城市燃?xì)夤芫W(wǎng)的水力計算方案

城市燃?xì)夤芫W(wǎng)的水力計算方案1.1管材的選定普通無縫鋼管、聚乙烯PE管1.2管線布置管線布網(wǎng)沿城市道路布置燃?xì)夤芫W(wǎng)，并與城市氣源相連，根據(jù)城市道路的分布情況，布置8個環(huán)路區(qū)域，并以此對管網(wǎng)進(jìn)行編號，編號后所形成的8個環(huán)路區(qū)域分別是AIBCDJA、BCEFB、DCEGKD、EFHGE對以上8種區(qū)域分別定為I、II、III、IV、V、VI、VII、VIII回路。1.3環(huán)路的面積及周長的統(tǒng)計根據(jù)CAD命令對以上區(qū)域進(jìn)行統(tǒng)計和計算各自的面積和周長環(huán)路的面積及周長統(tǒng)計如下表：表1.1環(huán)路面積及周長統(tǒng)計表環(huán)路名稱環(huán)路面積（m2）環(huán)路周長（m）I12546005248III4947003106IV11016004855V10888504355VI9945503998VII10238254355VIII153255055691.4每人每小時的高峰小時用氣量=0.041Nm3/(人·h)1.5計算各環(huán)單位長度的途瀉流量計算各環(huán)內(nèi)的最大小時用氣量（以面積、人口密度和每人每小時的最大用氣量相乘）然后除以環(huán)周長。各環(huán)管段單位長度途瀉流量見下表表1.2中壓管道單位長度途泄流量表環(huán)號面積（㎡）居民數(shù)（人）平均的最大小時用氣量〔m3/(人·h)〕本環(huán)供氣量（m3/h）環(huán)周邊長（m）單位長度途泄流量〔m3/(m·h)〕I1385925296400.041121560330.201II1254600267900.041109852480.209III494700106400.04143631060.140IV1101600235600.04196648550.199V1088850233700.04195843550.220VI994550212800.04187239980.218VII1023825218500.04189643550.206VIII1532550328700.041134855690.2421.6計算各管段的計算流量1)在管網(wǎng)的計算簡圖上將各管段依次編號，在供氣點最遠(yuǎn)處，假定零點位置H點，同時決定氣流方向2)計算各管段的途瀉流量。3)計算各管段的轉(zhuǎn)輸流量，計算由零點開始，與氣流相反的方向推算到供氣點4)計算各管段的計算流量：Q=0.55Q1+Q2表1.3中壓管網(wǎng)各管段計算流量表環(huán)號管段號管段長度L（m）管段長度途泄流量〔m3/(m·h)〕流量附注途泄流量Q10.55Q1轉(zhuǎn)輸流量Q2計算流量QI1-26430.20112971230923802-322850.201459253205623091-621420.201+0.209=0.4108784834539366-73930.201+0.140=0.341134744715453-75710.201+0.199=0.400228126471597II1-621420.209+0.201=0.4108784834539361-46780.209142787328104-515350.2093211765567325-68930.209187103453556III6-73930.140+0.201=0.341134744715457-99640.140+0.199=0.3393271807629429-106430.140+0.218=0.3582301274355626-1011070.14015585435520IV3-75710.199+0.201=0.4002281264715977-99640.199+0.140=0.3393271807629428-914990.199+0.220=0.41962834576211073-818210.19936219912601459V8-914990.220+0.199=0.41962834576211079-148210.220+0.218=0.43836019876396114-1513210.220+0.242=0.462610336674038-157140.2201578667153VI9-148210.218+0.220=0.4393601987639619-106430.218+0.140=0.35823012743556210-1314990.218+0.206=0.4246363509844814-1310350.218+0.242=0.46047626298360VII10-1314990.206+0.218=0.4246363509844810-116430.2061327334942211-1212500.20625814220734912-139640.20619910998207VIII14-1310350.242+0.218=0.4604762629836014-1513210.242+0.220=0.4626103366740313-162860.242693825729516-1719280.242467257025715-1710000.2422421330133從氣源至1點距離為1595m，計算流量為4162Nm3（h）1.7初步選擇各管段管徑局部阻力損失取沿程摩擦阻力損失的10％。中壓壓燃?xì)夤艿浪τ嬎愎剑菏街校琍1--燃?xì)夤艿榔瘘c的絕對壓力（kpa）；P2--燃?xì)夤艿澜K點的絕對壓力（kpa）；L--燃?xì)夤艿烙嬃块L度（km）；Z--壓縮分子，本設(shè)計燃?xì)鈮毫π∮?.2Mpa，Z取1。（參考燃?xì)夤こ淘O(shè)計手冊）根據(jù)指導(dǎo)書，門站出站壓力為0.4Mpa，燃?xì)夤艿罏榇胃邏築燃?xì)夤艿?，管道末端壓力?.46Mpa。預(yù)定沿程阻力的單位長度計算壓力降，取局部阻力損失為沿程阻力損失的10％，經(jīng)計算，由氣源至零點的平均距離為9469m。則沿程阻力的單位長度計算壓力降為：查【燃?xì)夤こ淘O(shè)計手冊】，根據(jù)初步流量分配及沿程阻力的單位長度計算壓力降選擇各管段的管徑。選定管徑后，根據(jù)內(nèi)插法求出該管段的實際沿程阻力單位長度壓力降。然后計算各環(huán)的閉合差，即閉合差的允許值在10％以內(nèi)，超過10％的應(yīng)進(jìn)行校正計算。因為天然氣的密度為0.7424kg/Nm3，故在查燃?xì)夤艿浪τ嬎銏D表時，需進(jìn)行修正，即選定管徑后，由圖查得管段的值，求出全部列于中壓環(huán)網(wǎng)水力計算表中。根據(jù)公式計算式中—環(huán)網(wǎng)內(nèi)各管段壓力平方差(（)；—環(huán)網(wǎng)內(nèi)各管段壓力平方差絕對值(（)；—工程計算的精度要求，一般<10%。代入數(shù)據(jù)，計算結(jié)果見水力計算表。表1.4中壓環(huán)網(wǎng)水力計算環(huán)號管段初步計算管段號鄰環(huán)號長度管段流量管徑單位壓力降管段壓力降△p/QI1-2-6432380D219×72.818130.762-3-22852309D219×72.864212.781-6II2142-9361251.5-963910.36-7III393-5451001.1-16112.963-7IV571597100634265.7441022.5417.90%II1-6I2142-9361251.5-963910.31-4-678810125427193.364-5-1535732125345596.235-6-893556100544387.98207727.879.70%III6-7I3935451001.116112.967-9IV9649421251.745121.799-10VI643562100532025.76-10-1107-5201001.3-47719.18455422.6232.30%IV3-7I571597100634265.747-9III9649421251.745121.798-9V1499-11071502.5-37773.413-8-1821-14591503.9-70291.82-286918.7615.30%V8-9IV149911071502.537773.419-14VI8219611252.822992.3914-15VII836999.188-15-714-153703.6-257016.8720531.858.40%VI9-14V821-9611252.8-22992.399-10III643562100532025.710-13VI4512711.4414-13VIII1035-3601002.2-23086.41377225.9428.80%VII10-13VI1499-4481003.4-512711.4410-11-6434221002.918651.4211-12-12503491002.126007.4512-13-964207803286313.83220137.417.70%VIII14-13VI10353601002.223086.4114-15V1321-4031002.8-36999.1813-16-286295805.916995.7616-17-1928257804773130.0815-17-1000-133702.8-275020.68546972.1130.10%1.8校正流量計算根據(jù)公式計算(4-05)式中—鄰環(huán)校正流量的第一個近似值；—與該鄰環(huán)共用管段的值。代入數(shù)據(jù)，計算結(jié)果見水力計算校正表。一次流量校正計算一次校正計算二次流量校正計算二次計算△Qˊ△Q"△Q=△Qˊ+△Qˊ管段校正流量△Qn校正后管段流量Qˊ△pˊ/L管段壓力降△pˊ考慮局部阻力后壓力損失1.1△pˊ?Q'?Q"?Q管段校正流量校正后管段流量△pˊ/L管段壓力降考慮局部阻力后壓力損失1.1-10.39-12.32-22.71-22.712357.292.71736.11909.71-9.493.12-6.37-6.372350.922.71736.11909.71-22.212286.792.76169.56786.45-6.372280.422.76169.56786.4521.22-911.781.4-9421.8-10367.2811.44-897.341.1-8782.2-9660.42-18.92-563.921.2-1650.6-1815.66-10.04-573.961.8-1886.4-2075.0433.38630.386.23540.23891.22-39.04591.34528553140.5370.4921.60%0.43%-42.59-3.84-46.43-21.22-960.221.7-10067.4-11071.14-17.27-3.54-20.81-11.44-971.661.8-10281.6-11309.76-46.43763.573.82576.42831.04-20.81742.762.972013.662215.026-46.43685.572.74141.54558.95-20.81661.762.383653.34018.63-46.43509.571.74197.14616.81-20.81488.761.083643.444007.784850.6-971.21.10%1.96%-115.04-3.79-118.8318.92563.921.21650.61815.66-5.579.243.6710.04573.961.351709.551880.505-150.13791.872.72602.82863.08-29762.872.542448.562693.41627.01589.015.13279.33607.23-22.88566.131.883137.843451.624-118.83-638.836.6-7306.2-8036.823.67-635.166.58-7281.06-8012.466226.511.891.50%0.08%87.39-56.0931.3-33.38563.625.83311.83642.9847.08-11.4132.6739.04602.665.993420.293762.319150.131092.135.14916.45408.04291121.135.375176.685691.348170.16-936.842-2998-3297.878.27-858.571.63-2443.37-2687.70731.3-1427.73.7-6737.7-7411.4732.67-1395.033.17-5772.57-6349.827-1507.5381.038.40%2.27%-129.47-9.39-138.86-170.16936.841.82698.22968.02-57.1411.54-45.6-78.27858.571.532293.472522.8176.98967.982.82298.82528.68-72.15895.832.331912.932101.223-71.65331.351.72245.72470.27-60.53270.821.341770.141947.154-138.86-291.866.3-4498.2-4948.02-45.6-337.466.95-4962.3-5458.532741.51011.2423.40%9.27%-83.09-62.75-145.84-6.98-967.982.9-2380.9-2618.9915.7310.8226.5572.15-895.831.1-3366.1-3702.71-27.01531.991.12636.32899.9322.88557.871.452861.353147.485-86.79361.211.72548.32803.1355.58416.792.974452.034897.233-78.63-438.633.3-3415.5-3757.0511.62-427.013.03-3136.05-3449.655-611.8811.235.60%5.87%-33.63-25.42-59.0586.79-361.211.7-2548.3-2803.13-33.681.6-29.08-55.58-416.792.6-3897.4-4287.14-59.05362.951.71093.11202.41-29.08333.871.861195.981315.578-59.05289.951.316251787.5-29.08260.871.191487.51636.25-59.05147.951.31253.21378.52-29.08118.871.191147.161261.8761423-66.7621.80%0.85%-43.34-23.87-67.2178.63438.633.33415.53757.0521.21-6.2811.93-11.62427.012.973073.953381.34571.65-331.352.6-3431.6-3778.0660.53-270.821.23-1621.83-1787.313-67.21227.792.7772.2849.4211.93242.721.231209.781330.758-67.21189.791.83470.43817.4411.93201.722.975726.166298.776-67.21-200.217-7000-770011.93-185.286.57-6570-7227-2776.51815.0615.30%9.97%1.5水力計算校正管段號額定流量同時工作系數(shù)計算流量管段長度L1管徑d局部阻力系數(shù)∑ξl2當(dāng)量長度L2計算長度L單位長度壓力損失△p/L△P管段終始端標(biāo)高差△H附加壓頭管段實際壓力損失管段局部阻力系數(shù)計算及其他說明1/20.710.71.2157.70.2581.98663.18661.8582.2296-1.2-6.39248.62290°直角彎頭ξ=2.2，三通分流ξ=1.5，旋塞=ξ1.02/32.712.70.9156.60.9956.5677.46715.76511.18850011.188590°直角彎頭ξ=2.2*33/42.712.70.8158.40.9958.3589.15815.76512.6120012.61290°直角彎頭ξ=2.2*2，旋塞ξ=44/52.712.73251.350.9951.343251.343251.1923.576315.981-12.405三通直流ξ=15/65.40.563.02432511.1151.1151.1151.4611.383315.981-11.598三通直流ξ=16/78.10.443.56432511.3141.3141.3141.7075.121315.981-10.86三通直流ξ=17/810.80.381.10432511.5131.5131.5131.95.7315.981-10.281三通直流ξ=18/913.50.351.72532511.7421.7421.7421.925.76315.981-10.221三通直流ξ=19/1016.20.315.02232511.8511.8511.8511.965.88315.981-10.101三通直流ξ=110/1118.90.295.48132512.022.025.0226315.981-9.981三通直流ξ=111/1221.60.275.83232512.152.155.151.985.94315.981-10.041三通直流ξ=112/1321.30.266.31832512.3292.3295.32926315.981-9.981三通直流ξ=113-14270.256.7532512.4882.4885.4883.29.6315.981-6.381三通直流ξ=114-1529.70.247.12832512.6272.6275.6273.39.9315.981-6.081三通直流ξ=115-1632.40.247.77632512.8662.8665.8663.811.4315.981-1.581三通直流ξ=116-1735.10.238.0733321.352.9761.01767.01761.8565.568315.981-10.413三通直流ξ=1，管道變徑17-1837.80.238.69433213.2053.2056.2051.9345.802315.981-10.179三通直流ξ=118-1940.50.228.9133213.2843.2846.2842.0116.033315.981-9.948三通直流ξ=119-2043.20.229.50433213.5033.5036.5032.2566.768315.981-9.213三通直流ξ=120-2145.90.2210.09833213.7223.7226.7222.5597.677315.981-8.304三通直流ξ=121-2248.60.2210.69233213.9413.9416.9412.6758.025315.981-7.956三通直流ξ=122-2351.30.2110.77333213.9713.9716.9712.8218.463315.981-7.518三通直流ξ=123-24540.2111.343401.351.185.6438.6431.935.79315.981-10.191三通直流ξ=1，管道變徑24-2556.70.2111.90734011.3891.3897.3892.1126.336315.981-9.645三通直流ξ=125-2659.40.2112.47434011.5981.5987.5982.1326.396315.981-9.585三通直流ξ=126-2762.10.212.4234011.5781.5787.5782.336.99315.981-8.991三通直流ξ=127-2861.80.212.9634011.7771.7777.7772.567.68315.981-8.301三通直流ξ=128-2967.50.213.534011.9761.9767.9762.7728.316315.981-7.665三通直流ξ=129-3070.20.211.