农村通自来水工程建设项目用水量计算表1653372735

1、莱芜市农村通自来水领导小组办公室,引泉（坝）、高位水池自流输水管路水力计算书,一、基本情况：,区,镇,村,210,户，共,1000,人。,位于,镇驻地西北4km处。,耕地面积,650,亩，村庄面积,南北长约,700,米，东西宽约,800 ,米， 面积约,0.56,平方公里，该村以生姜、林果和少量粮食作物为主业，人均总收入,2600,元。其他畜禽数量如下：,畜禽统计数量,成牛,奶牛,母猪,育肥猪,羊,鸡,鸭,鹅,兔,备注,头,头,头,头,只,只,只,只,只,0,0,20,150,1150,2600,1500,0,0,该村为饮水不安全村，水量少，不方便。拟利用村北山脚处的山泉引水入村，解决该村吃水

2、难的问题。,山泉水质良好，经化验符合饮用水标准。 小时出水量,40,立方米左右。,在山泉附近拟建集水池兼作调节水池，池底高程,265,米，池底沉砂预留空间深,0.3,米。,该村最不利点高程：,347,米，最小服务水头,3.5,米。村内最低点高程,230.00 ,m,经实地测量，山泉距村庄管线长度为,1500,米。,管材使用PE管，拟定村外主管网直径及山泉集水池的容积并拟定尺寸。,其他用水畜禽数量见下表：,二、计算用水量和调节水池容积：,1.用水量计算,通过“用水量计算表”自动调用基本资料计算，得到以下计算结果：,用水量计算成果表,最高日用水量（m3/d）,173.37 ,配水设计流量(m3/h

3、),14.45 ,年供水量(万吨),4.22 ,*调节水池容积(m3),86.69 ,*高位水池容积(m3),60.68 ,*水塔容积(m3),17.34 ,人均用水指标(m3/d.r),0.17 ,可以得出出：配水设计流量和调节水池容积。,2.调节水池拟定,（1）按矩形水池：拟定水池深度，确定池长和池宽。,水池容积：,86.7 ,立方米。,拟定净水深:,3,米， 平面面积,28.9 ,平方米。,拟定净池长:,5.4 ,米， 则计算池宽,5.4 ,米,选池净宽为,5.4 ,米。,有效容积:,长宽深,86.69 ,立方米。,最大池深：,拟定水深预留沉砂深安全超高0.2米,3.5,米。,总 容 积

4、：,长宽深,101.1 ,立方米。,（2）按圆形水池，拟定水池深度，确定水池直径。,水池容积：,86.69 ,立方米。,拟定净水深:,3,米，平面水面面积：,28.9 ,平方米。,水池直径为：,6.1 ,米。,有效容积：,D2H/4,86.69 ,（满足要求）,最大池深：,拟定水深预留沉砂深安全超高0.2米,3.5,米。,总 容 积,D2H大/4,101.1 ,立方米。,（3）水池方案的比较,1.有效容积比较：, 从两个方案看，在同样水深的情况下，圆形比矩形水池更能符合设计水池容积。,2.总容积比较：, 不难看出，同样水深的水池，圆形水池略小于矩形水池，也就是说无效容积小。,3.工程量比较：,

5、 按水池周长比较，矩形水池周长为:,21.50 ,米，,圆形周长为:,19.06 ,米，,矩形比圆形少（,11%,。,结论：,通过分析认为，选用圆形水池节约工程量,从而减少投资，宜选圆形水池。,三、村外主管道计算：, 村内不利点最高水压标高：,H村不利点地面高程最小服务水头,350.5,m, 调节水池最低供水位：,H池水池池底高程水池沉砂预留深,265.3,m, 不利点至调节水池的水位差：,Hz=H池H村,85.2,m, 管网最大压力：水池最高水位村内最低点高程,38.00 ,m，管材工作压力选用：,0.6 Mpa, 按照管路损失和实地高差相抵的原则计算:,管路损失水池与不利点之间的水位差，H

6、fHz。, 根据舍维列夫公式：,已知：,设计流量 Q,14.4 ,m3/h =,0.004013229,m3/s,水面高差 Hf,85.2,m,输水管长 l,1500,m,则：,计算直径 D,0.054 ,m,相应流速v,1.74 ,m/s,（超经济流速）,54 ,mm, 按照管道计算内径和管道承压查PE管产品规格：,0,管道外径,压力,壁厚,内径,计算面积,流速系数,mm,Mpa,mm,mm,m2,1/m2,50,0.4,2.9,44.2,0.00153 ,651.73 ,65,0.4,3.6,57.8,0.00262 ,381.11 ,75,0.4,4.3,66.4,0.00346 ,28

7、8.78 ,75,0.4,4.3,66.4,0.00346 ,288.78 ,校核：,管道外径,校核流量,设计状态流速,流量要求,流速要求,mm,m3/s,m3/h,m/s,50,0.0023 ,8.35 ,2.62 ,不满足,不宜使用,65,0.0048 ,17.19 ,1.53 ,满足,不宜使用,75,0.0069 ,24.96 ,1.16 ,满足,推荐使用,75,0.0069 ,24.96 ,1.16 ,满足,不宜使用,结论：,通过计算分析，选择在经济流速范围内，在一定高差下能够满足流量要求的管径管材。,四、设计计算成果：,设计计算成果表,设计用水量,管线供水能力,主管直径,流速,工作压

8、力,14.4 ,17.19 ,75,1.16 ,0.38,设计水池容积,有效容积,最大容积,池深,最大池深,直径,底高程,86.7 ,86.7 ,101.1 ,3,3.5,6.1 ,265,五、工程量计算：,2009/10/28,工程量合计,圆形水池工程量计算,矩形水池工程量计算,水池直径,6.1 ,池深,3,池长,0,池宽,10,池深,30.012 ,开挖土方,10m3,0.012 ,开挖土方,10m3,0.00,0.012 ,开挖石方,10m3,0.012 ,开挖石方,10m3,0.00,2.783 ,M7.5块石池墙,10m3,2.783 ,M7.5块石池墙,10m3,0.00,0.23

9、5 ,M7.5块石基础,10m3,0.235 ,M7.5块石基础,10m3,0.00,0.433 ,混凝土池底,10m3,0.433 ,混凝土池底,10m3,0.00,1.238 ,混凝土防渗墙,10m3,1.238 ,混凝土防渗墙,10m3,0.00,0.146 ,池顶钢筋混凝土,10m3,0.146 ,池顶钢筋混凝土,10m3,0.00,0.667 ,池内抹面,100m2,0.667 ,池内抹面,100m2,0.00,0.518 ,M7.5砌砖,10m3,0.5184,M7.5砌砖,10m3,0.00,五、工程预算：,工程总投资,53658.06 ,一,调节水池(清水池),54.71 ,1

10、0816.38 ,1,人工开挖土方,100m3,0.01 ,1146.64,13.46 ,2,机械开挖土方,100m3,0.00 ,244.41,0.00 ,3,人工开挖石方,100m3,0.01 ,1866.7,21.92 ,4,机械开挖石方,100m3,0.00 ,612.31,0.00 ,5,M7.5砌石基础,10m3,0.23 ,1259.77,295.80 ,6,C20素混凝土池底,10m3,0.43 ,1956.23,847.89 ,7,M7.5砌石墙（壁）,10m3,2.78 ,1961.14,5458.64 ,8,M7.5砌砖,10m3,0.52 ,1610.11,834.68

11、 ,9,C20混凝土防渗墙,10m3,1.24 ,1832.15,2267.42 ,10,C20池顶钢筋混凝土,10m3,0.15 ,2463.5,360.34 ,11,1:2.5水泥砂浆抹面,100m2,0.52 ,1381.63,716.24 ,12,管理房,m2,0.00 ,500,0.00 ,二,塑料管安装,150,38251.50 ,1,200,10m,0,146.35,854,0.00 ,2,180,10m,0,146.35,680,0.00 ,3,160,10m,0,84.15,560,0.00 ,4,140,10m,0,84.15,350,0.00 ,5,110,10m,0,42.83,320,0.00 ,6,90,10m,150,27.01,228,38251.50 ,7,75,10m,0,23.62,173.8,0.00 ,8,63,10m,0,20.81,128.7,0.00 ,9,50,10m,0,