況進(jìn)行確定。2. 1錨桿施工錨桿施工采用YT-29手風(fēng)鉆進(jìn)行鉆孔，MZT型注漿機(jī)注漿，人工將錨桿插入孔內(nèi)。錨桿孔成孔之后采用風(fēng)壓進(jìn)行吹孔，保證孔內(nèi)

13、無(wú)雜質(zhì)，注漿時(shí)，注漿管插至距孔底 510cm,隨砂漿的注入緩慢勻速拔出，至孔口有漿液流出為止。注砂漿時(shí)，孔內(nèi)砂漿 注滿(mǎn)后立即人工安插錨桿。3. 2. 2噴射混凝土施工采用TK600型混凝土濕噴機(jī)，分層施噴?；炷敛捎冒韬驼炯邪柚?，8m3混凝土 罐車(chē)運(yùn)輸車(chē)運(yùn)至現(xiàn)場(chǎng)，有掛網(wǎng)要求的，采用人工進(jìn)行掛網(wǎng)施工，鋼筋網(wǎng)隨受?chē)娒娴钠鸱?鋪設(shè)。噴嘴距巖面0.6m1.0m左右，盡量與巖面保持垂直。鋼筋加固或鋼桁梁加固應(yīng)按照所給出剖面線進(jìn)行安裝并盡可能貼近巖面。桁梁由錨 桿固定在巖石之上。桁梁接口采用螺栓固定或焊接在一起。3. 2. 3施工支護(hù)施工工藝錨桿施工工藝流程圖施工 準(zhǔn)備驗(yàn)收掛網(wǎng)噴錨支護(hù)施工程序圖混凝土續(xù)

14、噴至設(shè)計(jì)厚鋼筋網(wǎng)鋪設(shè)錨桿支護(hù)施工混凝土初噴受?chē)娒媲謇硇∈酀駠姺üに嚵鞒虉D比例泵速凝劑噴射面鋼桁梁施工工藝流程框圖欠挖 處理 清除 松動(dòng) 巖石施工準(zhǔn)備測(cè) 量 放 線架設(shè)鋼梁并固定鋼桁梁制作及運(yùn)輸檢 查 驗(yàn) 收根據(jù)開(kāi)挖巖石的級(jí)別和工程地質(zhì)情況進(jìn)行鉆爆設(shè)計(jì)。實(shí)際施工時(shí)，根據(jù)巖石的圍巖 條件不斷調(diào)整鉆爆參數(shù)，使爆破到達(dá)最正確的效果。施工支洞洞室開(kāi)挖施采用YT-29型手風(fēng)鉆鉆孔，孔徑42麗。掏槽孔采取楔形對(duì)掏, 形成臨空面，中間進(jìn)行崩落爆破，周邊孔采用光面爆破，孔距控制在50cm60cm, 鉆孔深3.0m,循環(huán)進(jìn)尺2. 7m,掏槽孔超鉆20cm。周邊孔采用中25藥卷，其它炮孔采用 0 32炸藥，周邊

15、孔控制線裝藥密度為200350g/m。爆破采用塑料導(dǎo)爆管并聯(lián)及串聯(lián)成爆破網(wǎng)絡(luò)，毫秒延發(fā)雷管實(shí)現(xiàn)微差爆破。毫秒延 發(fā)按爆破圖所示的順序分段起爆。典型斷面爆破設(shè)計(jì)表表2編號(hào)孔名孔數(shù)孔徑孔深孔距藥徑單孔藥 量總裝藥 量鉆孔總延 米個(gè)mmmcmmmkgkgm1掏槽 孔10421.4570320. 878.714.5210423. 3570322.0120. 133. 53朋洛 孔10423. 0570321.52515. 2530.54542370321.57.5155742370321.510. 5216光爆 孔2842350250.616.8847底孔742375321.812.621總計(jì)7791

16、.45219. 5典型斷面爆破參數(shù)表3鉆孔深度循環(huán)進(jìn)尺爆破效率斷面面積爆破方量裝藥量單位耗藥量斷面型式mm%m2m3kgkg/m332.48022.353.5291.451.7典型斷面洞挖及支護(hù)循環(huán)作業(yè)時(shí)間表表4說(shuō)明：鉆孔深為3m,進(jìn)尺2.4m,循環(huán)進(jìn)尺時(shí)間為12h；序號(hào)工程工程量工作時(shí)間 (h)循環(huán)時(shí)間 (/h時(shí)）2468101214161鉆孔準(zhǔn)備1.02鉆孔219.5m6.03裝藥77孔1.04人員設(shè)備退 出0.5IMI5爆破通風(fēng)平安處理1.06出渣85 m32.57支護(hù)及其他2.5合計(jì)12月有效工日按25天計(jì)算，月進(jìn)尺120m。5.資源投入施工機(jī)械設(shè)備投入洞挖與支護(hù)施工主要施工機(jī)械設(shè)備表

17、序號(hào)機(jī)械設(shè)備名稱(chēng)規(guī)格型號(hào)單位數(shù)量備注1手風(fēng)鉆YT-29A102裝載機(jī)3 m3側(cè)卸A13液壓反鏟0.6m3A14自卸汽車(chē)15t465錨桿注漿機(jī)MZ-1A16碎噴射機(jī)TK-600臺(tái)17碎攪拌運(yùn)輸車(chē)6m3A25. 2投入的主要?jiǎng)趧?dòng)力洞挖與支護(hù)施工單班主要?jiǎng)趧?dòng)力情況表表6工種鉆工炮工重機(jī)司機(jī)司機(jī)支護(hù)工電工其他合計(jì)人數(shù)1042682840The Excavation and Support Construction for TailraceTunnel Adit at Powerhouse.Construction ContentThe excavation and support constructi

18、on for tailrace tunnel adit at Powerhouse mainly include: rock tunnel excavation and support of construction adit. Main quantities see the following table:The Table of Main QuantitiesTable 1S.NDescriptionUnitQuantitiesRemarks1Rock tunnel excavationm33458.22Shotcretem3206.53Fibre shotcretem3168425 ro

19、ckboltm10505Welded steel fabricm224.Construction ArrangementWind ,Water and Power Supply for ConstructionThe wind, water and power supply for Tailrace Tunnel Adit at Powerhouse are entirely connected with the wind, water and power supply line in Main Access Tunnel.Ventilation for ConstructionA venti

20、lator ( 55kwx2) of SFDZI NO.11 type is arranged at the portal of Main Access Tunnel , and another ventilator ( 55kwx2) of SFDZ I NO.11 type is arranged at IP3 for relay ventilation. Diameter of air duct is 1.2m and is laid at the roof of tunnel.Drainage for ConstructionDrainage for construction is m

21、ainly underground water seepage and construction waste water inside the tunnel, so 4-cun steel tubes are laid on the left of tunnel wall, Construction waste water of heading face shall be discharged to water collecting tank in the Main Access Tunnel through sump pump and then discharged to outside b

22、y drainage tube.Layout for Construction RoadThe construction road of Tai I race Tunnel Adit at Powerhouse makes use of road of Main Access Tunnel connected with construction road outside the tunnel, as the mucking path.Construction Method of Adit Excavation and SupportAdit ExcavationPneumatic drill

23、of YT-29 type is adopted to drill holes and millisecond blasting is adopted for Adit excavation. Smooth blasting is used for perimeter holes and specific blasting parameters see the blasting design showed in table 2 and table 3. Three-cubic side dump loader is adopted for mucking and 0.6m3 excavator

24、 is used to dig up bottom and help to load residues and 15t dump truck is used for transportation. During excavation, if encountering poor geological condition, local landslide section may be appeared or rock mass hanging upside down by fault over lap and incision. Just after blasting, 5cm thick pla

25、in shotcrete first and right amount of feature rock bolts shall be fixed and then continue to mucking and other work. Drainage holes are drilled on the water seepage concentrated part.Support for Tunnel BodyAccording to construction drawing, the support includes rock bolt support, erecting steel fra

26、mework for shotcrete, shotcrete and fibre shotcrete, specific support type will be determined according to the actual situation.Rock Bolt ConstructionPneumatic drill of YT-29 type is used to drill the hole for rockbolt construction. Grouting machine of MZ-1 type is used for grouting and then insert

27、the rock bolts into the holes by labor.Wind pressure is used to blow the holes after holes for rock bolt is formed and there are no impurities inside the hole. Grouting tube is inserted into the bottom of holes at about a distance of 510cm when grouting. Grouting tube is extracted slowly and uniformly following up grouting until there is serous fluid flowing out. Just when mortar inside the hole is full, insert the rock bolt into the holes by labor.hotcrete ConstructionSpraying is carried out in layers by wet spraying machine of