水利工程施工課程設(shè)計(jì)模板

水利工程施工》課程計(jì)算說明書1基本資料大渡河上某水電工程采用單戧立堵進(jìn)占，河床的剖面圖見圖1。戧堤處水位~流量關(guān)系見表1和圖2。戧堤端部邊坡系數(shù)n=1，截流戧堤兩側(cè)的邊坡為1:1.5。截流材料采用當(dāng)?shù)氐闹辛：谠贫L花崗巖，容重為26KN/m3。該工程采用左右岸各布置一條導(dǎo)流洞導(dǎo)流，左、右導(dǎo)流隧洞聯(lián)合泄流的上游水位和泄流流量關(guān)系見表2和圖3。7bL..injeS涮[\) /■riiiii號(hào)腮「：3■1!41■—hkJ■—11rh■1￡nF■n■JN1*aJi■圖1河床剖面圖圖2戧堤處水位?流量關(guān)系曲線表1戧堤處水位?流量關(guān)系流量（m3/s）2503174105001000水位（m）952.15952.71953.48954.00955.8764m{位水游上960―?—64m{位水游上960―?—系列1954500 1000流量（m3/s）1500圖3上游水位?泄流量關(guān)系曲線表2 上游水位?泄流量關(guān)系泄流流量（m3/s）01503004108001400 :上游水位（m）953.00955.40957.03958.00960.66964.12截流設(shè)計(jì)流量Q=312m3/s。*952.71設(shè)計(jì)流量下的下游水位：Z下= 一952.15*（312_250）952.15=952?67m317—250 一設(shè)計(jì)流量下的上游水位：Z 95L957.03*（312300）.957.03957.14m410—300由資料得到河床底部高程為951.00m，則由計(jì)算得戧堤高度為：ZZZ嚴(yán)-安全超高二957.14-951-1二8m戧 上 底龍口初始寬度由資料得為48.2m。計(jì)算時(shí)不考慮戧堤滲透流量和上游槽蓄流量。截流設(shè)計(jì)是施工導(dǎo)流設(shè)計(jì)重要組成部分，其設(shè)計(jì)過程比較復(fù)雜，目前我國水利水電工程截流多采用立堵截流，本次設(shè)計(jì)按立堵截流設(shè)計(jì)，有多種設(shè)計(jì)方法。其設(shè)計(jì)分為：截流水力計(jì)算、截流水力分區(qū)和備料量設(shè)計(jì)。截流設(shè)計(jì)流量的確定，通常按頻率法確定，也即根據(jù)已選定的截流時(shí)段，采用該時(shí)段內(nèi)一定頻率的某種特征流量值作為設(shè)計(jì)流量。一般地，多采用截流時(shí)段5%~10%的月平均或者旬平均流量作為設(shè)計(jì)標(biāo)準(zhǔn)。截流的水力計(jì)算中龍口流速的確定采用圖解法計(jì)算。2截流的水力計(jì)算（圖解法）2.1繪制分流曲線Qd~Z上由資料得分流曲線圖如下：966圖3.分流曲線964962)m(960956位水958954952H 1 1 10 500 1000 1500流量(m3/s)T-系列12.2繪制上游水位與龍口流量關(guān)系曲線一般情況下，截流設(shè)計(jì)流量Q0由四部分組成Qo=Q+Qd+Qs+Qac （2）式中Q——龍口流量；Qd——分流量（分流建筑物中通過的流量）；Qs 戧堤滲透流量；Qac——上游河槽中的調(diào)蓄流量。如QacQs不計(jì)算，則有：Qo=Q+Qd （3）由計(jì)算得：表3?上游水位與相應(yīng)流量表上游水位Zt（m）上落差Z（m）設(shè)計(jì)流量Q（m/s）分流流量Q（m/s）s龍口流量q（m/s）g9530.333120312953.81.1331250262954.61.93312100212955.42.73312150162955.943.27312200112956.493.8231225062957.034.3631230012圖4.上游水位與龍口流量關(guān)系曲線2.2.繪制龍口泄水曲線Qg?f(B,Z)龍口泄水能力計(jì)算按照寬頂堰公式計(jì)算：QmB2gH0i.5式中m——流量系數(shù):z)rz|i-當(dāng)一:::0.3，為淹沒流，mH0Z當(dāng)_ 0.3，為非淹沒流，m二0?385總 ■HoJHoB――龍口平均過水寬度三角形斷面:B二nHH0——龍口上游水頭梯形斷面：H0二Z Z上 底三角形斷面：H0=Z上_Z底一nHB_0.5B,'n其中Z-龍口上下游水位差hb-戧堤咼度（8m）n-戧堤端部邊坡系數(shù)，取n=l.0Z上龍口上游水位Z河道底板咼程（951m）因戧堤高度為8m，通過計(jì)算，得到當(dāng)龍口寬度B>16m時(shí)，龍口斷面為梯形斷面，當(dāng)B<16m時(shí)，龍口斷面為三角形斷面。計(jì)算過程如下：表4?斷面計(jì)算過程表Z上Z底H0（梯形斷面）落差Z(m)Z/H0mH0（三角形斷面）B=12H0（三角形斷面）Qg=8H0（三角形斷面）Qg=495395120.330.1650.3391790-2-4953.89512.81.130.4035710.3850.8-1.2-3.2954.69513.61.930.5361110.3851.6-0.4-2.4955.49514.42.730.6204550.3852.40.4-1.6955.949514.943.270.6619430.3852.940.94-1.06956.499515.493.820.6958110.3853.491.49-0.51957.039516.034.360.7230510.3854.032.030.03計(jì)算結(jié)果如下：表5.龍口流量、龍口寬度及上游水位關(guān)系表48.2045.0040.0035.0030.0025.0020.0016.0012.008.004.00953145.35131.75110.5089.2568.0046.7525.508.500.000.000.00953.8279.69254.11214.16174.20134.2594.2954.3422.376.390.000.00954.6417.06379.78321.53263.29205.04146.7988.5441.9418.640.000.00955.4576.14525.76447.06368.35289.64210.93132.23—69.2637.786.300.00955.94695.5635.57541.94448.31354.68261.05167.4192.5155.0617.600.00956.49826.89756.69646.99537.29427.60317.90208.20120.4576.5732.690.00957.03965.48884.67758.40632.12505.85379.58253.30152.29101.7851.270.76根據(jù)列表的結(jié)果繪制各曲線圖如下：圖5.龍口流量、龍口寬度及上游水位關(guān)系曲線2.3龍口流速V及拋填粒徑計(jì)算由連續(xù)方程可得龍口流速計(jì)算公式為Q:―——Bh淹沒流時(shí)：h二hs,hs――龍口底板以上的下游水深非淹沒流時(shí)：h二he，he――龍口斷面的臨界水深即淹沒出流時(shí)：對(duì)于梯形斷面：h=hsnH0.5B對(duì)三角形斷面：h二hs_—b 。n非淹沒出流時(shí)：對(duì)于梯形斷面：h二he對(duì)三角形斷面：he5 ,n2g由《水力學(xué)》等腰梯形斷面臨界水深計(jì)算：

1/3hci-1gb2S2nJChci-1gb2b」 （L12…，n）1,mhcLb當(dāng)（h』1hj）滿足某給定精度要求時(shí)，hci1即為所求的臨界水深。得：表6?臨界水深試算表龍口寬度hl龍口流量平均寬度b「Q2■!1/31莎21h1/bhchc-h11.84263.434.981.790.051.76-0.07746.91.76263.434.981.790.051.760.0041.762263.434.981.790.051.760.0021.764263.434.981.790.051.760.000451.89259.7231.841.890.061.85-0.0351.85259.7231.841.890.061.860.0061.856259.7231.841.890.061.860.000402245.9127.052.030.071.98-0.0161.98245.9127.052.030.071.980.0041.985245.9127.052.030.071.98-0.0011.984245.9127.052.030.071.980.000352229.7422.312.210.092.140.1442.1229.7422.312.210.092.140.0402.14229.7422.312.210.102.14-0.0012.139 ]229.7422.312.210.102.140.000302209.3517.642.430.112.340.3372.3209.3517.642.430.132.320.0232.31209.3517.642.430.132.320.0122.322209.3517.642.430.132.320.000252.5183.5513.082.720.192.540.0422.54183.5513.082.720.192.54-0.0012.539183.5513.082.720.192.540.000203153.678.613.190.352.82-0.1782.81153.678.613.190.332.840.0342.84153.678.613.190.332.840.000拋石截流計(jì)算的主要任務(wù)是確定拋投體的尺寸和重量，而拋投塊的穩(wěn)定計(jì)算國內(nèi)外廣泛采用的是伊茲巴什公式，即V=k .dM7;故由計(jì)算可得龍口流速與拋填粒徑，圖解法計(jì)算成果表如下:表7.圖解法計(jì)算成果表龍口寬度(m)上游水位(m)落差(m)龍口流量(QA3/s)上游水頭H0(m)Z/H0流態(tài)平均寬度B(m)h龍口流速(m/s)拋石粒徑(m)48.2953.781.11263.42.780.40—34.981.764.160.3845953.841.17259.722.840.41梯形非淹31.841.864.390.4340954.051.38245.913.050.4527.051.984.590.4735954.311.64229.743.310.5022.312.144.810.5130954.641.97209.353.640.54沒流17.642.325.120.5825955.082.41183.554.080.5913.082.545.520.6820955.612.94153.674.610.648.612.846.280.8716956.083.4198.965.080.67三角形非淹沒流5.084.574.260.4012956.383.7171.933.381.103.384.024.030.368956.734.0640.491.732.351.733.203.250.234957.114.442.930.1140.360.111.122.840.18由計(jì)算表格繪制龍口寬度、龍口流速、拋填粒徑關(guān)系曲線如下:圖6.龍口寬度與龍口流速關(guān)系曲線圖7.龍口寬度與拋填材料粒徑關(guān)系曲線

2.4選擇截流材料分區(qū)由資料查得：(見《施工截流與基坑排水》I型塊石 <250kg;II型塊石——250?500kg;III型塊石 >500kg;IV型塊石一一2?15t,最大至20t.計(jì)算如下：表8.截流材料分區(qū)計(jì)算表龍口寬度(m)龍口流速(m/s)拋石粒徑重量(kN)質(zhì)量(kg)分區(qū)48.24.160.38746.6376.11I區(qū)454.390.431048.22106.85404.590.471380.38140.71354.810.511829.26186.47305.120.582640.31269.14II區(qū)255.520.684190.00427.12206.280.879076.99925.28III區(qū)164.260.40882.2289.93I區(qū)124.030.36631.2064.3483.250.23173.6317.7042.840.1877.317.88由于該工程為雙向進(jìn)占，故把龍口的的寬度分為七個(gè)部分，材料分為三個(gè)區(qū)，如表7所示。每個(gè)寬度段中取其最大流速，得到相應(yīng)的材料粒徑。把材料近似的看作球形，通過球的計(jì)算公式得到材料的體積，再乘以容重，得到單個(gè)材料重量。材料的儲(chǔ)備量的