耐久性評估、單個格賓石籠鋼筋數(shù)量參照表、基于穩(wěn)定性驗算的不同坡率及碼砌高度參照表、格賓石籠變形約束吊裝方法

附錄E（規(guī)范性）耐久性評估E.1規(guī)則E.1.1目的計算格賓石籠應對水沖刷及鹽腐蝕等環(huán)境作用，格賓石籠筋材合金鍍層的腐蝕量、摩擦磨損量，評估格賓石籠在公路工程中的使用年限。E.1.2適用范圍適用于熱鍍鋅或鋅鋁合金鍍層格賓石籠筋材的耐久性評價。E.1.3術(shù)語的定義耐久性要求標準值（δa）：為了防止賓格石籠筋材生銹所需的最低鍍層殘留量（標準值）。計算過程：使用“線材磨損試驗方法”，磨損掉低碳鋼絲表面一定量合金鍍層，并用“腐蝕加速試驗方法”腐蝕一定程度鍍層的線材之后，通過線材的生銹情況和拉伸試驗確認拉伸強度。線材不生銹，且在拉伸試驗中，線材強度未見下降的最小鍍層殘留量為耐久性要求標準值（δa）。對于熱鍍鋅-10%鋁合金鍍層附著量為300g/m2時，鍍層殘留量在10%左右約為30g/m2時，線材不會生銹，強度也不會下降，具有有效的防腐性能，故鍍層殘留量30g/m2為耐久性相關性能要求的標準值δa。E.2鍍層損失量計算E.2.1腐蝕作用的鍍層損失量按式（E.1）、（E.2）計算，考慮到腐蝕作用引起的鍍層損耗，進行了“腐蝕加速試驗方法”，通過加速腐蝕1000小時計算相當于使用年限30年的鍍層消耗量M30?！‥.1）其中：M30:30年的合金鍍層腐蝕量（g/m2），根據(jù)腐蝕加速試驗估計；m1000:腐蝕加速時間1,000小時內(nèi)的鍍層腐蝕量（g/m2）；…………………（E.2）A0:試驗前（腐蝕加速時間0小時）的鍍層附著量（g/m2）；A1000:腐蝕加速時間1,000小時后的鍍層附著量（g/m2）；β450:對實際環(huán)境（氯離子濃度450ppm）腐蝕進行程度的換算系數(shù)（β=6.9）。E.2.2鍍層磨損量計算通過“線材磨損試驗方法”試驗，計算合金鍍層鋼絲進行20000轉(zhuǎn)的摩擦磨損量，相當于30年使用壽命的鍍層消耗N30。這里，N30是相當于假定磨損作用的使用年限30年的鍍層消耗量。E.3耐久性評估按（E.3）計算鍍層殘余量，確認鍍層殘留量，即初始鍍層附著量A與30年使用壽命的鍍層消耗量之和（N30+M30）之間的差，該差等于或大于性能要求的標準值δa，即滿足式（E.3）要求?！‥.3）其中：A:初始鍍層附著量（g/m2）；N30:磨損測試鍍層消耗量（g/m2）；M30:通過加速腐蝕試驗得出的30年使用壽命的鍍層消耗量（g/m2）；δa:耐久性要求標準值（g/m2）。

附錄F（資料性）單個格賓石籠鋼筋數(shù)量參照表F.1單個L=100cm、B=100cm、H=50cm的格賓石籠鋼筋數(shù)量參照表F.1。表F.1單個格賓石籠鋼筋數(shù)量表Ⅰ類型石籠規(guī)格網(wǎng)孔尺寸鋼筋編號規(guī)格長度根數(shù)總長鋼筋重量鋼筋總重(cm)(cm)(mm)(cm)(根)(cm)(kg)(kg)Ⅰ-1100×100×5010×10N1Φ61003434007.5529.64N2Φ61003434007.55N3Φ6504422004.88N4Φ615146041.34N5Φ615146041.34N6Φ67643020.67N7Φ1030439125.63N8Φ1011011100.68Ⅰ-2N1Φ810034340013.4345.21N2Φ810034340013.43N3Φ8504422008.69N4Φ615146041.34N5Φ615146041.34N6Φ675.543020.67N7Φ1030439125.63N8Φ1011011100.68Ⅱ-15×5N1Φ610064640014.2147.40N2Φ610064640014.21N3Φ6508442009.32N4Φ615146041.34N5Φ615146041.34N6Φ67643020.67N7Φ1030439125.63N8Φ1011011100.68Ⅱ-2N1Φ810064640025.2876.81N2Φ810064640025.28N3Φ85084420016.59N4Φ615146041.34N5Φ615146041.34N6Φ67643020.67N7Φ1030439125.63N8Φ1011011100.68F.2單個L=100cm、B=100cm、H=100cm的格賓石籠鋼筋數(shù)量參照表F.2。表F.2單個格賓石籠鋼筋數(shù)量表Ⅱ類型石籠規(guī)格網(wǎng)孔尺寸鋼筋編號規(guī)格長度根數(shù)總長鋼筋重量鋼筋總重(cm)(cm)(mm)(cm)(根)(cm)(kg)(kg)Ⅲ-1100×100×10010×10N1Φ61004444009.7741.48N2Φ61004444009.77N3Φ61004444009.77N4Φ615146041.34N5Φ615146041.34N6Φ615146041.34N7Φ10404312127.48N8Φ1011011100.68Ⅲ-2N1Φ810044440017.3864.32N2Φ810044440017.38N3Φ810044440017.38N4Φ615146041.34N5Φ615146041.34N6Φ615146041.34N7Φ10404312127.48N8Φ1011011100.68Ⅳ-15×5N1Φ610084840018.6568.12N2Φ610084840018.65N3Φ610084840018.65N4Φ615146041.34N5Φ615146041.34N6Φ615146041.34N7Φ10404312127.48N8Φ1011011100.68Ⅳ-2N1Φ810084840033.18111.72N2Φ810084840033.18N3Φ810084840033.18N4Φ615146041.34N5Φ615146041.34N6Φ615146041.34N7Φ10404312127.48N8Φ1011011100.68F.3單個L=150cm、B=100cm、H=50cm的格賓石籠鋼筋數(shù)量參照表F.3。表F.3單個格賓石籠鋼筋數(shù)量表Ⅲ類型石籠規(guī)格網(wǎng)孔尺寸鋼筋編號規(guī)格長度根數(shù)總長鋼筋重量鋼筋總重(cm)(cm)(mm)(cm)(根)(cm)(kg)(kg)Ⅰ-1150×100×5010×10N1Φ615034510011.3237.41N2Φ61004444009.77N3Φ6505427005.99N4Φ622749082.01N5Φ615146041.34N6Φ67643020.67N7Φ1030439125.63N8Φ1011011100.68Ⅰ-2N1Φ815034510020.1558.52N2Φ810044440017.38N3Φ85054270010.67N4Φ622749082.01N5Φ615146041.34N6Φ675.543020.67N7Φ1030439125.63N8Φ1011011100.68Ⅱ-15×5N1Φ615064960021.3161.84N2Φ610084840018.65N3Φ650104520011.54N4Φ622749082.02N5Φ615146041.34N6Φ67643040.67N7Φ1030439125.63N8Φ1011011100.68Ⅱ-2N1Φ815064960037.92101.98N2Φ810084840033.18N3Φ850104520020.54N4Φ622749082.02N5Φ615146041.34N6Φ67643040.67N7Φ1030439125.63N8Φ1011011100.68F.4單個L=150cm、B=100cm、H=100cm的格賓石籠鋼筋數(shù)量參照表F.4。表F.4單個格賓石籠鋼筋數(shù)量表Ⅳ類型石籠規(guī)格網(wǎng)孔尺寸鋼筋編號規(guī)格長度根數(shù)總長鋼筋重量鋼筋總重(cm)(cm)(mm)(cm)(根)(cm)(kg)(kg)Ⅲ-1150×100×10010×10N1Φ615044660014.6551.48N2Φ610054540011.99N3Φ610054540011.99N4Φ622749082.02N5Φ615146041.34N6Φ615146041.34N7Φ10404312127.48N8Φ1011011100.68Ⅲ-2N1Φ815044660026.0781.58N2Φ810054540021.33N3Φ810054540021.33N4Φ622749082.02N5Φ615146041.34N6Φ615146041.34N7Φ10404312127.48N8Φ1011011100.68Ⅳ-15×5N1Φ6150841260027.9787.00N2Φ61001041040023.09N3Φ61001041040023.09N4Φ622749082.02N5Φ615146041.34N6Φ615146041.34N7Φ10404312127.48N8Φ1011011100.68Ⅳ-2N1Φ8150841260049.77144.78N2Φ81001041040041.08N3Φ81001041040041.08N4Φ622749082.02N5Φ615146041.34N6Φ615146041.34N7Φ10404312127.48N8Φ1011011100.68F.5單個L=200cm、B=100cm、H=50cm的格賓石籠鋼筋數(shù)量參照表F.5。表F.5單個格賓石籠鋼筋數(shù)量表Ⅴ類型石籠規(guī)格網(wǎng)孔尺寸鋼筋編號規(guī)格長度根數(shù)總長鋼筋重量鋼筋總重(cm)(cm)(mm)(cm)(根)(cm)(kg)(kg)Ⅰ-1200×100×5010×10N1Φ620034680015.1045.19N2Φ610054540011.99N3Φ6506432007.10N4Φ6302412082.68N5Φ615146041.34N6Φ67643040.67N7Φ1030439125.63N8Φ1011011100.68Ⅰ-2N1Φ820034680026.8671.83N2Φ810054540021.33N3Φ85064320012.64N4Φ6302412082.68N5Φ615146041.34N6Φ67643040.67N7Φ1030439125.63N8Φ1011011100.68Ⅱ-15×5N1Φ6200641280028.4276.27N2Φ61001041040023.09N3Φ650124620013.76N4Φ6302412082.68N5Φ615146041.34N6Φ67643040.67N7Φ1030439125.63N8Φ1011011100.68Ⅱ-2N1Φ8200641280050.56100.51N2Φ81001041040041.08N3Φ850124620024.49N4Φ6302412082.68N5Φ615146041.34N6Φ67643040.67N7Φ1030439125.63N8Φ1011011100.68F.6單個L=200cm、B=100cm、H=100cm的格賓石籠鋼筋數(shù)量參照表F.6。表F.6單個格賓石籠鋼筋數(shù)量表Ⅵ類型石籠規(guī)格網(wǎng)孔尺寸鋼筋編號規(guī)格長度根數(shù)總長鋼筋重量鋼筋總重(cm)(cm)(mm)(cm)(根)(cm)(kg)(kg)Ⅲ-1200×100×10010×10N1Φ620044880019.5461.47N2Φ610064640014.21N3Φ610064640014.21N4Φ6302412082.68N5Φ615146041.34N6Φ615146041.34N7Φ10404312127.48N8Φ1011011100.68Ⅲ-2N1Φ820044880034.7698.84N2Φ810064640025.28N3Φ810064640025.28N4Φ6302412082.68N5Φ615146041.34N6Φ615146041.34N7Φ10404312127.48N8Φ1011011100.68Ⅳ-15×5N1Φ6200841680037.30105.87N2Φ61001241240027.53N3Φ61001241240027.53N4Φ6302412082.68N5Φ615146041.34N6Φ615146041.34N7Φ10404312127.48N8Φ1011011100.68Ⅳ-2N1Φ8200841680066.36177.84N2Φ81001241240048.98N3Φ81001241240048.98N4Φ6302412082.68N5Φ615146041.34N6Φ615146041.34N7Φ10404312127.48N8Φ1011011100.68

附錄G（資料性）基于穩(wěn)定性驗算的不同坡率及碼砌高度參照表G.1基于圖G.1所示的計算參數(shù)取值的設定，可驗算格賓石籠防護的坡體的整體穩(wěn)定性，不同坡率及碼砌高度可參照表G.1。石籠單位體積重度γc=18（kN/m3）；填土高度Ho（m）；碼砌高度H（m）；填土坡度1：1.5；填土單位體積重量γ（kN/m3）；填土內(nèi)部摩擦角φ（度）；石籠與地基的摩擦系數(shù)μ=0.6；滑動安全系數(shù)Kc≥1.5；傾覆安全系數(shù)K0≥1.5。圖G.1穩(wěn)定性驗算簡圖表G.1基于穩(wěn)定性驗算的不同坡率及碼砌高度參照表（B=1.0m）土質(zhì)條件粘性土（γ=18、φ=25、μ=0.6）沙質(zhì)土（γ=19、φ=30、μ=0.6）礫質(zhì)土（γ=20、φ=35、μ=0.6）填土高度/坡率1:0.31:0.51:0.81:11:0.31:0.51:0.81:11:0.31:0.51:0.81:1Ho=0.0mH4.5m5.5m8.0m8.0m6.0m7.5m8.0m8.0m7.5m8.0m8.0m8.0mKc1.561.551.592.371.511.582.704.721.592.134.9211.41K02.482.983.987.152.092.756.7014.132.003.6612.1833.97Ho=1.0mH2.5m3.5m6.0m8.0m4.0m6.0m8.0m8.0m6.0m8.0m8.0m8.0mKc1.671.611.611.831.581.512.173.751.541.733.999.27K03.763.674.235.552.702.815.3311.242.142.979.8727.62Ho=2.0mH1.5m2.0m4.5m7.5m3.0m4.5m8.0m8.0m5.0m8.0m8.0m8.0mKc1.621.661.541.551.561.531.803.131.511.503.448.09K05.275.044.324.773.163.174.489.402.302.588.5424.09Ho=3.0mH1.0m3.0m5.5m2.5m3.5m8.0m8.0m4.0m7.0m8.0m8.0mKc1.531.501.561.511.561.562.711.621.503.107.29K07.314.745.013.453.573.888.142.782.687.6821.74Ho=4.0mH3.5m2.0m3.0m7.0m8.0m4.0m6.0m8.0m8.0mKc1.531.541.521.522.391.531.572.886.74K05.384.093.733.887.202.622.947.1420.09Ho=5.0mH1.5m2.5m6.0m8.0m3.5m5.5m8.0m8.0mKc1.601.511.512.141.651.602.716.39K05.284.083.966.443.053.096.7119.05G.2基于圖G.2所示的計算參數(shù)取值的設定，可驗算格賓石籠防護的坡體的整體穩(wěn)定性，不同坡率及碼砌高度可參照表G.2。石籠單位體積重度γc=18（kN/m3）；填土高度Ho（m）；碼砌高度H（m）；填土坡度1：1.5；填土單位體積重量γ（kN/m3）；填土內(nèi)部摩擦角φ（度）；石籠與地基的摩擦系數(shù)μ=0.6；滑動安全系數(shù)Kc≥1.5；傾覆安全系數(shù)K0≥1.5。圖G.2穩(wěn)定性驗算簡圖表G.2基于穩(wěn)定性驗算的不同坡率及碼砌高度參照表（B=1.2m）土質(zhì)條件粘性土（γ=18、φ=25、μ=0.6）沙質(zhì)土（γ=19、φ=30、μ=0.6）礫質(zhì)土（γ=20、φ=35、μ=0.6）填土高度/坡率1:0.31:0.51:0.81:11:0.31:0.51:0.81:11:0.31:0.51:0.81:1Ho=0.0mH3.5m4.5m6.5m8.0m4.5m6.0m8.0m8.0m6.0m8.0m8.0m8.0mKc1.611.521.571.831.611.582.123.721.591.703.909.08K02.592.883.905.412.302.755.0910.832.002.769.3226.22Ho=1.0mH2.0m2.5m4.5m7.0m3.0m4.5m8.0m8.0m4.5m7.0m8.0m8.0mKc1.541.611.591.591.561.501.672.941.551.543.167.37K03.473.864.234.792.762.864.038.592.222.597.5421.30Ho=2.0mH1.0m1.0m3.0m5.0m2.0m3.0m7.0m8.0m3.5m5.5m8.0m8.0mKc1.521.711.521.601.621.601.562.451.581.602.726.42K05.687.014.485.033.693.563.837.172.582.866.5118.57Ho=3.0mH3.0m1.5m2.5m5.5m8.0m3.0m5.0m8.0m8.0mKc1.581.641.521.582.111.621.552.445.79K05.474.563.674.056.192.892.865.8516.75Ho=4.0mH1.0m2.0m4.5m8.0m3.0m4.5m8.0m8.0mKc1.731.511.571.861.551.572.275.34K06.584.084.195.472.773.015.4415.47Ho=5.0mH1.0m1.5m3.5m8.0m3.0m4.5m8.0m8.0mKc1.511.531.611.651.521.512.135.06K05.764.864.564.882.712.895.1114.66G.3基于圖G.3所示的計算參數(shù)取值的設定，可驗算格賓石籠防護的坡體的整體穩(wěn)定性，不同坡率及碼砌高度可參照表G.3。石籠單位體積重度γc=18（kN/m3）；填土高度Ho（m）；碼砌高度H（m）；填土坡度1：1.5；填土單位體積重量γ（kN/m3）；填土內(nèi)部摩擦角φ（度）；石籠與地基的摩擦系數(shù)μ=0.6；滑動安全系數(shù)Kc≥1.5；傾覆安全系數(shù)K0≥1.5。圖G.3穩(wěn)定性驗算簡圖表G.3基于穩(wěn)定性驗算的不同坡率及碼砌高度參照表（B=1.5m）土質(zhì)條件粘性土（γ=18、φ=25、μ=0.6）沙質(zhì)土（γ=19、φ=30、μ=0.6）礫質(zhì)土（γ=20、φ=35、μ=0.6）填土高度/坡率1:0.31:0.51:0.81:11:0.31:0.51:0.81:11:0.31:0.51:0.81:1Ho=0.0mH4.5m5.5m8.0m8.0m6.0m7.5m8.0m8.0m7.5m8.0m8.0m8.0mKc1.561.551.592.371.511.582.704.721.592.134.9211.41K02.482.983.987.152.092.756.7014.132.003.6612.1833.97Ho=1.0mH2.5m3.5m6.0m8.0m4.0m6.0m8.0m8.0m6.0m8.0m8.0m8.0mKc1.671.611.611.831.581.512.173.751.541.733.999.27K03.763.674.235.552.702.815.3311.242.142.979.8727.62Ho=2.0mH1.5m2.0m4.5m7.5m3.0m4.5m8.0m8.0m5.0m8.0m8.0m8.0mKc1.621.661.541.551.561.531.803.131.511.503.448.09K05.275.044.324.773.163.174.489.402.302.588.5424.09Ho=3.0mH1.0m3.0m5.5m2.5m3.5m8.0m8.0m4.0m7.0m8.0m8.0mKc1.531.501.561.511.561.562.711.621.503.107.29K07.314.745.013.453.573.888.142.782.687.6821.74Ho=4.0mH3.5m2.0m3.0m7.0m8.0m4.0m6.0m8.0m8.0mKc1.531.541.521.522.391.531.572.886.74K05.384.093.733.887.202.622.947.1420.09Ho=5.0mH1.5m2.5m6.0m8.0m3.5m5.5m8.0m8.0mKc1.601.511.512.141.651.602.716.39K05.284.083.966.443.053.096.7119.05G.4基于圖G.4所示的計算參數(shù)取值的設定，可驗算格賓石籠防護的坡體的整體穩(wěn)定性，不同坡率及碼砌高度可參照表G.4。石籠單位體積重度γc=18（kN/m3）；填土高度Ho（m）；碼砌高度H（m）；填土坡度1：1.5；填土單位體積重量γ（kN/m3）；填土內(nèi)部摩擦角φ（度）；石籠與地基的摩擦系數(shù)μ=0.6；滑動安全系數(shù)Kc≥1.5；傾覆安全系數(shù)K0≥1.5。圖G.4穩(wěn)定性驗算簡圖表G.4基于穩(wěn)定性驗算的不同坡率及碼砌高度參照表（B=1.8m）土質(zhì)條件粘性土（γ=18、φ=25、μ=0.6）沙質(zhì)土（γ=19、φ=30、μ=0.6）礫質(zhì)土（γ=20、φ=35、μ=0.6）填土高度/坡率1:0.31:0.51:0.81:11:0.31:0.51:0.81:11:0.31:0.51:0.81:1Ho=0.0mH5.5m6.5m8.0m8.0m7.0m8.0m8.0m8.0m8.0m8.0m8.0m8.0mKc1.541.581.962.911.561.783.285.731.782.565.9413.74K02.413.045.058.992.183.228.4317.612.364.6415.2442.15Ho=1.0mH3.5m4.5m8.0m8.0m5.0m7.5m8.0m8.0m7.5m8.0m8.0m8.0mKc1.601.621.532.261.611.512.614.561.542.084.8211.18K03.263.583.947.022.672.786.7114.032.103.7712.3634.29Ho=2.0mH2.5m3.0m6.0m8.0m4.0m6.0m8.0m8.0m6.0m8.0m8.0m8.0mKc1.521.621.561.831.551.512.203.811.581.814.179.75K03.864.364.275.702.933.005.6511.762.413.2710.6929.93Ho=3.0mH1.5m2.0m4.5m8.0m3.0m4.5m8.0m8.0m5.5m8.0m8.0m8.0mKc1.521.561.521.531.621.601.913.301.521.633.758.80K05.685.264.484.773.693.564.9110.192.432.969.6227.02Ho=4.0mH2.5m6.0m2.5m4.0m8.0m8.0m5.0m8.0m8.0m8.0mKc1.561.531.621.541.702.931.531.523.498.13K05.675.004.193.604.389.042.572.748.9524.98Ho=5.0mH2.0m3.5m8.0m8.0m4.5m7.5m8.0m8.0mKc1.661.511.542.621.601.513.287.71K05.063.773.978.092.852.788.4223.68G.5基于圖G.5所示的計算參數(shù)取值的設定，可驗算格賓石籠防護的坡體的整體穩(wěn)定性，不同坡率及碼砌高度可參照表G.5。石籠單位體積重度γc=18（kN/m3）；填土高度Ho（m）；碼砌高度H（m）；填土坡度1：1.5；填土單位體積重量γ（kN/m3）；填土內(nèi)部摩擦角φ（度）；石籠與地基的摩擦系數(shù)μ=0.6；滑動安全系數(shù)Kc≥1.5；傾覆安全系數(shù)K0≥1.5。圖G.5穩(wěn)定性驗算簡圖表G.5基于穩(wěn)定性驗算的不同坡率及碼砌高度參照表（B=2.0m）土質(zhì)條件粘性土（γ=18、φ=25、μ=0.6）沙質(zhì)土（γ=19、φ=30、μ=0.6）礫質(zhì)土（γ=20、φ=35、μ=0.6）填土高度/坡率1:0.31:0.51:0.81:11:0.31:0.51:0.81:11:0.31:0.51:0.81:1Ho=0.0mH6.0m7.5m8.0m8.0m8.0m8.0m8.0m8.0m8.0m8.0m8.0m8.0mKc1.561.522.213.271.511.993.676.391.972.856.6215.30K02.482.885.8010.272.093.719.6320.042.735.3317.3847.85Ho=1.0mH4.0m5.5m8.0m8.0m6.0m8.0m8.0m8.0m8.0m8.0m8.0m8.0mKc1.621.541.722.551.551.602.925.091.622.325.3712.44K03.233.284.548.