湖北城市高架橋標(biāo)高m～m墩身施工方案定型鋼模板

1概述工程概況xx三干道立交位于xx公鐵兩用長(zhǎng)江大橋南岸，立交主線（ZHUX）為規(guī)劃三環(huán)路，即xx大橋南岸公路引線。在本標(biāo)段施工范圍內(nèi)，主線起點(diǎn)樁號(hào)為ZHUXK15+042.5，止點(diǎn)樁號(hào)為ZHUXK16+557.5（與正橋里程系統(tǒng)一致），接xx路立交主線，全長(zhǎng)1515米。本立交由主線高架橋，被交路xx三干道，11條匝道橋梁（路堤），南北兩側(cè)的鋪道及一座人行天橋共同組成。立交橋工程內(nèi)容按xx三干道立交道路工程總體布置，立交橋梁工程包括：主線橋（即長(zhǎng)江四橋公路引橋南岸主線高架橋）及WB、WC、WD、WE、WF、WG、WI、WJ、WK、WL共十條匝道橋以及立交人行輔道跨匝道的一座跨線橋。主線橋橋墩（單幅橋）根據(jù)橋面寬度不同（單幅橋）分別采用雙柱墩或三柱墩，墩柱共219個(gè)，截面尺寸分別為1100×1100mm和1400×1400mm，圓弧導(dǎo)角均為R=25mm的方柱墩，墩柱高度4.466m∽10.743m。匝道橋橋墩（單幅橋）根據(jù)橋面寬度不同分別采用圓形截面獨(dú)柱或雙柱橋墩共158個(gè)墩柱，其中Φ1000mm的92個(gè)，Φ1200mm的60個(gè),Φ1600mm的6個(gè)。墩身高度為1.7m～8.2m。立交橋墩（柱）身參數(shù)主線橋墩墩柱參數(shù)表表表1歸屬聯(lián)左右線里程樁號(hào)墩號(hào)根數(shù)設(shè)計(jì)承臺(tái)頂標(biāo)高高(m))設(shè)計(jì)墩柱頂標(biāo)高高(m)墩身尺寸(m))設(shè)計(jì)墩身C300砼方量(m3)墩帽高度（m))設(shè)計(jì)墩帽C300砼方量(m3)設(shè)計(jì)墩柱C300砼方量(m3)墩身高度左幅右幅左幅右幅第五聯(lián)K15+0722.5S072427.833.70933.78933.78933.7091.1×1.1128.790028.795.9095.9895.9895.909K15+1022.5S07342933.04333.12333.12333.0431.1×1.1119.760019.764.0434.1234.1234.043K15+1322.5S074429.132.46532.55532.55532.4651.1×1.1116.50016.53.3653.4553.4553.365K15+1622.5S075428.531.97832.05832.05831.9781.1×1.1117.030017.033.4783.5583.5583.478K15+1922.5S076427.531.5831.6631.6631.581.1×1.1119.940019.944.084.164.164.08K15+2222.5S077426.531.27231.35231.35231.2721.1×1.1123.290023.294.7724.8524.8524.772K15+2522.5S07842531.06631.14631.14631.0661.1×1.1121.811.612.534.316.0666.1466.1466.066第六聯(lián)左K15+2822.5S079224.530.8330.9431.1×1.1115.460015.466.336.443右K15+2822.5S079224.530.95330.8731.1×1.1115.520015.526.4536.373左K15+3077.5S08022430.65330.8031.1×1.1116.280016.286.6536.803右K15+3077.5S08022430.81330.7231.1×1.1116.380016.386.8136.723左K15+3322.5S08122330.47530.6431.1×1.1118.290018.297.4757.643右K15+3322.5S08122330.65330.5731.1×1.1118.420018.427.6537.573左K15+3577.5S082322.329.32129.41829.5161.1×1.1120.031.612.6732.77.0217.1187.216右K15+3577.5S082222.329.51529.4351.1×1.1113.491.612.6726.167.2157.135第七聯(lián)左K15+3877.5S083321.329.08829.18529.3031.1×1.1128.650028.657.7887.8858.003右K15+3877.5S083221.329.31829.2231.1×1.1119.290019.298.0187.923左K15+4322.5S08432128.81828.91529.0131.1×1.1128.730028.737.8187.9158.013右K15+4322.5S08422129.03328.9531.1×1.1119.340019.348.0337.953左K15+4622.5S08531928.69128.78828.8861.1×1.1129.721.612.6742.399.6919.7889.886右K15+4622.5S08521928.88528.8051.1×1.1119.951.612.6732.629.8859.805第八聯(lián)左K15+4877.5S08631929.53829.63529.7431.1×1.1138.620038.6210.53810.6410.74右K15+4877.5S08621929.73329.6431.1×1.1125.860025.8610.7310.64左K15+5122.5S08731929.38229.48229.5831.1×1.1138.050038.0510.38210.4810.58右K15+5122.5S08721929.57329.4931.1×1.1125.490025.4910.5710.49K15+5377.5S08841929.35629.43629.43629.3561.1×1.1142.571.612.555.0710.35610.4410.4410.36第九聯(lián)K15+5622.5S08941929.19329.28329.28329.1931.1×1.1149.550049.5510.19310.2810.2810.19K15+5877.5S09041929.05629.13629.13629.0561.1×1.1141.121.612.553.6210.05610.1410.1410.06第十聯(lián)K15+6177.5S091421.528.86328.94328.94328.8631.1×1.1135.830035.837.3637.4437.4437.363K15+6477.5S092421.528.68328.76328.76328.6831.1×1.1134.960034.967.1837.2637.2637.183K15+6777.5S09342128.50328.59328.59328.5031.1×1.1136.530036.537.5037.5937.5937.503K15+7077.5S09442128.32328.40328.40328.3231.1×1.1135.640035.647.3237.4037.4037.323K15+7377.5S09542128.14328.22328.22328.1431.1×1.1134.770034.777.1437.2237.2237.143K15+7677.5S09642127.97628.05628.05629.9761.1×1.1128.631.612.541.136.9767.0567.0568.976第十一聯(lián)左K15+7977.5S09732127.50527.67427.8431.1×1.1124.230024.236.5056.6746.843右K15+7977.5S09732127.84327.67927.5151.1×1.1124.240024.246.8436.6796.515左K15+8277.5S09832127.36527.51927.6831.1×1.1123.680023.686.3656.5196.683右K15+8277.5S09832127.68327.5227.3671.1×1.1123.680023.686.6836.526.367左K15+8577.5S09932127.21527.35427.4931.1×1.1123.070023.076.2156.3546.493右K15+8577.5S09932127.49327.3527.2071.1×1.1123.050023.056.4936.356.207左K15+8877.5S10032127.09427.21827.3421.1×1.1116.761.69.3726.136.0946.2186.342右K15+8877.5S10032127.34227.20927.0761.1×1.1116.731.69.3726.16.3426.2096.076第十二聯(lián)左K15+9177.5S10132126.96427.07627.1881.1×1.1122.060022.065.9646.0766.188右K15+9177.5S10132127.18827.06526.9421.1×1.1122.020022.026.1886.0655.942左K15+9477.5S10232126.92727.02627.1361.1×1.1121.890021.895.9276.0266.136右K15+9477.5S10232127.13627.01326.91.1×1.1121.840021.846.1366.0135.9左K15+9777.5S10322126.92327.0981.1×1.1114.550014.555.9236.098右K15+9777.5S10332127.11827.01526.9121.1×1.1121.830021.836.1186.0155.912左K16+0077.5S10422127.03227.1821.1×1.1110.911.66.2517.166.0326.182右K16+0077.5S10422127.18226.9971.1×1.1110.861.66.2517.116.1825.997第十三聯(lián)左K16+0377.5S10522127.1227.271.1×1.1114.990014.996.126.27右K16+0377.5S10522127.2627.0831.1×1.1114.940014.946.266.083左K16+0677.5S10622127.26527.4251.1×1.1115.350015.356.2656.425右K16+0677.5S10622127.42527.2471.1×1.1115.330015.336.4256.247左K16+0977.5S10722127.41527.5651.1×1.1115.710015.716.4156.565右K16+0977.5S10722127.56527.4061.1×1.1115.690015.696.5656.406K16+1277.5S10842127.58927.73927.73927.5891.1×1.1124.511.612.537.016.5896.7396.7396.589第十四聯(lián)K16+1577.5S10942227.71527.86527.86527.7151.1×1.1128.020028.025.7155.8655.8655.715K16+1877.5S110421.727.86528.02528.02527.8651.1×1.1130.230030.236.1656.3256.3256.165K16+2177.5S11142128.01528.16528.16528.0151.1×1.1134.320034.327.0157.1657.1657.015K16+2477.5S11242128.16528.31528.31528.1651.1×1.1135.040035.047.1657.3157.3157.165K16+2777.5S113421.328.33828.48828.48828.3381.1×1.1126.681.612.539.187.0387.1887.1887.038第十五聯(lián)K16+3177.5S11442227.0727.2427.2427.071.4×1.4424.950024.955.075.245.245.07K16+3677.5S11542227.3227.4727.4727.321.4×1.4426.110026.115.325.475.475.32K16+4077.5S11642228.98829.13829.13828.9881.1×1.1126.441.6026.446.9887.1387.1386.988第十六聯(lián)K16+4377.5S11742229.11529.26529.26529.1151.1×1.1134.80034.87.1157.2657.2657.115K16+4677.5S11842229.26529.42529.42529.2651.1×1.1135.550035.557.2657.4257.4257.265K16+4977.5S11942229.41529.56529.56529.4151.1×1.1136.250036.257.4157.5657.5657.415K16+5277.5S12042229.56529.71529.71529.5651.1×1.1136.980036.987.5657.7157.7157.565K16+5577.5S12142229.73929.88929.88929.7391.1×1.1130.081.612.542.587.7397.8897.8897.739匝道橋墩身參數(shù)表表1墩柱參數(shù)橋號(hào)墩號(hào)里程樁號(hào)墩柱個(gè)數(shù)設(shè)計(jì)頂標(biāo)高(mm)左//右(沿道路前前進(jìn)方向)設(shè)計(jì)底標(biāo)高(mm)墩柱直徑((m)墩柱高度(m))左//右(沿道路前前進(jìn)方向)墩柱砼用量(mm3)左//右(沿道路前前進(jìn)方向)墩帽/蓋梁頂標(biāo)高(mm)墩帽/蓋梁砼用量(m3))WBWB00WBK0+1224.188230.8330.762812.832.762.222.1732.365.6WB01WBK0+1444.188131.80331.8032813.8033.8032.992.99WB02WBK0+1664.188131.1231.1227.31.23.823.824.324.32WB03WBK0+1884.188130.36230.36225.71.24.6624.6625.275.27WB04WBK0+2004.188228.0127.9423.514.514.443.543.4929.545.6WB05WBK0+2224.188128.81828.81822.11.26.7186.7187.607.60WB06WBK0+2444.188128.04628.04621.21.26.8466.8467.747.74WB07WBK0+2664.188127.27427.274211.26.2746.2747.107.10WB08WBK0+2884.188224.92124.8512113.9213.8513.083.0226.4515.6WB09WBK0+3004.188125.72925.729211.24.7294.7295.355.35WB10WBK0+3224.188124.95724.957211.23.9573.9574.484.48WB11WBK0+3444.188124.18524.185211.23.1853.1853.603.60WCWC00WCK0+0558.8232.64332.5262715.6435.5264.434.3434.1265.6WC01WCK0+0880.8233.70833.56427.516.2086.0644.884.76WC02WCK0+1002.8233.16432.9732815.1644.9734.063.91WC03WCK0+1224.8231.03430.96428.512.5342.4641.991.9432.5645.6WC04WCK0+1445.8132.1432.1428.51.23.643.644.124.12WC05WCK0+1666.8131.81931.81927.51.24.3194.3194.884.88WC06WCK0+1887.8131.60431.60427.51.24.1044.1044.644.64WC07WCK0+2008.8229.82829.75826.513.3283.2582.612.5631.3585.6WC08WCK0+2228.8131.19231.19226.51.24.6924.6925.315.31WC09WCK0+2448.8130.99130.99125.31.25.6915.6916.446.44WC10WCK0+2668.8229.22529.1552514.2254.1553.323.2630.7555.6WC11WCK0+2888.8130.5930.5924.51.26.096.096.896.89WC12WCK0+3008.8130.38930.38923.51.26.8896.8897.797.79WC13WCK0+3228.8130.18830.188231.27.1887.1888.138.13WC14WCK0+3448.8129.96529.96522.61.27.3657.3658.338.33WC15WCK0+3668.8228.09428.024221.26.0946.0246.896.8130.02415.04WC16WCK0+3995.8128.71128.71121.31.67.4117.41114.9014.90WC17WCK0+4330.8127.827.821.31.66.56.513.0713.07WC18WCK0+4557.8225.83125.93621.31.24.5314.6365.125.2427.93615.04WC19WCK0+4777.8126.92926.929211.25.9295.9296.716.71WC20WCK0+4997.8126.35926.359211.25.3595.3596.066.06WC21WCK0+5117.8125.78925.789211.24.7894.7895.425.42WC22WCK0+5337.8223.55323.6582112.5532.6582.012.0925.2585.6WC23WCK0+5557.8124.64924.649211.23.6493.6494.134.13WCWC24WCK0+5777.8124.07924.079211.23.0793.0793.483.48WC25WCK0+5997.8123.50923.509211.22.5092.5092.842.84WC26WCK0+6117.8122.93922.939211.21.9391.9392.192.19WC27WCK0+6337.8WDWD01WDK0+3110.6127.78327.78323.51.24.2834.2834.844.84WD02WDK0+3330.6128.41628.41622.51.25.9165.9166.696.69WD03WDK0+3550.6128.89428.89421.31.27.5947.5948.598.59WD04WDK0+3770.6227.60827.53819.518.1088.0386.376.3129.1385.6WEWE00WEK0+1772.9226.15326.0532115.1535.0534.053.9727.6535.6WE01WEK0+1994.7227.8527.752116.856.755.385.30WE02WEK0+2116.5227.94727.8472116.9476.8475.465.38WE03WEK0+2338.3228.06327.91320.417.6637.5136.025.90WE04WEK0+2660.1228.16128.01121.516.6616.5115.235.11WE05WEK0+2881.9226.65926.50921.714.9594.8093.893.7828.1095.6WE06WEK0+3000.9228.32528.2252216.3256.2254.974.89WE07WEK0+3225.9228.43728.33722.515.9375.8374.664.58WE08WEK0+3444.9226.92526.82523.513.4253.3252.692.615.6WE09WEK0+3663.055228.60428.50424.214.4044.3043.463.38WFWF00WFK0+0662.5227.21227.28225.511.7121.7821.341.4028.8825.6WF01WFK0+0881.588128.91528.91525.51.23.4153.4153.863.86WF02WFK0+1000.588128.97528.97524.51.24.4754.4755.065.06WF03WFK0+1119.588227.37927.48423.51.23.8793.9844.394.5129.48415.04WF04WFK0+1446.588128.6628.6622.51.66.166.1612.3912.39WF05WFK0+1881.588128.2628.2622.51.65.765.7611.5811.58WF06WFK0+2008.588226.38826.49323.51.22.8882.9933.273.3828.49315.04WF07WFK0+2228.588127.53927.53924.31.23.2393.2393.663.66WF08WFK0+2448.588127.02327.02324.31.22.7232.7233.083.08WGWG00WGK0+0008.7664228.68628.58524.514.1864.0853.293.21WG01WGK0+0226.9114228.7528.6672513.753.6672.952.88WG02WGK0+0445.0664228.8128.7482513.813.7482.992.94WG03WGK0+0663.2114227.27127.20125.511.7711.7011.391.3428.8015.6WG04WGK0+0883.2114128.83128.83125.51.23.3313.3313.773.77WG05WGK0+1003.2114128.5828.5825.51.23.083.083.483.48WG06WGK0+1223.2114128.09528.09525.51.22.5952.5952.932.93WIWI01WIK0+2885.5125.19825.198211.24.1984.1984.754.75WI02WIK0+3005.5125.86925.869211.24.8694.8695.515.51WI03WIK0+3225.5224.5724.675211.23.573.6754.044.1626.67515.04WI04WIK0+3555.5126.7826.78211.65.785.7811.6211.62WI05WIK0+3995.5127.74127.741211.66.7416.74113.5513.55WI06WIK0+4225.5226.87226.977211.25.8725.9776.646.7628.97715.04WI07WIK0+4445.5128.928.9211.27.97.98.938.93WI08WIK0+4665.5128.85728.857211.27.8577.8578.898.89WI09WIK0+4885.5227.15827.2282116.1586.2284.844.8928.8285.6WJWJ01WJK0+2997.1133.01233.01229.51.23.5123.5123.973.97WJ02WJK0+3117.1133.67733.67727.71.25.9775.9776.766.76WJ03WJK0+3337.100232.6832.6127.315.385.314.234.1734.215.6WKWK00WKK0+2225.05522.26622.196WK01WKK0+2445.055124.2524.25211.23.253.253.683.68WK02WKK0+2665.055124.99324.993211.23.9933.9934.524.52WK03WKK0+2885.055125.73725.737211.24.7374.7375.355.35WK04WKK0+3005.055126.4826.48211.25.485.486.196.19WK05WKK0+3225.055225.64825.5782114.6484.5783.653.5927.1785.6WK06WKK0+3445.055127.22427.224211.26.2246.2247.037.03WK07WKK0+3665.055128.4628.46211.27.467.468.438.43WK08WKK0+3885.055128.74228.742211.27.7427.7428.758.75WK09WKK0+4005.055227.22927.1592116.2296.1594.894.8328.7595.6WK10WKK0+4225.055228.80928.7152117.8097.7156.136.06WK11WKK0+4446.144228.76428.65120.518.2648.1516.496.40WK12WKK0+4667.233228.68828.58820.518.1888.0886.436.35WLWL00WLK0+0009.6227.03126.9312116.0315.9314.744.6628.5315.6WL01WLK0+0229.6228.56828.4682117.5687.4685.945.87WL02WLK0+0449.6228.50828.4082117.5087.4085.905.82WL03WLK0+0669.6228.44828.3482117.4487.3485.855.77WL04WLK0+0889.6226.79126.6912115.7915.6914.554.4728.2915.6WL05WLK0+1009.6228.32828.2282117.3287.2285.765.68WL06WLK0+1229.6228.26828.1682117.2687.1685.715.63WL07WLK0+1449.6228.20828.1082117.2087.1085.665.58WL08WLK0+1669.6226.52926.4292115.5295.4294.344.2628.0295.6WL09WLK0+1889.6228.03627.9362117.0366.9365.535.45WL10WLK0+2009.6227.94527.8452116.9456.8455.455.38WL11WLK0+2229.6227.85427.7542116.8546.7545.385.30WL12WLK0+2449.6226.16426.0642115.1645.0644.063.9827.6645.6總計(jì)158572.11569.491.3工程施工主要特點(diǎn)1.3.1主線橋橋墩除S114、S115墩為1.4×1.4m截面方柱墩外，其余均為1.1×1.1m截面方柱墩；匝道橋均為圓柱墩，直徑分別為1.0m、1.2m、1.6m。1.3.2大部分位于陸地，部分位于xx湖回填段內(nèi)，全部采用干施工。1.3.3墩身高度變化大，主線橋?yàn)?.365m～10.74m；匝道橋?yàn)?.7m～8.2m。1.4主要施工方法1.4.1全橋墩身采用定型鋼模板施工工藝，一次澆到墩頂，支座鋼筋網(wǎng)及支座預(yù)埋件待砼澆到該標(biāo)高處時(shí)進(jìn)行安裝預(yù)埋。1.4.2圓柱墩身鋼模板由模板加工廠精加工成2片定型鋼模板、方柱墩身鋼模板由模板加工廠精加工成4片定型鋼模板，現(xiàn)場(chǎng)拼裝。1.4.3墩身混凝土購(gòu)買商品混凝土，混凝土運(yùn)輸車運(yùn)至施工現(xiàn)場(chǎng)，采用泵車進(jìn)行澆筑。施工準(zhǔn)備2．墩身施工工藝流程施工準(zhǔn)備測(cè)量放線測(cè)量放線鋼筋骨架施工鋼筋加工鋼筋骨架施工鋼筋加工鋼筋骨架驗(yàn)收鋼筋骨架驗(yàn)收模板打磨刷脫模劑墊塊制作模板施工模板打磨刷脫模劑墊塊制作模板施工模板驗(yàn)收模板驗(yàn)收混凝土澆筑混凝土澆筑模板拆除、混凝土養(yǎng)護(hù)模板拆除、混凝土養(yǎng)護(hù)墩帽﹑墩帽﹑蓋梁施工3.主要施工方法3.1施工準(zhǔn)備3.1.1施工起吊設(shè)備采用25t汽車吊進(jìn)行模板安拆。3.1.2混凝土澆筑設(shè)備均以泵車澆筑混凝土。砼作業(yè)配備1臺(tái)振搗棒振搗。3.1.3測(cè)量控制（1）控制點(diǎn)的建立墩身局部測(cè)量系統(tǒng)的控制基準(zhǔn)點(diǎn)應(yīng)建立在相對(duì)穩(wěn)定的基準(zhǔn)點(diǎn)上，即以大橋控制網(wǎng)點(diǎn)為基準(zhǔn)點(diǎn)。高程基準(zhǔn)應(yīng)以設(shè)計(jì)院提供的水準(zhǔn)控制網(wǎng)點(diǎn)為依據(jù)，平面基準(zhǔn)以橋梁控制網(wǎng)為依據(jù)，精密平差后，定出橋軸線基準(zhǔn)方向。由于砼收縮徐變、沉降、風(fēng)荷以及溫度等因素的影響，施工中基準(zhǔn)點(diǎn)必然會(huì)有少量的變化，故應(yīng)注意測(cè)量基準(zhǔn)點(diǎn)與測(cè)量控制網(wǎng)聯(lián)網(wǎng)閉合，以便進(jìn)行修正和控制。同時(shí)承臺(tái)頂面四角設(shè)置沉降觀測(cè)點(diǎn)。（2）測(cè)量方法①模板控制：在承臺(tái)上準(zhǔn)確放出墩柱輪廓線和中心點(diǎn)，水準(zhǔn)抄平并使之達(dá)到設(shè)計(jì)高程，再在縱橫軸線上架設(shè)全站儀，后視大橋控制點(diǎn)，然后在模板頂架設(shè)棱鏡，測(cè)出其三維坐標(biāo)，通過(guò)與設(shè)計(jì)坐標(biāo)相比較，校正模板使之達(dá)到設(shè)計(jì)坐標(biāo)。墩身澆注砼之前，用水準(zhǔn)測(cè)量方法在模板上劃出設(shè)計(jì)標(biāo)高，使砼面與設(shè)計(jì)高程相符合。②高程控制：在墩身澆注前，先用水準(zhǔn)測(cè)量測(cè)出水準(zhǔn)點(diǎn)之間高差。然后再每次測(cè)三角高程時(shí)先測(cè)1—3個(gè)測(cè)回，推算出該時(shí)間段的大氣折光系數(shù)及其相關(guān)參數(shù)輸入全站儀然后再測(cè)定其高程（豎直角不超過(guò)15°）。在觀測(cè)時(shí)間上選擇在日出前、日落后，避開(kāi)日出至上午10時(shí)、下午4時(shí)至日落這兩段大氣折光系數(shù)劇烈變化時(shí)間段。3.1.4墊塊制作保護(hù)層墊塊選用砼砂漿墊塊或塑料墊塊。根據(jù)鋼筋保護(hù)層厚度（50mm）在水泥平地制作圓錐形砂漿墊塊，墊塊強(qiáng)度不得低于C30，并進(jìn)行養(yǎng)護(hù)；塑料墊塊外購(gòu)，其抗壓強(qiáng)度不得低于C30抗壓強(qiáng)度。3.1.6搭設(shè)施工平臺(tái)采用φ48腳手管搭設(shè)墩柱施工平臺(tái)，腳手架著力點(diǎn)支撐在承臺(tái)上，扣件間連接牢固，腳手架豎桿間距1.5m，橫桿間距1.0m。高度可根據(jù)墩身高度確定。平臺(tái)頂部鋪設(shè)木板，以方便行走和操作。3.2墩身鋼筋施工鋼筋施工工藝（1）工藝流程鋼筋進(jìn)場(chǎng)檢驗(yàn)→鋼筋加工→鋼筋運(yùn)輸→鋼筋安裝→鋼筋驗(yàn)收（2）鋼筋進(jìn)場(chǎng)校驗(yàn)鋼筋進(jìn)場(chǎng)后，應(yīng)附有出廠質(zhì)量合格證和質(zhì)量檢驗(yàn)報(bào)告單；檢查所有進(jìn)場(chǎng)鋼筋的牌號(hào)、等級(jí)、規(guī)格、生產(chǎn)廠家是否相符，鋼筋外觀是否受損，檢驗(yàn)合格后才收料。進(jìn)場(chǎng)材料經(jīng)過(guò)驗(yàn)收后，方可進(jìn)場(chǎng)堆放，并掛標(biāo)識(shí)牌，注明鋼筋品牌、進(jìn)場(chǎng)時(shí)間、數(shù)量、檢驗(yàn)人員、檢驗(yàn)情況等。鋼筋露天堆放時(shí)，底部設(shè)枕木墊高隔離地面，頂面遮蓋等，防止銹蝕及污染。鋼筋入庫(kù)后，及時(shí)對(duì)鋼筋按試驗(yàn)規(guī)程要求，進(jìn)行取樣試驗(yàn)，并將檢驗(yàn)結(jié)果填寫(xiě)在材料標(biāo)識(shí)牌上。（3）鋼筋加工墩身鋼筋主筋采用9m和12m定尺鋼筋，鋼筋下料前應(yīng)將鋼筋調(diào)直并清理污垢。(4)鋼筋運(yùn)輸鋼筋加工完成后，用載重汽車配吊車將鋼筋吊運(yùn)到施工現(xiàn)場(chǎng)。(5)墩身鋼筋安裝﹑鋼筋骨架的綁扎按照承臺(tái)預(yù)埋筋進(jìn)行主筋定位。主筋間采用滾軋直螺紋接頭或搭接焊連接；箍筋與主筋采用鐵絲綁扎，注意其間距必須符合設(shè)計(jì)要求。并按一定間距添加墊塊以固定鋼筋骨架。鋼筋安裝的檢查項(xiàng)目見(jiàn)下表：鋼筋加工及安裝質(zhì)量標(biāo)準(zhǔn)項(xiàng)次檢查項(xiàng)目規(guī)定值或允許偏偏差檢查方法和頻率率1受力鋼筋間距±20每構(gòu)件檢查2個(gè)個(gè)斷面，用用尺量2水平鋼筋間距±0，-20每構(gòu)件檢查5～～10個(gè)間距3鋼筋骨架尺寸長(zhǎng)±10按骨架總數(shù)300%抽查寬±54保護(hù)層厚度（mmm）±5每構(gòu)件沿模板周周邊檢查88處3.3墩身模板施工(1)工藝流程模板打磨、涂刷脫模劑→模板拼接→模板定位、吊裝→模板檢驗(yàn)→砼施工。(2)模板打磨、涂刷脫模劑模板要求平整光滑，使用前用打磨機(jī)配鋼絲刷頭進(jìn)行打磨除銹，之后均勻涂刷脫模劑，脫模劑采用新鮮機(jī)油。(3)模板拼接墩柱模板在平地上拼裝，注意螺栓要保證緊密，視墩柱高度合理選擇2m、3m的模板。(4)模板定位、吊裝拼裝完畢，檢驗(yàn)合格后用吊車起吊安裝。模板接縫處粘貼雙面膠帶用于止漏漿。模板定位：根據(jù)測(cè)量放出的立柱中心樁位，沿事先標(biāo)記好的模板外邊線將模板對(duì)中，并用方木及楔形塊將模板固定在預(yù)埋在承臺(tái)混凝土面上的四根鋼筋頭內(nèi)（承臺(tái)混凝土澆筑完成后，在混凝土面上沿立柱中心預(yù)埋四根鋼筋頭），方柱模板用帶有花籃螺栓的纜風(fēng)繩與柱頂四角拉緊，調(diào)整模板垂直度；圓柱模板同樣用帶有花籃螺栓的纜風(fēng)繩與柱頂按等距離三點(diǎn)拉緊，調(diào)整模板垂直度，視墩柱高度拉緊纜風(fēng)繩可布設(shè)一層或兩層。第一節(jié)模板底口嚴(yán)格按測(cè)量放樣的墩柱外框線安裝模板，模板底部壓5cm厚海綿；外部用砂漿封堵。第一節(jié)模板調(diào)整到位后即可續(xù)加第二節(jié)模板，接縫處粘貼雙面膠帶并上緊螺栓。按同樣方法調(diào)整后續(xù)安裝的模板，模板安裝完畢，由測(cè)量人員用全站儀（經(jīng)緯儀）復(fù)核垂直度，調(diào)節(jié)花籃螺栓予以調(diào)整，直至模板垂直度偏差在允許范圍內(nèi)。完畢后，檢查所有的螺栓是否連接緊密。(5)模板檢驗(yàn)?zāi)０灏惭b完畢后，應(yīng)對(duì)其平面位置、頂部標(biāo)高、及縱橫向穩(wěn)定性進(jìn)行檢查，模板安裝的允許偏差應(yīng)符合下表要求。模板安裝質(zhì)量標(biāo)準(zhǔn)項(xiàng)次檢查項(xiàng)目允許偏差（mmm）1模板標(biāo)高±102模板內(nèi)部尺寸±5，03軸線偏差84模板相鄰兩板表表面高低差差25模板表面平整度度53.4墩身砼施工(1)混凝土配合比設(shè)計(jì)墩身為C30混凝土，采用泵送砼施工工藝。墩身混凝土應(yīng)具備流動(dòng)性好、緩凝、早強(qiáng)等特點(diǎn)，其配合比要求如下：a.混凝土外加劑要具有緩凝、早強(qiáng)、減水作用；b.坍落度要求：12cm∽16cm；c.初凝時(shí)間：大于4h。原材參數(shù)序號(hào)名稱產(chǎn)地規(guī)格1砂巴河中砂2石陽(yáng)新5~25mm3外加劑北京冶建JG—34粉煤灰武漢青源電廠Ⅱ級(jí)5水泥華新P．O．42.56自來(lái)水本地(2)混凝土外觀質(zhì)量保證措施為加強(qiáng)墩身混凝土外觀質(zhì)量，需要采取以下措施：a.選用合適的脫模劑；b.配置合適的混凝土配合比，并且在施工中根據(jù)實(shí)際情況由實(shí)驗(yàn)室現(xiàn)場(chǎng)微調(diào)，保證混凝土質(zhì)量；c.現(xiàn)場(chǎng)施工質(zhì)量按照項(xiàng)目部質(zhì)量管理有關(guān)規(guī)定進(jìn)行控制。d.成立QC活動(dòng)小組，研究墩身混凝土外觀質(zhì)量問(wèn)題。(3)澆筑前準(zhǔn)備墩身混凝土澆筑前，檢查施工縫鑿毛、清理情況以及墩身模板加固情況等，還應(yīng)落實(shí)混凝土澆筑材料、機(jī)械設(shè)備準(zhǔn)備情況。(4)混凝土澆筑a.墩身購(gòu)買商品混凝土。混凝土澆筑時(shí)，根據(jù)砂石料的含水率，實(shí)驗(yàn)人員在澆筑混凝土過(guò)程中及時(shí)調(diào)整用水量和砂、石用量，混凝土拌制時(shí)應(yīng)嚴(yán)格控制水灰比和混凝土坍落度，并嚴(yán)格控制攪拌時(shí)間。b.混凝土運(yùn)輸用2～4臺(tái)8m3混凝土運(yùn)輸車運(yùn)輸。c.混凝土布料及振搗混凝土運(yùn)輸?shù)绞┕がF(xiàn)場(chǎng)后，經(jīng)泵車泵送，通過(guò)串筒入倉(cāng)?；炷翝仓r(shí)分層振搗，分層高度一般30cm左右?；炷琳駬v應(yīng)密實(shí)，無(wú)漏振、過(guò)振現(xiàn)象，嚴(yán)格控制棒頭插入砼的間距、深度與作用時(shí)間，移動(dòng)間距不應(yīng)超過(guò)振搗棒有效半徑的1.5倍；與模板應(yīng)保持50～100mm的距離。防止混凝土表面出現(xiàn)蜂窩、麻面，甚至空洞等缺陷。一般振動(dòng)棒作用半徑為25cm～30cm；上層混凝土的振搗要在下層混凝土初凝前進(jìn)行，并且應(yīng)插入下層50mm～100mm；每個(gè)振動(dòng)部位，必須振搗到該部位砼密實(shí)。密實(shí)的標(biāo)志是砼不再下沉，不再冒出氣泡，表面呈現(xiàn)平坦、泛漿?；炷翝仓陂g，派專人檢查模板，防止出現(xiàn)暴模、漏漿等現(xiàn)象；專人檢查預(yù)埋鋼筋的穩(wěn)固情況，對(duì)松動(dòng)、變形、移位等情況，及時(shí)進(jìn)行處理。混凝土澆筑完畢后，在頂部混凝土初凝前，對(duì)表層混凝土進(jìn)行二次振搗，二次抹面，并及時(shí)覆蓋。（5）模板拆除、混凝土養(yǎng)護(hù)及修飾墩身混凝土強(qiáng)度達(dá)到70%以上后及時(shí)拆模，模板拆除后應(yīng)對(duì)模板表面進(jìn)行清理。墩身采用塑料薄膜覆蓋,用棉繩纏緊，灑水養(yǎng)護(hù)7天，每天灑水次數(shù)以能保證砼表面經(jīng)常保持濕潤(rùn)狀態(tài)為度。（6）接合面處理墩頂有墩帽和蓋梁施工的墩身待砼澆筑完畢4小時(shí)左右，砼初凝后人工鑿毛,并用水沖洗干凈;墩頂安裝支座的墩身表面一定保證平整。墩身質(zhì)量標(biāo)準(zhǔn)項(xiàng)次檢查項(xiàng)目規(guī)定值和允許偏差檢查方法和頻率率1混凝土強(qiáng)度（MMPa）C302相鄰間距（mmm）±15用尺量頂、中、底3處3豎直度（mm）0.3%H且≤≤20用垂線每墩縱、橫橫向各檢查查2處4墩頂高程（mmm）±10用水準(zhǔn)儀檢查5軸線偏位（mmm）10用經(jīng)緯儀定出軸軸線檢查4處6斷面尺寸（mmm）±15檢查3個(gè)斷面7大面積平整度（mm）5用2m直尺檢查4、施工技術(shù)保證證措施4.1腳手架架施工技術(shù)術(shù)保證措施施a.必須按照照規(guī)定設(shè)置置安全網(wǎng)、安安全護(hù)欄；；b.設(shè)置防電電、避雷裝裝置；c.腳手架上上禁止過(guò)多多堆放材料料或多人擠擠在一起；；d.六級(jí)以上上大風(fēng)，大大霧、大雨雨、大雪天天應(yīng)暫停高高空作業(yè)，雨雨雪天在腳腳手架上操操作，必須須有防滑設(shè)設(shè)置。4.2模板施施工技術(shù)保保證措施a.等混凝土土達(dá)到一定定強(qiáng)度后，拆拆除模板系系統(tǒng)的頂撐撐和纜風(fēng)繩繩；b.每次模板板安裝前，應(yīng)應(yīng)通知測(cè)量量測(cè)放相應(yīng)應(yīng)施工節(jié)段段的模板底底標(biāo)高；c.模板按測(cè)測(cè)量所放理理論位置安安裝到位后后，應(yīng)及時(shí)時(shí)通知測(cè)量量復(fù)核；d.應(yīng)保證模模板間接縫縫嚴(yán)密；e.澆筑過(guò)程程中應(yīng)派專專人觀察模模板的變形形及偏位情情況，并及及時(shí)處理。4.3確保?；炷镣馔庥^質(zhì)量的的技術(shù)措施施4.3.1優(yōu)優(yōu)化混凝土土配合比利用“雙摻”技術(shù)摻加粉煤灰灰和外加劑劑；在保證證混凝土強(qiáng)強(qiáng)度的前提提下，盡可可能降低水水泥用量；；混凝土所所用的水泥泥、砂、石石、水、粉粉煤灰及添添加劑的質(zhì)質(zhì)量規(guī)格必必須符合規(guī)規(guī)范要求。選選擇同一處處料場(chǎng)，墩墩身混凝土土配合比一一致，確保?；炷帘肀砻嫔珴梢灰恢隆?.3.2混混凝土施工工、養(yǎng)護(hù)混凝土施工時(shí)，振振搗應(yīng)密實(shí)實(shí)，防止漏漏振、欠振振而產(chǎn)生的的不良現(xiàn)象象。高溫和低溫季節(jié)節(jié)，加強(qiáng)對(duì)對(duì)混凝土養(yǎng)養(yǎng)護(hù)和防護(hù)護(hù)。防止混混凝土溫度度應(yīng)力裂縫縫和收縮裂裂縫。4.3.3模模板安裝與與拆除嚴(yán)格控制模板加加工及拼裝裝精度，且且保持模板板在整個(gè)施施工中光潔潔、平整，模模板安裝牢牢靠且與結(jié)結(jié)構(gòu)設(shè)計(jì)尺尺寸的誤差差應(yīng)滿足設(shè)設(shè)計(jì)要求。控控制拆模時(shí)時(shí)間，防止止因混凝土土未達(dá)到強(qiáng)強(qiáng)度拆模，而而造成混凝凝土表面損損傷。拆除除時(shí)應(yīng)小心心操作，不不得碰傷混混凝土的表表面；模板板拆除后應(yīng)應(yīng)及時(shí)對(duì)模模板進(jìn)行修修整、除污污，并涂刷刷脫模劑保保養(yǎng)。4.3.4鋼鋼筋綁扎和和保護(hù)層鋼筋綁扎時(shí)，應(yīng)應(yīng)保證受力力主筋位置置的準(zhǔn)確性性和有足夠夠的混凝土土保護(hù)層，墩墩身主筋是是靠加強(qiáng)筋筋定位框精精密定位，逐逐根就位連連接，然后后綁扎箍筋筋。綁扎必必須牢固。4.3.5成成品保護(hù)防止對(duì)已澆混凝凝土表面的的污染，若若被污染時(shí)時(shí)及時(shí)用清清水沖洗，同同時(shí)對(duì)易被被污染的部部位進(jìn)行保保護(hù)。5、施工質(zhì)量保證證措施5.1建立健全全質(zhì)量管理理體系，強(qiáng)強(qiáng)化全員質(zhì)質(zhì)量意識(shí)，樹(shù)樹(shù)立“百年大計(jì)計(jì)，質(zhì)量第第一，創(chuàng)優(yōu)優(yōu)質(zhì)工程光光榮，出劣劣質(zhì)工程可可恥”的思想，全全面貫徹落落實(shí)質(zhì)量方方針目標(biāo)。5.2貫徹“誰(shuí)誰(shuí)施工誰(shuí)負(fù)負(fù)責(zé)質(zhì)量”的原則，堅(jiān)堅(jiān)持“三檢制”對(duì)施工過(guò)過(guò)程中出現(xiàn)現(xiàn)的質(zhì)量問(wèn)問(wèn)題，嚴(yán)格格按“三不放過(guò)”原則處理理。5.3根據(jù)施工工方案在開(kāi)開(kāi)工前進(jìn)行行技術(shù)交底底，對(duì)影響響工程質(zhì)量量的各種因因素，各個(gè)個(gè)環(huán)節(jié)，首首先進(jìn)行分分析研究，實(shí)實(shí)現(xiàn)有效的的控制。5.4加強(qiáng)施工工圖紙、技技術(shù)規(guī)范、質(zhì)質(zhì)量檢驗(yàn)評(píng)評(píng)定標(biāo)準(zhǔn)等等文件的學(xué)學(xué)習(xí)，嚴(yán)格格按設(shè)計(jì)和和規(guī)范要求求施工，對(duì)對(duì)每道工序序質(zhì)量進(jìn)行行監(jiān)督、檢檢查、評(píng)定定，并嚴(yán)格格處理質(zhì)量量事故。5.5鋼筋制作作前檢查原原材料的外外觀及有關(guān)關(guān)質(zhì)量證明明書(shū)，按規(guī)規(guī)定抽檢原原材料，合合格后方可可使用。5.6鋼筋綁扎扎時(shí)應(yīng)經(jīng)常常進(jìn)行校核核，及時(shí)糾糾偏，確保保鋼筋位置置正確；鋼鋼筋加工、制制作的數(shù)量量、尺寸應(yīng)應(yīng)滿足設(shè)計(jì)計(jì)要求；鋼鋼筋安裝、綁綁扎按規(guī)范范進(jìn)行，誤誤差應(yīng)滿足足規(guī)范和設(shè)設(shè)計(jì)要求。5.7受力鋼筋筋同一截面面的接頭數(shù)數(shù)量不大于于50%。鋼筋表表面無(wú)鐵銹銹及焊渣，鋼鋼筋骨架有有足夠的施施工剛度。5.8模板加工工按設(shè)計(jì)圖圖進(jìn)行，尺尺寸誤差、表表面平整度度應(yīng)滿足設(shè)設(shè)計(jì)和規(guī)范范要求；模模板安裝前前要除銹、涂涂刷脫模劑劑；模板固固定前應(yīng)測(cè)