廟爾溝渠首初步設(shè)計(jì)報(bào)告

⑥計(jì)算控制設(shè)計(jì)的計(jì)算內(nèi)力。依據(jù)《公路橋梁設(shè)計(jì)規(guī)范》本次計(jì)算選取荷載組合Ⅰ的情況進(jìn)行計(jì)算采用計(jì)算公式（12-5）。（12-5）式中：——恒載產(chǎn)生內(nèi)力——?jiǎng)虞d產(chǎn)生內(nèi)力計(jì)算出后需要對(duì)其進(jìn)行提高：汽車荷載效應(yīng)占總荷載效應(yīng)20%及以上時(shí)，提高5%；40%及以上時(shí)提高3%；55%及以上時(shí)不做提高。因本橋有3根主梁，結(jié)構(gòu)要求設(shè)計(jì)3根主梁截面相同，計(jì)算時(shí)分別對(duì)1、2號(hào)梁計(jì)算，選取最大作為梁的配筋設(shè)計(jì)內(nèi)力。列1、2號(hào)梁內(nèi)力計(jì)算表，附表12-19、附表12-20。附表12-191號(hào)梁控制設(shè)計(jì)的計(jì)算內(nèi)力的計(jì)算荷載類別彎矩剪力序號(hào)梁端四分點(diǎn)跨中梁端四分點(diǎn)跨中1.000恒載0.0007.98315.9654.5622.2810.0002.000汽車0.00060.822121.59265.26934.77134.7713.000人群0.0000.7090.4742.4060.1260.1364.000汽車+人0.00061.531122.06667.67534.89734.9075.0001.2*恒載0.0009.57919.1585.4742.7370.0006.0001.4*（汽+人）0.00086.144170.89394.74548.85648.8707.000SI=5+60.00095.723190.051100.21951.59348.8708.0006/7*100%0.0000.9000.8990.9450.9471.0009.000提高后SI0.00095.723190.051100.21951.59348.870附表12-202號(hào)梁控制設(shè)計(jì)的計(jì)算內(nèi)力的計(jì)算荷載類別彎矩剪力序號(hào)梁端四分點(diǎn)跨中梁端四分點(diǎn)跨中1.000恒載0.0007.98315.9654.5622.2810.0002.000汽車0.00060.533121.01568.77034.60634.6063.000人群0.0000.0190.0130.0640.0030.0044.000汽車+人0.00060.552121.02768.83434.60934.6105.0001.2*恒載0.0009.57919.1585.4742.7370.0006.0001.4*（汽+人）0.00084.773169.43896.36848.45348.4537.000SI=5+60.00094.352188.596101.84251.19048.4538.0006/7*100%0.0000.8980.8980.9460.9471.0009.000提高后SI0.00094.352188.596101.84251.19048.453由上述計(jì)算取得最大彎矩在1號(hào)梁跨中Mmax=190.051（KN·m）最大剪力在2號(hào)梁梁端Vmax=101.842（KN）主梁受最大扭矩荷載情況為，汽車沿梁上緣前進(jìn)翼板邊緣受到1/4后輪軸重壓力，3T壓力。相應(yīng)對(duì)翼板中心取距計(jì)算T=30KN×(0.79m-0.15m)=19.2KN·m3配筋計(jì)算根據(jù)《水工混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》，由于橋梁下雖然過(guò)水但水面距離主梁較高通風(fēng)條件好，因此根據(jù)《水工混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》定為一類環(huán)境；根據(jù)《水工鋼筋混凝土結(jié)構(gòu)學(xué)》附錄四表混泥土保護(hù)層最小厚度c=30mm?？紤]到梁較窄配筋為雙層配筋a=c+35=65mm，梁寬b=180mm翼板平均厚度=102mm，翼板長(zhǎng)度=1580mm，梁高h(yuǎn)=500mm，截面有效高度h0=h-a=500-65=435mm開墾河渠首工程建筑物級(jí)別為3級(jí)，安全級(jí)別為Ⅱ級(jí)，在基本組合時(shí)，K=1.2。選取HRB335鋼筋，Ｃ30混泥土，相應(yīng)根據(jù)《水工鋼筋混凝土結(jié)構(gòu)學(xué)》附錄得到各個(gè)材料的力學(xué)性質(zhì)。fcd＝13.8N/mm2,fy＝300N/mm2,ftd＝1.39N/mm2，=0.56;根據(jù)上述計(jì)算Mmax=190.051（KN·m）Vmax=101.842（KN）T=19.2KN·ma、計(jì)算截面受扭塑性抵抗距將T形梁截面劃分為兩塊矩形截面按下式計(jì)算腹板（腹板塑性抵抗距)7128000mm翼板（受壓翼緣塑性抵抗距）7282800mm整個(gè)截面受扭塑性抵抗距為=7128000+7282800=14410800mmb、驗(yàn)算截面尺寸選擇計(jì)算截面承載力計(jì)算公式依據(jù)《水工鋼筋混凝土結(jié)構(gòu)學(xué)》提供公式(12-6)計(jì)算。≦0.25fc時(shí)截面尺寸滿足要求(12-6)hw=h0-hf’=435-102=333mm=1.85<6按與0.25fc關(guān)系判定截面尺寸是否滿足要求。3.15<0.25fc=3.45故截面尺寸滿足要求。c、抗彎縱筋計(jì)算判斷T型截面類型應(yīng)用《水工鋼筋混凝土結(jié)構(gòu)學(xué)》提供公式（12-7）對(duì)T型梁所屬情況進(jìn)行判別。時(shí)屬于第一種T型梁，否則為第二種。（12-7）KM=1.2×190.463=228.061KN·m屬于第一種截面（x≦），按寬度為1580mm的雙筋矩形截面計(jì)算。由《水工鋼筋混凝土結(jié)構(gòu)學(xué)》提供公式（12-8）公式對(duì)主梁進(jìn)行配筋計(jì)算：KM≤fcαsbh02（12-8）式中：K——承載力安全系數(shù)1.2fc——C30混凝土軸心抗壓強(qiáng)度13.8N/mm2as——截面抵抗矩系數(shù)；b——梁寬180mm；h0——截面有效高度435截面抵抗矩系數(shù)：相對(duì)受壓區(qū)計(jì)算高度：<ξb=0.56鋼筋截面面積：配筋率：d、腹板抗剪扭鋼筋計(jì)算bcor=b-2c=180-2×30=120hcor=h-2c=500-2×30=440Acor=bcorhcor=52800ucor=2(bcor+hcor)=1120依據(jù)《水工鋼筋混凝土結(jié)構(gòu)學(xué)》提供公式（12-9）、（12-10）計(jì)算分配給T形截面的扭矩。腹板（腹板塑性抵抗距)9.50KN·m（12-9）翼板（受壓翼緣塑性抵抗距）9.70KN·m（12-10）e、判別是腹板否按彎剪扭構(gòu)件計(jì)算依據(jù)《水工鋼筋混凝土結(jié)構(gòu)學(xué)》提供公式（12-11）計(jì)算判別剪力承載力影響。0.35fcbh0＜KV時(shí)不能忽略剪力影響，否則可忽略（12-11）0.35fcbh0=0.35×1.35×180×435=38.092KNKV=1.2×101.842=122.21KN0.35fcbh0=38.092KN＜KV=122.21KN不能忽略剪力V影響。依據(jù)《水工鋼筋混凝土結(jié)構(gòu)學(xué)》提供公式（12-12）計(jì)算判別扭矩對(duì)承載力影響。0.175ftWt＜KT時(shí)不能忽略彎矩影響，否則可忽略。（12-12）0.175ftWt=0.175×1.35×1551080=3.505KN·mKT=11.39KN·m不能忽略扭矩T影響。故主梁腹板按剪扭構(gòu)件計(jì)算。f、剪扭構(gòu)件混凝土受剪扭承載力降低系數(shù)βt計(jì)算；依據(jù)《水工鋼筋混凝土結(jié)構(gòu)學(xué)》提供公式（12-13）計(jì)算1.007（12-13）計(jì)算腹板受剪箍筋依據(jù)《水工鋼筋混凝土結(jié)構(gòu)學(xué)》提供公式（12-14）計(jì)算（12-14）=0.519mm2/mm計(jì)算腹板抗扭箍筋依據(jù)《水工鋼筋混凝土結(jié)構(gòu)學(xué)》提供公式（12-15）計(jì)算，設(shè)計(jì)取ζ=1.2（12-15）mm2/mmg、腹板箍筋配置采用雙肢箍筋（n=2），則腹板單位長(zhǎng)度上所需單肢箍筋總截面面積為mm2/mm選用φ10（Asv1=78.5mm2)，則得箍筋間距取s=125mm=0.697%＞ρsv,min=0.20%滿足配筋要求h、腹板抗扭縱筋計(jì)算依據(jù)《水工鋼筋混凝土結(jié)構(gòu)學(xué)》提供公式（12-16）計(jì)算=mm2（12-16）滿足配筋要求因構(gòu)造要求，抗扭縱筋的間距不大于200mm或梁寬b，本車技主梁高500mm，除去上下層保護(hù)層30mm。縱筋布置范圍為440mm。將縱筋分4層布置在梁內(nèi)。上層：mm2,選用2φ12（AS=226mm2）中上層：mm2,選用2φ12（AS=226mm2）中下層：mm2,選用2φ12（AS=226mm2）下層：mm2,選用4φ25（AS=1964mm2）i、翼緣抗扭鋼筋計(jì)算受壓翼緣一般不計(jì)剪力V影響，按純扭計(jì)算。hcor=b-c=102-30=72bcor=h-2c-b=500-2×30-180=1340Acor=bcorhcor=96480ucor=2(bcor+hcor)=2824箍筋計(jì)算：依據(jù)《水工鋼筋混凝土結(jié)構(gòu)學(xué)》提供公式（12-17）計(jì)算（12-17）mm2/mm選用φ8（Asv1=50.3mm2)，則得箍筋間距為方便施工（和腹板協(xié)調(diào)），取s=125mm＜ρsv,min=0.20%配筋率過(guò)小，考慮到汽車造成荷載會(huì)對(duì)翼緣產(chǎn)生剪力與彎矩，本次設(shè)計(jì)由于時(shí)間短未對(duì)車輪荷載在板上的有效工作寬度做計(jì)算。產(chǎn)生此處配筋過(guò)小，在此將翼緣上箍筋配筋量加大，按最小配筋率配筋取φ14（Asv1=153.9mm2)，s=125mm。＞ρsv,min=0.20%此時(shí)滿足配筋要求縱筋計(jì)算：依據(jù)《水工鋼筋混凝土結(jié)構(gòu)學(xué)》提供公式（12-18）計(jì)算76.64（12-18）＜ρsv,min=0.20%不滿最小配筋率要求。按最小配筋率計(jì)算配筋面積考慮到翼板懸臂段較長(zhǎng)選則多根鋼筋8φ8（Asv1=402mm2)做交通橋主梁配筋圖附圖12-9附圖12-9交通橋主梁配筋圖附件十三工程量計(jì)算1方案一底欄柵式引水渠首工程量計(jì)算底欄柵式引水渠首主要建筑物有泄洪沖沙閘、欄柵堰、溢流側(cè)堰、上下游導(dǎo)流堤、下游左岸引水干渠。建筑工程費(fèi)概算表見附表13-1、金屬結(jié)構(gòu)及安裝工程費(fèi)見附表13-2附表13-1建筑工程費(fèi)概算表編號(hào)工程名稱單位數(shù)量單價(jià)合價(jià)一渠首工程萬(wàn)元429.911上游左岸導(dǎo)流堤元270951.33土方開挖m3873.9036.6031984.85土方回填m3108.5018.502007.25砂礫石導(dǎo)流堤填筑m32699.6818.5049944.03導(dǎo)流堤漿砌石護(hù)坡m3468.81320.00150019.20導(dǎo)流堤漿砌石防沖墻m386.80420.0036456.00止水m6.0090.00540.002上游右岸導(dǎo)流堤元69530.41土方開挖m3317.6036.6011624.16土方回填m367.5018.501248.75砂礫石導(dǎo)流堤填筑m3455.0018.508417.50導(dǎo)流堤漿砌石護(hù)坡m390.00320.0028800.00導(dǎo)流堤漿砌石防沖墻m336.00420.0015120.00止水m48.0090.004320.003下游右岸導(dǎo)流堤元171291.44土方開挖m3647.4036.6023694.84土方回填m3193.0018.503570.50砂礫石導(dǎo)流堤填筑m3702.6018.5012998.10導(dǎo)流堤漿砌石護(hù)坡m3240.00320.0076800.00導(dǎo)流堤漿砌石防沖墻m3118.40420.0049728.00止水m50.0090.004500.004溢流側(cè)堰元583541.56土方開挖m31090.1311.5012536.44土方回填m3557.6318.5010316.06墊層m3241.6328.006765.50砂礫石堰體填筑m31022.6318.5018918.56混凝土防沖面板m3207.00605.00125235.00上游面漿砌石防沖墻m390.00320.0028800.00續(xù)表附表13-1建筑工程費(fèi)概算表編號(hào)工程名稱單位數(shù)量單價(jià)合價(jià)下游面漿砌石護(hù)坦m3360.00460.00165600.00下游面漿砌石防沖墻m3127.50420.0053550.00大塊卵石拋填m31344.75120.00161370.00止水m5.0090.00450.005右岸連接平臺(tái)元141365.61土方開挖m3257.9611.502966.53土方回填m3110.5518.502045.24砂礫石平臺(tái)填筑m3821.1018.5015190.35導(dǎo)流漿砌石重力擋土墻m3175.70420.0073792.56導(dǎo)流漿砌石扭面m3144.66320.0046290.94止水m12.0090.001080.006溢流側(cè)堰與閘室連接平臺(tái)元205829.26土方開挖m3589.6511.506780.98土方回填m3342.5018.506336.25砂礫石平臺(tái)填筑m3479.3918.508868.73瀝青混凝臺(tái)面m39.83510.005010.75漿砌石防沖墻m369.75420.0029295.00漿砌石重力式擋土墻m3352.83420.00148187.55止水m15.0090.001350.007泄洪沖砂閘閘室段5孔元997998.21土方開挖m32006.4011.5023073.60土方回填m399.9718.501849.41墊層m3335.8828.009404.50消能工下游大塊石回填m3463.58120.0055630.08閘室鋼筋混凝土C25m3548.41690.00378401.52上游漿砌石護(hù)坦m3184.80320.0059136.00下游漿砌石護(hù)坦m3253.44320.0081100.80漿砌石防沖墻m3243.58420.00102305.28導(dǎo)水反濾層回填m3246.7545.0011103.84漿砌石隔水墻m321.75420.009135.00消能裙板支撐混凝土C25m3110.09690.0075960.72工作橋支墩鋼筋混凝土C25m312.38690.008539.44工作橋T形梁鋼筋混凝土C25m325.28690.0017440.44工作橋吊孔間支板鋼筋混凝土C20m31.65650.001073.80工作閘房m2178.00750.00133500.00交通橋T形梁鋼筋混凝土C25m324.29690.0016758.72續(xù)表附表13-1建筑工程費(fèi)概算表編號(hào)工程名稱單位數(shù)量單價(jià)合價(jià)交通橋混凝土抗磨層C10m36.55510.003339.07交通橋混凝土路肩人行道C15m37.04550.003872.00交通橋?yàn)r青混凝土路面混凝土m35.14510.002620.99止水m41.7090.003753.008進(jìn)水廊道閘室段元287932.47土方開挖m3926.1311.5010650.44土方回填m3103.6318.501917.06墊層m345.0028.001260.00消能工下游大塊石回填m3150.00120.0018000.00下游漿砌石護(hù)坦m3136.88420.0057487.50漿砌石廊道m(xù)3239.25420.00100485.55漿砌石防沖墻m386.88420.0036487.50導(dǎo)水反濾層回填m3123.5045.005557.50消能裙板支撐混凝土C25m338.08690.0026272.44交通橋鋼筋混凝土支墩C25m327.25690.0018802.50交通橋T形梁鋼筋混凝土C25m39.24690.006373.03交通橋混凝土抗磨層C10m32.49510.001269.79交通橋混凝土路肩人行道C15m32.68550.001472.45交通橋?yàn)r青混凝土路面混凝土m31.95510.00996.72止水m10.0090.00900.009擋砂平臺(tái)元34008.23土方開挖m378.0811.50897.90土方回填m333.0318.50611.11擋砂平臺(tái)填筑m396.3518.501782.38擋砂平臺(tái)漿砌石護(hù)面m363.85320.0020432.00漿砌石擋砂坎m320.20420.008484.84止水m20.0090.001800.0010左岸銜接段元477372.88土方開挖m31793.0011.5020619.50土方回填m3677.5718.5012535.02砂礫石平臺(tái)填筑m31797.5218.5033254.13暗渠段漿砌石m3181.93420.0076410.60明渠段變高漿砌石擋土墻m3350.98420.00147412.78渠道漿砌石底板m357.68460.0026532.80渠道下游扭面m357.66320.0018452.48上游漿砌石擋土邊墻m315.24420.006400.80續(xù)表附表13-1建筑工程費(fèi)概算表編號(hào)工程名稱單位數(shù)量單價(jià)合價(jià)上游扭面m330.50320.009760.00下游漿砌石擋土邊墻（兼做交通橋支墩）m382.30420.0034566.00下游扭面m342.85320.0013712.00導(dǎo)流堤護(hù)面m358.36320.0018675.87平臺(tái)漿砌石擋土墻m325.20420.0010584.00暗渠頂鋼筋混凝土蓋板C25m320.10690.0013869.00欄柵堰閘室鋼筋混凝土C25m344.91690.0030987.90止水m40.0090.003600.0011導(dǎo)流堤明渠0+000-0+034.2元169283.13土方開挖m3957.4636.6035042.93土方回填m3370.4018.506852.40砂礫石護(hù)堤填筑m3772.1618.5014284.96干渠漿砌石護(hù)面m3101.38320.0032440.32河床護(hù)面m377.35320.0024752.00上游漿砌石防沖墻4mm3105.73420.0044407.44下游漿砌石防沖墻2mm324.17420.0010153.08止水m15.0090.001350.0012導(dǎo)流堤明渠0+034.2-0+100元255052.90土方開挖m3925.7536.6033882.36土方回填m3207.9918.503847.77砂礫石護(hù)堤填筑m31478.1218.5027345.22干渠漿砌石護(hù)面m3374.86320.00119953.68河床護(hù)面m395.40320.0030526.71上游漿砌石防沖墻2mm352.40420.0022009.05下游漿砌石防沖墻1.5mm335.21420.0014788.12止水m30.0090.002700.0013導(dǎo)流堤明渠0+100-0+186.5元458958.02土方開挖m31230.9536.6045052.59土方回填m3194.6318.503600.56砂礫石護(hù)堤填筑m31653.7618.5030594.54干渠漿砌石護(hù)面m3492.78320.00157689.87河床護(hù)面m3122.50320.0039200.20下游漿砌石防沖墻1.5mm396.53420.0040544.28止水m35.0090.003150.0014明渠0+186.5-0+256.8元139125.99土方開挖m3177.1636.606483.91續(xù)表附表13-1建筑工程費(fèi)概算表編號(hào)工程名稱單位數(shù)量單價(jià)合價(jià)砂礫石護(hù)堤填筑m3797.9818.5014762.56干渠漿砌石護(hù)面m3359.94320.00115179.52止水m30.0090.002700.0015導(dǎo)流堤0+186元105107.38土方開挖m3271.1736.609924.82土方回填m3176.8518.503271.73砂礫石護(hù)堤填筑m31107.6318.5020491.16河床護(hù)面m3108.06320.0034578.28下游漿砌石防沖墻1.5mm387.72420.0036841.39止水m30.0090.002700.00附表13-2金屬結(jié)構(gòu)及安裝工程概算表編號(hào)工程名稱單位數(shù)量單價(jià)合價(jià)（）設(shè)備費(fèi)安裝費(fèi)設(shè)備費(fèi)安裝費(fèi)一渠首工程萬(wàn)元95.9314.741泄洪沖砂閘閘室段5孔元466530.00109525.5平面鋼閘門制造t18.7013000.00243100.00平面剛閘門安裝t18.702600.0048620.00平面剛閘門埋件制造t5.008500.0042500.00平面剛閘門埋件安裝t5.003134.6015673.00卷?yè)P(yáng)式啟閉機(jī)QPQ2×5臺(tái)5.0036186.00180930.00卷?yè)P(yáng)式啟閉機(jī)QPQ2×5安裝臺(tái)5.009046.5045232.502欄柵堰2孔元46904.0011102.32平面鋼閘門制造t2.2413000.0029120.00平面剛閘門安裝t2.242600.005824.00平面剛閘門埋件制造t1.208500.0010200.00平面剛閘門埋件安裝t1.203134.603761.52螺桿式啟閉機(jī)3T臺(tái)2.003792.007584.00螺桿式啟閉機(jī)3T安裝臺(tái)2.00758.401516.803裙板制安t45.683713.07445.57222417.7226690.224柵條t0.093713.07445.57343.9241.275鋼筋制按t25.658700.00223127.34由上述計(jì)算知底欄柵式引水渠首造價(jià)540.58萬(wàn)元2方案二攔河閘壩式引水渠首工程量計(jì)算攔河閘壩式引水渠首主要建筑物有泄洪沖沙閘、進(jìn)水閘、溢流側(cè)堰、上下游導(dǎo)流堤、下游左岸引水干渠。建筑工程費(fèi)概算表見附表13-3、金屬結(jié)構(gòu)及安裝工程費(fèi)見附表13-4附表13-3建筑工程費(fèi)概算表編號(hào)工程名稱單位數(shù)量單價(jià)和價(jià)一渠首工程萬(wàn)元443.281上游左岸導(dǎo)流堤元290231.90土方開挖m3917.6036.6033584.09土方回填m3113.9318.502107.61砂礫石導(dǎo)流堤填筑m32834.6618.5052441.23導(dǎo)流堤漿砌石護(hù)坡m3492.25320.00157520.16導(dǎo)流堤漿砌石防沖墻m391.14420.0038278.80止水m70.0090.006300.002上游右岸導(dǎo)流堤元69820.93土方開挖m3333.4836.6012205.37土方回填m370.8818.501311.19砂礫石導(dǎo)流堤填筑m3477.7518.508838.38導(dǎo)流堤漿砌石護(hù)坡m394.50320.0030240.00導(dǎo)流堤漿砌石防沖墻m337.80420.0015876.00止水m15.0090.001350.003下游右岸導(dǎo)流堤元181971.01土方開挖m3679.7736.6024879.58土方回填m3202.6518.503749.03砂礫石導(dǎo)流堤填筑m3737.7318.5013648.01導(dǎo)流堤漿砌石護(hù)坡m3252.00320.0080640.00導(dǎo)流堤漿砌石防沖墻m3124.32420.0052214.40止水m76.0090.006840.004溢流側(cè)堰元735704.45土方開挖m31362.6611.5015670.55土方回填m3697.0318.5012895.08墊層m3302.0328.008456.88砂礫石堰體填筑m31278.2818.5023648.20混凝土防沖面板m3258.75605.00156543.75上游面漿砌石防沖墻m3112.50320.0036000.00下游面漿砌石護(hù)坦m3450.00460.00207000.00下游面漿砌石防沖墻m3159.38420.0066937.50大塊卵石拋填m31680.94120.00201712.50止水m76.0090.006840.00續(xù)表附表13-3建筑工程費(fèi)概算表編號(hào)工程名稱單位數(shù)量單價(jià)和價(jià)5右岸連接平臺(tái)元154139.89土方開挖m3270.8611.503114.85土方回填m3116.0818.502147.51砂礫石平臺(tái)填筑m3862.1618.5015949.87導(dǎo)流漿砌石重力擋土墻m3184.48420.0077482.18導(dǎo)流漿砌石扭面m3151.89320.0048605.48止水m76.0090.006840.006溢流側(cè)堰與閘室連接平臺(tái)元208529.26土方開挖m3589.6511.506780.98土方回填m3342.5018.506336.25砂礫石平臺(tái)填筑m3479.3918.508868.73瀝青混凝臺(tái)面m39.83510.005010.75漿砌石防沖墻m369.75420.0029295.00漿砌石重力式擋土墻m3352.83420.00148187.55止水m45.0090.004050.007泄洪沖砂閘閘室段5孔元1158148.0土方開挖m32326.2611.5026752.00土方回填m3115.9018.502144.24墊層m3389.4228.0010903.77消能工下游大塊石回填m3537.49120.0064498.64閘室鋼筋混凝土C25m3635.84690.00438726.40上游漿砌石護(hù)坦m3214.26320.0068563.48下游漿砌石護(hù)坦m3293.84320.0094029.91漿砌石防沖墻m3282.42420.00118614.82導(dǎo)水反濾層回填m3286.0945.0012874.02漿砌石隔水墻m325.22420.0010591.30消能裙板支撐混凝土C25m3127.64690.0088070.40工作橋支墩鋼筋混凝土C25m314.35690.009900.80工作橋T形梁鋼筋混凝土C25m329.31690.0020220.80工作橋吊孔間支板鋼筋混凝土C20m31.92650.001244.99工作閘房m2206.38750.00154782.61交通橋T形梁鋼筋混凝土C25m328.16690.0019430.40交通橋混凝土抗磨層C10m37.59510.003871.39交通橋混凝土路肩人行道C15m38.16550.004489.28交通橋?yàn)r青混凝土路面混凝土m35.96510.003038.83止水m60.0090.005400.008進(jìn)水閘段元125475.56續(xù)表附表13-3建筑工程費(fèi)概算表編號(hào)工程名稱單位數(shù)量單價(jià)和價(jià)土方開挖m3370.4511.504260.18土方回填m3569.9418.5010543.84閘室鋼筋混凝土C25m336.00690.0024840.00墊層m339.6028.001108.80導(dǎo)水反濾層回填m3108.6845.004890.60交通橋鋼筋混凝土支墩C25m325.18690.0017374.20交通橋T形梁鋼筋混凝土C25m39.42690.006502.34交通橋混凝土抗磨層C10m32.54510.001295.55交通橋混凝土路肩人行道C15m32.73550.001502.33交通橋?yàn)r青混凝土路面混凝土m31.99510.001016.94工作橋T形梁鋼筋混凝土C25m311.72690.0020220.80工作橋吊孔間支板鋼筋混凝土C20m30.77650.001244.99工作閘房m238.50750.0028875.00止水m20.0090.001800.009擋砂平臺(tái)元38129.05土方開挖m385.8911.50987.69土方回填m336.3418.50672.22擋砂平臺(tái)填筑m3105.9818.501960.62擋砂平臺(tái)漿砌石護(hù)面m370.24320.0022475.20漿砌石擋砂坎m322.22420.009333.32止水m30.0090.002700.0010左岸銜接段元583253.13土方開挖m32636.0011.5030314.00土方回填m3705.6718.5013054.87砂礫石平臺(tái)填筑m31617.7718.5029928.72明渠段變高漿砌石擋土墻m3280.79420.00117930.22渠道漿砌石底板m3126.90460.0058372.16渠道下游扭面m357.66320.0018452.48上游漿砌石擋土邊墻m315.24420.006400.80上游扭面m330.50320.009760.00下游扭面m342.85320.0013712.00導(dǎo)流堤護(hù)面m358.36320.0018675.87消力池m3627.60420.00263592.00止水m34.0090.003060.