滴灌系统水力计算公式(沐禾)

序号参数值序号参数名称参数值155土壤湿润比p(%)652506设计灌水定额m(mm)/(m3/亩)31.62/21.0830.957设计灌水周期T(d)6.51.水量平衡计算公式（以地定水）：Q=10*Ia*A/ηt1.水量平衡计算公式(以水定地）：A=Qηt/10*Ia2.设计灌水定额计算公式m=0.1γzp(θmax-θmin)/η3.设计灌水周期T=(m/Ia)*η4.一次灌水延续时间t=m*Se*Sl/qdη灌溉水利用系数0.95常数10Ia设计耗水强度mm/d5.0Q,m3/h13.8已知灌溉面积求m(m3/亩)21.09求Q108.80求m(mm)31.626.68求tt一次灌水延续时间22田间持水率θ田25.5求Tη灌溉水利用系数0.95θmin为田间最大持水率的65%65A灌溉面积,hm250.53θmax为田间最大持水率的90%90qd滴头设计流量L/h3Ia设计耗水强度mm/d4.5P设计土壤湿润比65.00%Sl毛管间距m1.231.62常数10Z土壤计划湿润层深度m0.5Se滴头间距m0.3系统设计参数表参数名称灌溉补充强度Ia(mm/d)系统初定总供水流量Q(m3/h)灌溉水有效利用率η已知灌溉面积γ土壤容重g/cm31.45m设计灌水定额(mm)流量偏差率[qv]0.2水头偏差率[hv]0.4123.88一次灌水延续时间t(h/组)4灌水小区允许的偏差率1.水量平衡计算公式(以水定地）：A=Qηt/10*Iat一次灌水延续时间22求灌溉面积，亩6.27单项s(单孔间距m)qd单孔流量(L/h)d(管内径mm)N(多孔数)系数沿程水损(m)总水损(m)灌水小区允许水头偏差(m)多孔管(16毛管)0.32.4016.01674684000.6260.6894.12多孔管(32PE软管--辅管)1.2800.030.4650.510.3330.3664.12地埋PVC管Q(管流量L/h)D(内径mm)L(管长m)沿程水损(m)总水损(m)流速(m/s)合理性判断237.60.0000.000.000190.20.0000.000.000190.20.0000.000.000190.20.0000.000.000190.20.0000.000.0001520.0000.000.0001520.0000.000.0001520.0000.000.0001520.0000.000.000104.60.0000.000.000104.60.0000.000.000PVC管（0.63MPa）滴灌系统水损计算表田间管网水利计算表104.60.0000.000.000104.60.0000.000.000104.60.0000.000.00084.40.0000.000.00084.40.0000.000.00084.40.0000.000.00084.40.0000.000.00084.40.0000.000.000590.0000.000.000590.0000.000.000地面PE软管为支管960060.61632.6162.880.925地面PE软管为辅管960030.40.3330.37扬程管5000080306.2416.878.000.0010.000.6260.69井口至最不利点高差0.0028.80水泵选型毛管水头损失水泵扬程(m)PVC管（0.63MPa）过滤器水损(m)动水位(m)毛管工作压力(m)PVC管外径(mm)壁厚(mm)内径(mm)PVC管外径(mm)壁厚(mm)内径(mm)2506.2237.62507.7234.602004.9190.22006.2187.601604.01521604.9150.201102.7104.61103.4103.20902.884.4903.583.00752.370.4752.969.20632.059632.558.000.63MPa0.8MPa滴灌带分配(m)支/辅管分配(m)合理性判断铺设长度(m)双侧铺设长度（m)2.061.3750100.002.063.433.067.214.40流量(L/h)流量(m3/h)管径流速3286.884695v=1.532106.41158v=1.0项目流量管径管长沿程损失主干管O-AA-B分干管B-C滴灌系统水损计算表某县某镇某村0号井水泵扬程计算表000C-D支管辅管毛管扬程管沿损合计局损10%动水位水泵扬程水泵选型毛管工作压力井口至不利点高差过滤器损失单项s(单孔间距m)qd单孔流量(L/h)d(管内径mm)N(多孔数)系数沿程水损(m)总水损(m)灌水小区允许水头偏差(m)多孔管(16毛管)0.32.4016.02007733681.0341.1384.12多孔管(32PE软管--辅管)1.2960.030.4530.750.2790.3074.12地埋PVC管Q(管流量L/h)D(内径mm)L(管长m)沿程水损(m)局部水损(m)总水损(m)坡度相对高差(m)237.60.0000.000.0000190.20.0000.000.0000190.20.0000.000.0000190.20.0000.000.0000190.20.0000.000.00001520.0000.000.00001520.0000.000.00001520.0000.000.00001520.0000.000.0000104.60.0000.000.0000PVC管（0.63MPa）滴灌系统水损计算表田间管网水利计算表（滴管带沿等高线铺设）104.60.0000.000.0000104.60.0000.000.0000104.60.0000.000.0000104.60.0000.000.000084.40.0000.000.000084.40.0000.000.000084.40.0000.000.000084.40.0000.000.000084.40.0000.000.0000590.0000.000.0000590.0000.000.0000960060.6250.4020.040.44-0.04-1960030.4156.3830.647.020.040.6地面PE软管为辅管96000.280.030.31扬程管5000080306.2410.626.878.000.0010.001.0341.14井口至最不利点高差0.0033.77水泵扬程(m)PVC管（0.63MPa）地面PE软管为支管过滤器水损(m)动水位(m)毛管工作压力(m)毛管水头损失水泵选型PVC管外径(mm)壁厚(mm)内径(mm)PVC管外径(mm)壁厚(mm)内径(mm)2506.2237.62507.7234.602004.9190.22006.2187.601604.01521604.9150.201102.7104.61103.4103.20902.884.4903.583.00752.370.4752.969.20632.059632.558.000.63MPa0.8MPa滴灌带分配(m)支/辅管分配(m)合理性判断铺设长度(m)双侧铺设长度（m)2.271.1360120.00/2.982.68612.00进口与末端压差(m)流速(m/s)合理性判断0.0000.0000.0000.0000.0000.0000.0000.0000.0000.000滴灌系统水损计算表田间管网水利计算表（滴管带沿等高线铺设）0.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.000-0.56下坡方向7.62上坡方向单项s(单孔间距m)qd单孔流量(L/h)d(管内径mm)N(多孔数)系数沿程水损(m)总水损(m)坡度相对高差(m)多孔管(16毛管)---逆坡铺设0.33.0016.01604186560.8270.9100.020.9630.33.0016.01503505660.6930.7620.020.903单项s(单孔间距m)qd单孔流量(L/h)d(管内径mm)N(多孔数)系数沿程水损(m)总水损(m)坡度相对高差(m)多孔管(16毛管)---顺坡铺设0.33.0016.01805788171.1441.2580.02-1.0830.33.0016.028019510563.8564.2420.02-1.6830.33.0016.025014286002.8243.1060.02-1.503单项s(单孔间距m)qd单孔流量(L/h)d(管内径mm)N(多孔数)系数沿程水损(m)总水损(m)坡度相对高差(m)多孔管(32PE软管--辅管)1.21200.030.4650.510.6770.745//滴灌系统水损计算表地埋PVC管Q(管流量L/h)D(内径mm)L(管长m)沿程水损(m)总水损(m)坡度相对高差(m)进口与末端压差(m)流速(m/s)237.60.0000.00000.000190.20.0000.00000.000190.20.0000.00000.000190.20.0000.00000.000190.20.0000.00000.0001520.0000.00000.0001520.0000.00000.0001520.0000.00000.0001520.0000.00000.000104.60.0000.000.02500.000.000104.60.0000.00000.000104.60.0000.00000.000104.60.0000.00000.000104.60.0000.00000.00084.40.0000.000.02500.000.00084.40.0000.000.02500.000.00084.40.0000.00000.000PVC管（0.63MPa）田间管网水利计算表（滴管带沿坡向铺设）84.40.0000.00000.00084.40.0000.00000.000590.0000.00000.000590.0000.00000.00000地面PE软管为支管1440060.60.0000.00001.388地面PE软管为辅管1440030.40.6770.75扬程管5000080306.2416.878.000.0010.00#REF!井口至最不利点高差0.00#REF!水泵选型PVC管外径(mm)壁厚(mm)内径(mm)PVC管外径(mm)壁厚(mm)内径(mm)2506.2237.62507.7234.60毛管水头损失水泵扬程(m)0.63MPa0.8MPaPVC管（0.63MPa）过滤器水损(m)动水位(m)毛管工作压力(m)2004.9190.22006.2187.601604.01521604.9150.201102.7104.61103.4103.20902.884.4903.583.00752.370.4752.969.20632.059632.558.00进口与末端压差(m)灌水小区允许水头偏差(m)滴灌带分配(m)支/辅管分配(m)合理性判断铺设长度(m)双侧铺设长度（m)1.874.122.27/0.3948/1.674.122.27/0.6045/进口与末端压差(m)灌水小区允许水头偏差(m)滴灌带分配(m)支/辅管分配(m)合理性判断铺设长度(m)双侧铺设长度（m)0.184.122.27/2.0954/2.564.122.27/(0.29)84/1.604.122.27/0.6675/进口与末端压差(m)灌水小区允许水头偏差(m)滴灌带分配(m)支/辅管分配(m)合理性判断铺设长度(m)双侧铺设长度（m)/4.122.271.851.116.613.20滴灌系统水损计算表合理性判断田间管网水利计算表（滴管带沿坡向铺设）单项s(单孔间距m)qd单孔流量(L/h)d(管内径mm)N(多孔数)系数沿程水损(m)总水损(m)多孔管(16毛管)0.32.4016.02007733681.0341.138