一縱線白彭路至小灣立交段工程地質(zhì)勘察報告（詳細勘察）

重慶市軌道交通環(huán)線冉家壩車站巖土工程詳細勘察報告①地下水對對混凝土結(jié)構(gòu)有微腐蝕性，對混凝土結(jié)構(gòu)中的鋼筋有微腐蝕性。②在樁基過程中，地下水可能導(dǎo)致樁孔垮孔、縮徑，使得土層中成樁難度加大。因此建議施工時應(yīng)所好充分的抽排準備，并做好相應(yīng)護壁措施保障樁孔質(zhì)量，必要時可采用鋼護筒或混凝土護壁等措施，在緊鄰水田、魚塘等地表水體區(qū)域存在穩(wěn)定水位的樁孔內(nèi)可采用水下混凝土澆筑保證成樁質(zhì)量。=3\*GB3③管廊基坑施工時應(yīng)減輕對地基巖體的擾動，對基坑壁、基底滲水嚴重的呈線狀、股狀的滲水點可作注漿止水，清除因施工影響而松動的巖塊及浮渣后，及時對底板進行原槽澆筑、對邊墻與基坑壁之間采用混凝土搗實充填，確?；炷僚c巖體之間接觸良好，并做好地表防、排水措施，經(jīng)上述處理后，可不考慮水浮力；如果未對基坑進行處理或四周回填不密實以及基礎(chǔ)砼與巖石接觸不良時，則需考慮抗浮，宜以地面高程為托浮設(shè)計水位起算。5.8路基均勻性評價5.9地基及基礎(chǔ)根據(jù)設(shè)計方案，按設(shè)計方案平場后，場地覆蓋層厚度差異大，出露人工填土、粉質(zhì)粘土、強風(fēng)化、中風(fēng)化砂巖、砂質(zhì)泥巖。高架橋橋墩、抗滑樁采用樁基礎(chǔ)，以中風(fēng)化基巖作為基礎(chǔ)持力層；當基巖埋深較深時，建議橋臺采用樁基礎(chǔ)，以中風(fēng)化基巖作為基礎(chǔ)持力層，當基巖埋深較淺時，建議橋臺采用淺基礎(chǔ)，以中風(fēng)化基巖作為基礎(chǔ)持力層；路基段擋墻根據(jù)設(shè)計標高及基巖埋深情況以基巖、壓實填土或換填地基作為持力層。路基根據(jù)開挖揭露情況可直接以下伏基巖或壓實填土作為持力層。5.10路基干濕類型評價根據(jù)《市政工程地質(zhì)勘察規(guī)范》DBJ50-174-2014第4.3章節(jié)路基路基干濕類型應(yīng)根據(jù)不利季節(jié)路床頂面以下80cm深度內(nèi)路基土的濕度狀況確定?？辈靾龅貎?nèi)現(xiàn)狀路基和擬建路基下伏巖土主要為人工填土，為中~強透水層，且現(xiàn)狀路基和擬建路基標高均高于沿線溪溝的最高洪水位標高，場地內(nèi)路基干濕類型可按干燥或中濕狀態(tài)考慮。5.11成樁可行性及施工條件分析5.11.1成樁可能性根據(jù)對勘察資料的分析整理，該場地平場后地層由上而下依次為：第四系全新統(tǒng)人工填土、殘坡積層、基巖為侏羅系中統(tǒng)沙溪廟組(J2s)沉積巖層(砂巖、砂質(zhì)泥巖)。根據(jù)結(jié)合重慶地區(qū)施工經(jīng)驗，本地區(qū)一般采用機械成孔和人工挖孔，該兩類成樁工藝在該場地巖、土中施工成樁均可行。場地人工填土層主要呈松散狀，但其顆粒組成不均勻，在樁孔成孔過程中受擾動后易垮塌；場地粉質(zhì)粘土層厚度分布不均，在樁孔成孔過程中容易出現(xiàn)縮徑等影響成樁質(zhì)量；同時由于土層較厚區(qū)域存在不穩(wěn)定的地下水，會對成樁造成一定的困難。因此土層中成樁條件差，施工困難較大。場地基巖物理力學(xué)性質(zhì)穩(wěn)定，成樁條件好。場地人工填土中碎塊石的母巖為軟硬差異明顯的砂巖與砂質(zhì)泥巖，采用機械成孔時，土中砂巖塊石隨鉆頭轉(zhuǎn)動導(dǎo)致擾動區(qū)域增大進而影響孔壁穩(wěn)定，同時影響孔底沉渣厚度。施工時應(yīng)充分考慮以上情況，配以合理的輔助措施確保施工安全和成樁質(zhì)量。5.11.2施工條件及注意事項人工挖孔受地形條件及樁形限制較小，施工時應(yīng)對有毒有害氣體作好探查和預(yù)防工作，切實做好排風(fēng)、排水措施，防止井口墜物，防止漏電，作好井壁支護等安全措施，防止安全事故的發(fā)生。根據(jù)渝建發(fā)（2019）25號文，人工挖孔樁屬于限制使用的落后工藝，不建議使用。當樁孔采用機械成孔時，在地下水(或掘進冷卻液)潤濕和切割刀具擾動的共同作用下，易產(chǎn)生“糊鉆”粘結(jié)現(xiàn)象或堵塞渣口等情況，影響掘進效率，應(yīng)考慮適當?shù)木蜻M輔助措施。場地砂巖自然抗壓強度高，石英含量較高，對刀具的磨損較大，因此，在掘進設(shè)備選型時，應(yīng)對此有充分考慮。根據(jù)本場地的實際情況，建議設(shè)備的掘進參數(shù)中巖石抗壓強度宜確定為砂巖自然抗壓強度的最大值的2倍。場地內(nèi)大部分橋墩位處下伏填土厚度較大，塊石含量較大，在懸挖機推進過程中，接觸關(guān)系為點對面接觸，經(jīng)過懸挖機帶動填土內(nèi)塊石，易形成較大范圍內(nèi)的塌孔現(xiàn)象，施工過程中應(yīng)做好相應(yīng)的預(yù)案措施。通過縱斷面圖顯示，回填土厚度較大的墩位區(qū)域鄰近隱伏巖坎，建議施工時先施工陡坎外側(cè)嵌巖較淺的樁、避免形成高低樁,并結(jié)合實際情況合理調(diào)整樁基礎(chǔ)埋置深度。擬建場地地下水較發(fā)育，地下水水量及水位受降雨影響顯著，將對覆蓋層厚度較大的圍護樁成樁孔壁垮塌加劇，樁基施工受降水影響大。建議在旱季進行施工，在施工時應(yīng)配備必要的排水設(shè)備并做好相應(yīng)的預(yù)案。綜上，機械成孔對垮孔、縮徑、垂直度及孔底沉渣厚度等控制難度較大，施工質(zhì)量難以直觀判別；優(yōu)點為安全、高效。施工時應(yīng)充分考慮以上情況，配以合理的輔助措施確保安全和成樁質(zhì)量。采用人工挖孔時應(yīng)嚴格按照《渝建發(fā)》(2012)117號文《關(guān)于進一步加強樁基礎(chǔ)施工安全管理的通知》進行施工，施工前應(yīng)根據(jù)《關(guān)于進一步加強人工灌注樁管理的通知》(2012)162號文的規(guī)定，上報有關(guān)部門，組織相關(guān)人員、專家進行人工挖孔樁可行性的專項論證。根據(jù)渝建發(fā)（2019）25號文，人工挖孔樁屬于限制使用的落后工藝，不建議使用。5.12對環(huán)境的影響評價擬建工程施工對環(huán)境的影響主要體現(xiàn)在對道路的影響以及對自然環(huán)境的影響兩個方面，現(xiàn)分述如下:對道路的影響評價擬建場地內(nèi)存在多條市政及鄉(xiāng)村道路，立交施工開挖將封閉該段道路，施工前應(yīng)施工時加強邊坡的支護工作，并做好地面的監(jiān)測工作擬建場地主線里程K0+240~K0+260段內(nèi)存在一條市政道路，擬建擬建道路將采用上跨橋形式跨越該市政道路，基本上不會進行挖填方，按設(shè)計方案施工對已有市政道路工程影響較小。擬建場地主線里程K0+940~K1+060段為長石街，施工時將截斷該道路，施工前應(yīng)施工時加強邊坡的支護工作，并做好地面的監(jiān)測工作施工開挖對自然環(huán)境的影響評價擬建工程鄰近居民小區(qū)、高速路、市政道路、溪流，施工時應(yīng)嚴格按照國家及重慶市有關(guān)環(huán)保及衛(wèi)生方面的規(guī)定，禁止廢碴、廢水等隨意排放污染鄰近水庫，控制施工噪音等，通過合理的施工組織安排，盡量減少對周圍環(huán)境及居民小區(qū)的干擾，并應(yīng)注意交通安全。6地質(zhì)條件可能造成的工程風(fēng)險分析根據(jù)《住房城鄉(xiāng)建設(shè)部辦公廳關(guān)于進一步加強危險性較大的分部分項工程安全管理的通知》建辦質(zhì)【2017】39號文“勘察單位應(yīng)當針對工程實際，在勘察文件中說明地質(zhì)條件可能造成的工程風(fēng)險”的要求，本工程地質(zhì)條件可能造成的工程風(fēng)險主要有：（1）場地部分區(qū)域地下水較發(fā)育，地下水水量主要受大氣降水控制。在豐水期或雨季施工時，將對橋墩成樁孔壁垮塌加劇，在施工時應(yīng)配備必要的抽排水設(shè)備，必要時可采取鋼護筒或混凝土護壁，確保樁壁的完整及樁身質(zhì)量，避免產(chǎn)生缺陷樁。（2）在填方較大區(qū)域，旋挖成孔過程中，由各方面因素可能導(dǎo)致巖土界面層次不清，施工過程中宜分樁跳樁成孔。（3）在成樁過程中（包括邊坡上的樁孔），由于地層結(jié)構(gòu)、地下水、支護強度等因素誘發(fā)井壁垮塌、井內(nèi)突水與涌沙、井口上方物體墜落事故。（4）由于巖體自身的不均勻性、開挖工法、雨水浸泡、試驗誤差等因素導(dǎo)致地基強度不滿足設(shè)計要求。（5）邊坡垮塌，屬危險性較大的分部分項工程，為防止邊坡垮塌，建議邊坡施工過程中加強監(jiān)測，當邊坡變形過大，變形速率過快，立即采取應(yīng)急措施，確保安全。邊坡施工應(yīng)加強觀測，及時發(fā)現(xiàn)異常情況，盡快向勘察和設(shè)計等單位反饋信息，調(diào)整支護措施和施工方案。按渝建發(fā)[2014]16號文的要求對該危險性較大的分部分項工程安全專項施工方案進行管理。根據(jù)渝建發(fā)[2010]166號文，該項目存在超限邊坡，建議組織專家對支護方案進行安全專項論證。7結(jié)論與建議7.1結(jié)論⑴勘察區(qū)內(nèi)巖土工程條件較復(fù)雜，場地位于北碚向斜東翼，沿線原始地貌為構(gòu)造剝蝕淺丘地貌。線路除主線里程K0+240～K0+540段、K0+640～K0+740段、K0+920～K1+160段、K1+300.000～K1+400.000段、K1+940.000～K1+980.000段、K2+280.000～K2+300.000段受人工改造后多為施工區(qū)、棄渣區(qū)、居民地或市政設(shè)施道路、以外，其余里程段為原始地貌，受人類活動影響較小。擬建范圍內(nèi)未發(fā)現(xiàn)危巖崩塌、泥石流、地面塌陷等不良地質(zhì)現(xiàn)象，巖土層種類較多，擬建范圍內(nèi)區(qū)域構(gòu)造作用輕微，地質(zhì)構(gòu)造簡單，未發(fā)現(xiàn)斷裂構(gòu)造，巖層呈單斜產(chǎn)出，基巖完整性較好，地層層序正常。場地內(nèi)現(xiàn)有溪溝兩岸岸坡穩(wěn)定，無岸坡穩(wěn)定性問題，擬建范圍適宜擬建工程的建設(shè)。⑵擬建工程場地覆蓋層厚度差異大，基巖為侏羅系中統(tǒng)沉積巖，場地內(nèi)以砂巖、砂質(zhì)泥巖、粉砂巖為主，中等風(fēng)化基巖巖體一般較完整。⑶擬建工程場地設(shè)計地震分組為第一組，抗震設(shè)防烈度為6度，場地地震動峰值加速度0.05g。⑷擬建場地地下水及地表水按II類環(huán)境，在A類條件下，對混凝土結(jié)構(gòu)有微腐蝕性，在干濕交替環(huán)境對鋼筋混凝土結(jié)構(gòu)中鋼筋有微腐蝕；按II類環(huán)境，在A類條件下，場地內(nèi)土對混凝土結(jié)構(gòu)有微腐蝕；按地層滲透性，對混凝土結(jié)構(gòu)有微腐蝕；對鋼筋混凝土結(jié)構(gòu)中鋼筋有微腐蝕；對鋼結(jié)構(gòu)有微腐蝕。7.2建議(1)擬建道路、擋墻、預(yù)留下穿通道、管廊、箱涵等按設(shè)計施工后位于基巖區(qū)部分可在達到設(shè)計標高后，直接以基巖作為基礎(chǔ)持力層；位于粉質(zhì)粘土區(qū)的應(yīng)對粉質(zhì)粘土進行換填夯實后方可作為基礎(chǔ)持力層使用；位于軟土分布區(qū)的應(yīng)先對軟土采取清除或拋石擠淤的方式進行處理后方可以壓實填土作為基礎(chǔ)持力層；位于填土區(qū)的應(yīng)先對填土采取換填夯實或壓實處理后方可作為基礎(chǔ)持力層；換填夯實、壓實填土部分應(yīng)分層碾壓達到設(shè)計和規(guī)范要求。擬建高架橋的橋臺及橋墩、擬建樁板擋墻應(yīng)采用中等風(fēng)化基巖為基礎(chǔ)持力層(2)(3)(4)沿線岸坡穩(wěn)定，在洪水位期間工況下，岸坡整體處于穩(wěn)定狀態(tài)，建議對道路穿越的溪溝進行渠化改造。管廊基坑施工時應(yīng)減輕對地基巖體的擾動，對基坑壁、基底滲水嚴重的呈線狀、股狀的滲水點可作注漿止水，清除因施工影響而松動的巖塊及浮渣后，及時對底板進行原槽澆筑、對邊墻與基坑壁之間采用混凝土搗實充填，確?；炷僚c巖體之間接觸良好，并做好地表防、排水措施，經(jīng)上述處理后，可不考慮水浮力；如果未對基坑進行處理或四周回填不密實以及基礎(chǔ)砼與巖石接觸不良時，則需考慮抗浮，宜以地面高程為托浮設(shè)計水位起算。管廊穿越現(xiàn)有溪溝時，應(yīng)做好溪溝引流改道工作，防止地表水進入開挖基坑。管廊的開挖過程中應(yīng)做好截排水措施防止地表水進入基坑，并做好準備好抽排設(shè)備，施工中如遇局部基巖滲水，應(yīng)及時抽排，避免雨季施工。擬建道路現(xiàn)有溪溝位置，其兩側(cè)沿線地下水較發(fā)育，地下水水量及水位受河水漲落的影響顯著，在樁基過程中，地下水可能導(dǎo)致樁孔垮孔、縮徑，使得土層中成樁難度加大；建議施工時應(yīng)所好充分的抽排準備，并做好相應(yīng)護壁措施保障樁孔質(zhì)量，必要時可采用鋼護筒或混凝土護壁等措施，局部存在地下水的樁位可采用水下混凝土澆筑保證成樁質(zhì)量。施工區(qū)位于現(xiàn)有市政道路范圍內(nèi)的，建議施工前應(yīng)組織好道路交通并對施工區(qū)進行有效隔離，并應(yīng)注意出渣車輛及人員交通安全。附表4.1-1砂質(zhì)泥巖室內(nèi)試驗成果統(tǒng)計表巖石名稱巖樣編號物理指標力學(xué)性指標顆粒

密度

(g/cm3)塊體密度(g/cm3)含水率

Wa1

（%）吸水率

Wa2

（%）孔隙率

no

（%）抗壓強度sc（MPa）軟化

系數(shù)抗拉強度（MPa）抗剪強度指標變形指標烘干

γs自然

γe飽和

γα內(nèi)摩察角內(nèi)聚力(MPa)變形模量(MPa)彈性模量(MPa)泊松比飽和天然σoσrσt（°）CEoEeμ砂質(zhì)泥巖CK34.337.680.584.177.454.467.21CK74.06.50.633.96.44.16.1CK104.807.50.585.08.34.668.9CK162.782.502.572.602.683.6210.073.206.010.552.782.502.572.602.783.6610.073.295.872.792.492.572.602.943.8010.753.115.61CK283.586.640.563.506.453.756.25CK254.879.10.554.708.85.018.5CK304.427.930.580.2936.131.68102314570.404.577.660.3199914060.394.307.360.3099213810.39CK313.946.910.573.816.693.686.50CK36-24.838.540.590.3335.751.74109615610.404.738.280.31107415110.395.067.950.32106214790.38CK374.708.30.584.458.14.877.7CK38-14.847.50.624.677.85.008.0CK392.782.482.552.582.893.8910.794.917.80.622.762.492.562.592.643.539.785.138.22.782.482.552.592.723.7910.794.818.0CK40-24.587.900.584.477.674.277.43CK425.238.960.605.048.785.398.39CK434.797.780.594.638.164.898.36CK482.705.170.542.774.842.635.02CK504.87.50.654.67.44.97.1CK553.566.090.563.446.383.656.55CK601.933.700.512.023.861.893.96CK633.266.110.553.355.703.176.01CK663.65.50.653.55.33.35.1CK744.887.70.615.649.55.068.1CK761.713.260.501.643.421.753.52CK794.898.140.590.3336.131.74110415720.405.098.680.32108215220.394.788.230.32107014900.38CK842.194.340.522.254.102.134.25CK925.809.590.605.639.375.468.99CK1044.899.10.564.708.815.148.38CK1073.887.000.573.736.814.006.58CK1092.113.880.522.034.072.164.18CK1164.77.50.654.97.04.67.3CK1221.813.760.501.763.651.883.54CK1833.967.210.573.847.034.146.72CK1972.782.472.552.582.903.9111.152.044.090.512.782.482.562.593.193.9610.791.954.012.792.462.552.583.514.3411.832.103.87CK2002.384.620.530.1834.991.092.454.360.172.314.520.19CK664.668.860.554.578.614.908.24TXK14.566.190.714.096.724.856.18TXK42.704.450.562.284.893.125.07TXK64.106.530.594.057.504.206.75TXK84.956.360.804.245.724.665.32TXK113.636.460.563.687.214.136.63TXK132.792.512.572.612.663.6710.044.206.080.672.782.492.562.602.633.7310.434.306.462.792.512.582.612.683.6210.044.306.60TXK143.145.890.553.025.733.235.48TXK163.615.590.740.1836.131.047228960.404.205.040.177218960.394.105.370.177148920.40TXK216.1710.40.616.3310.25.989.74TXK243.815.970.633.425.383.976.55TXK275.549.500.605.379.235.778.88TXK303.966.740.623.726.464.166.00TXK323.996.290.583.656.203.156.20TXK361.613.210.490.1334.610.631.663.410.121.563.260.11TXK434.396.810.630.2835.371.4888911020.404.246.580.3088711030.394.136.740.2987510920.40TXK454.135.700.703.735.194.206.30TXK474.127.390.584.017.134.296.93TXK544.226.710.634.116.244.016.65TXK594.476.930.684.526.114.436.59TXK603.947.560.574.657.804.247.24TXK614.306.630.763.815.064.795.31TXK642.792.492.562.602.903.7910.753.955.750.672.792.502.582.603.023.6810.394.206.512.782.492.562.592.893.7210.434.105.94TXK654.968.680.595.118.154.818.42TXK674.436.220.614.096.693.486.89TXK724.806.740.734.766.644.886.48TXK753.957.130.573.786.924.066.67TXK775.218.380.605.048.735.378.96TXK783.175.630.553.286.003.085.74TXK804.406.020.664.256.794.056.39TXK813.296.000.553.205.803.085.63TXK1104.116.160.644.026.074.176.88TXK1206.049.640.600.3836.51.94129518320.395.8510.030.39128418060.396.2310.300.37127317730.38TXK1234.376.280.610.2935.371.5490311200.404.026.520.2990111200.394.117.600.2888911090.40TXK1265.368.920.605.188.655.038.38TXK1284.046.190.700.2835.751.4385010540.404.836.680.2784810540.394.466.240.2684010480.40TXK1334.146.200.704.896.954.486.26TXK1474.367.350.584.517.784.257.50TXK1516.089.740.616.3010.365.929.90TXK1524.476.620.654.286.334.096.95TXK1564.126.040.704.916.824.356.24TXK1593.065.320.552.945.563.125.71TXK1634.206.500.634.106.854.106.24TXK2024.558.740.544.347.394.138.07TXK2285.959.450.605.749.846.1010.14TXK2362.772.492.562.592.773.6310.1110.8416.790.632.762.472.542.582.833.7210.5111.2617.882.762.482.552.582.783.6310.1410.6017.24TXK2414.225.210.754.126.324.205.21TXK2574.267.090.584.137.364.397.60TXK2593.846.570.573.966.973.736.71樣本數(shù)(N)1818181818181824924983301010242424平均值(fm)2.782.492.562.592.863.7610.494.196.920.60.2635.671.4397513030.39標準差(σ)0.010.010.010.010.220.180.501.251.940.060.080.590.401682960.01變異系數(shù)(δ)0.0040.0050.0040.0040.0770.0490.0470.2980.2800.1050.2960.0160.2790.1720.2270.018標準值(fk)4.16.70.60.2435.331.20最大值smax2.792.512.582.613.514.3411.8311.317.90.80.3936.501.94129518320.40最小值smix2.762.462.542.582.633.539.781.563.210.50.1134.610.637148920.38附表4.1-2砂巖室內(nèi)試驗成果統(tǒng)計表巖石名稱巖樣編號物理指標力學(xué)性指標顆粒

密度

(g/cm3)塊體密度(g/cm3)含水率

Wa1

（%）吸水率

Wa2

（%）孔隙率

no

（%）抗壓強度sc（MPa）軟化

系數(shù)抗拉強度（MPa）抗剪強度指標變形指標烘干

γs自然

γe飽和

γα內(nèi)摩擦角內(nèi)聚力(MPa)變形模量(MPa)彈性模量(MPa)泊松比飽和天然σoσrσt（°）CEoEeμ砂巖CK2722.631.90.7122.030.921.129.8CK292.712.402.482.513.224.2211.4436.246.40.802.702.412.482.513.164.0110.7434.945.52.712.412.492.523.084.1011.0737.143.5CK36-139.350.10.8140.548.638.247.2CK38-226.135.80.751.2642.616.44482357350.1326.933.41.30465055730.1325.435.21.26471056250.13CK40-119.829.80.6919.328.920.628.0CK4426.935.20.7528.137.426.335.7CK11930.940.90.7529.940.028.938.4CK12218.627.80.6817.727.319.026.2CK13118.626.10.6817.927.319.128.1CK13721.429.50.7122.231.320.930.0CK1392.712.412.492.523.044.0810.9824.533.90.742.712.422.502.532.983.9510.6925.232.02.722.412.492.523.134.1811.2923.833.3CK14134.647.10.7633.546.035.744.4CK14422.029.70.7121.230.922.531.8CK14719.627.90.6920.329.519.228.5CK15235.648.40.761.6347.477.10667476430.1236.645.01.66643674350.1234.647.31.67651875140.12CK15531.539.20.8030.638.229.336.9CK16227.538.10.7526.736.728.635.7CK16628.839.30.7527.938.529.737.1CK17123.831.30.7323.032.824.633.7CK17521.529.70.7122.531.721.130.4CK17841.053.20.7942.249.939.852.6CK18215.824.30.6515.423.514.722.7CK18730.141.30.7529.340.431.239.0CK1902.712.402.482.513.234.2611.4431.840.80.752.712.412.492.523.124.0911.0730.942.52.702.402.472.513.174.1211.1133.043.6CK19126.834.90.7527.837.026.135.5CK19220.630.30.7021.228.420.029.5CK19311.718.80.6211.318.210.917.6CK19434.645.80.781.4246.407.16631672330.1233.644.91.44609170360.1236.042.91.45617371160.12CK20226.636.20.7525.635.627.334.0CK20831.240.80.7330.042.631.843.8CK20837.544.60.8239.147.736.745.6CK21021.431.00.7122.029.120.830.5CK21033.140.30.8232.239.431.037.8CK21425.236.20.7224.335.226.133.6CK2187.813.70.597.613.38.112.9CK22233.142.20.7532.044.134.245.4TXK1239.852.138.650.741.549.0TXK5136.948.935.348.337.945.9TXK6218.726.418.127.719.228.3TXK10521.634.81.1745.295.58454354010.1320.632.811323.531.41.19443652970.13TXK12435.247.736.244.534.246.7TXK14526.936.524.839.628.441.5TXK1472.722.412.492.533.254.1711.4027.838.02.712.412.492.523.164.0311.0728.635.92.722.402.482.523.304.2311.7627.037.1TXK14813.722.113.321.514.120.6TXK14924.832.023.733.425.334.4TXK15136.348.637.345.335.347.4TXK15427.237.81.1646.676.08505760120.1326.436.511328.335.01.20493958980.13TXK16030.439.431.441.929.640.1TXK16538.449.737.248.335.746.6TXK17135.848.635.247.237.645.1TXK18647.861.045.860.049.157.5TXK19035.444.51.631.097.16655575070.1233.946.51.66632173020.1236.047.61.66640173800.12TXK19131.541.033.043.630.942.0TXK19715.925.216.423.615.524.5TXK20230.341.929.641.031.639.0TXK22441.353.639.652.542.650.5TXK22937.847.639.550.737.048.4TXK23042.254.843.451.641.053.8TXK23129.940.828.639.730.638.0TXK23341.350.039.852.442.553.9TXK23733.746.134.743.032.745.0TXK24027.639.126.137.824.435.6TXK24139.051.337.550.340.248.1TXK24227.935.927.037.328.838.4TXK24417.4722.517.7123.317.2622.8TXK24831.342.832.240.130.441.9TXK25037.949.036.947.635.346.2TXK2542.722.402.482.523.304.2111.7626.837.12.722.412.492.533.244.1411.4026.235.92.712.402.482.523.384.1711.4428.034.7TXK25634.546.833.045.535.444.0TXK2592.722.402.482.523.354.2511.7616.225.52.722.412.492.533.254.1511.4016.724.02.722.402.482.523.304.2511.7615.725.2TXK26030.039.829.238.627.837.4TXK26425.2829.760.8945.575.04394849620.1425.1229.520.90384948300.1425.5029.130.87380247740.14TXK2748.9015.28.5614.99.1714.3TXK27424.734.41.2346.406.01511960860.1323.037.111326.738.91.20499559650.13TXK28141.852.01.7947.207.88762390070.1144.055.61.80754989870.1141.153.21.78744188770.11TXK28541.654.242.850.640.453.0TXK29029.840.728.740.030.738.2TXK29320.329.328.532.221.633.8TXK29633.147.834.651.232.548.9樣本數(shù)(N)18181818181818237237362799272727平均值(fm)2.712.412.482.523.204.1511.328.738.40.71.3640.976.49552465260.13標準差(σ)0.010.010.010.010.110.090.348.469.670.050.2815.020.90115312610.01變異系數(shù)(δ)0.0020.0030.0030.0030.0340.0210.0300.2950.2520.0700.2070.3670.1390.2090.1930.067標準值(fk)27.837.30.71.2731.575.93最大值smax2.72.42.52.53.44.311.849.161.00.81.8047.477.88762390070.14最小值smix2.72.42.52.53.04.010.77.5612.890.60.871.095.04380247740.11孔號深度錘擊數(shù)深度錘擊數(shù)深度錘擊數(shù)深度錘擊數(shù)深度錘擊數(shù)CK282.163.194.1102.2153.282.353.392.483.452.573.5112.663.692.763.762.8133.842.943.993.0104.06樣本數(shù)（N）21注：加“*”的數(shù)據(jù)不參與統(tǒng)計；本孔為N63.5型動探平均值（fm）7.9標準差（σ）2.88變異系數(shù)(δ)0.36標準值(fk)6.8最大值15最小值4孔號深度錘擊數(shù)深度錘擊數(shù)深度錘擊數(shù)深度錘擊數(shù)深度錘擊數(shù)CK291.822.8123.864.8111.932.983.954.9122835445102.1113.194.195.142.263.254.2135.2122.3123.394.325.372.4113.454.4102.5113.584.582.693.6154.652.7113.7124.79樣本數(shù)（N）36注：加“*”的數(shù)據(jù)不參與統(tǒng)計；本孔為N63.5型動探平均值（fm）8.3標準差（σ）3.35變異系數(shù)(δ)0.4標準值(fk)7.3最大值15最小值2孔號深度錘擊數(shù)深度錘擊數(shù)深度錘擊數(shù)深度錘擊數(shù)深度錘擊數(shù)CK302.393.684.986.267.592.483.79586.387.642.543.855.156.497.742.673.9105.266.567.862.77455.356.697.942.864.145.4116.758132.984.295.566.8128.13354.365.666.953.174.465.77793.294.5105.877.183.394.645.947.263.444.74657.3153.564.866.1167.44樣本數(shù)（N）57注：加“*”的數(shù)據(jù)不參與統(tǒng)計；本孔為N63.5型動探平均值（fm）7.1標準差（σ）2.76變異系數(shù)(δ)0.39標準值(fk)6.4最大值16最小值3孔號深度錘擊數(shù)深度錘擊數(shù)深度錘擊數(shù)深度錘擊數(shù)深度錘擊數(shù)CK313.834.875.853.934.955.91045564.135.154.245.294.345.374.445.4114.555.5124.695.6104.7105.77樣本數(shù)（N）22注：加“*”的數(shù)據(jù)不參與統(tǒng)計；本孔為N63.5型動探平均值（fm）6.5標準差（σ）2.82變異系數(shù)(δ)0.43標準值(fk)5.5最大值12最小值3孔號深度錘擊數(shù)深度錘擊數(shù)深度錘擊數(shù)深度錘擊數(shù)深度錘擊數(shù)CK36344658673.144.145.156.163.264.245.266.2163.394.395.366.363.454.445.466.463.5114.5105.596.553.644.695.6123.774.795.773.8134.855.863.994.91