= i×L =0.182×3.2=0.58kPaР8-12:N=42个 Ng=24Рq=0.2a=1.47L/s 查附录2-3得取DN =40mmРv =0.88m/s i =0.21kPa/m L=40mР沿程水头损失:Рhy = i×L =0.21×40=8.2kPaР将结果填在下表中Р表2-2 2号立管水力计算表Р顺序编号Р管段编号Р卫生器具Р卫生器具名称、数量、当量Р当量总数Р设计Р秒Р流量РqР(L/s)РDNР︵РmmР︶РvР︵Рm/sР︶Р单阻РIР︵РkpaР︶Р 管长РLР︵РmР︶Р沿程水头损失Рhy=iLР(kpa)Р当量Р洗脸盆Р大便器Р小便器Р自Р至РNР0.75Р 0.5Р0.5Р∑NР1Р2Р3Р4Р5Р6Р7Р8Р9Р10Р11Р12Р13Р1Р0Р1РNР0.75Р—Р—Р0.75Р0.26Р20Р0.69Р0.336Р1.7Р0.5712Р2Р1Р2РNР0.75Р—Р0.5Р1.25Р0.34Р20Р0.89Р0.534Р2.1Р1.1214Р3Р2Р3РNР1.5Р1Р0.5Р3Р0.52Р25Р0.79Р0.3Р2Р0.6Р4Р3Р4РNР1.5Р2Р0.5Р4Р0.6Р25Р0.91Р0.386Р4.2Р1.6212Р5Р4Р5РNР3Р4Р1Р8Р0.85Р32Р0.84Р0.256Р3.2Р0.8192Р6Р5Р6РNР4.5Р6Р1.5Р12Р1.04Р32Р1.02Р0.37Р3.2Р1.184Р7Р6Р7РNР6Р8Р2Р16Р1.2Р40Р0.72Р0.15Р3.2Р0.48Р8Р7Р8РNР7.5Р10Р2.5Р20Р1.34Р40Р0.8Р0.182Р3.2Р0.5824Р9Р8Р12РNР9Р12Р3Р24Р1.47Р40Р0.88Р0.21Р40Р8.2Р∑hy=15.1794 kpa Р2号立管水利计算:
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