雨水管道设计说明书.doc
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雨水管道设计说明书.doc
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雨水管渠系统设计
一、设计资料与要求
试进行某研究所西南区雨水管道(包括生产废水在内)的设计和计算。
并绘制该区的雨水管道平面图。
已知条件:
(1)如图2-1所示该区总平面图;
(2)当地暴雨强度公式为
(3)采用设计重现期P=1a,地面集水时间
(4)厂区道路主干道宽6m,支干道宽3.5m,均为沥青路面;
(5)各试验室生产废水量见表2-1,排水管出口位置见图2-1;
(6)生产废水允许直接排入雨水道,各车间生产废水管出口埋深均为1.50m(指室内地面至管内底的高度);
(7)厂区各车间及试验室均无室内雨水道;
(8)厂区地质条件良好,冰冻深度较小,可不予考虑;
(9)出去的雨水口接入城市雨水道,接管点位置在厂南面,坐标为x=722.50,y=520.00,城市雨水道为砖砌拱形方沟,沟宽1.2m,沟高(至拱内顶)1.8m,改点处的沟内底标高为37.70,地面标高为41.10m.
表2-1各车间生产废水量表
试验室名称
废水量(L/s)
试验室名称
废水量(L/s)
A试验室
2.5
南实验楼
B试验室
Y530出口
8
Y443出口
5
Y515出口
3
Y463出口
10
D试验室
Y481出口
5
Y406出口
15
C试验室
6.5
Y396出口
2.5
设计要求:
(1)设计说明书一份;
(2)管道平面布置图一张(A3);
(3)管道水力计算图一张(A3);
(4)管段水力计算表一份。
二、划分排水流域及管道定线
根据厂区的总平面布置图,可知该厂地形平坦,雨水和生产废水就近排入各雨水口。
厂区内建筑较多,相应的交通量会比较大,故雨水管道采取暗管。
雨水出口接入城市雨水道,城市雨水道为砖砌拱形方。
根据总平面图给出的标高绘制等高线,可知厂区西北高,东南低,局部有高地。
再根据等高线合理布置雨水口,适当划分排水区域。
根据地形、雨水口分布定管线,使绝大部分雨水以最短的距离排入街道低侧的雨水管道。
拟将该厂区划分为16个流域。
如图2-2所示。
图2-2
三、划分设计管段
根据管道的具体位置,在管道转弯处、管径或坡度改变出,有支管接入出或两条以上管道交汇处以及超过一定距离的直线管端上都应该设置检查井。
把两个检查井之间流量没有变化且预计管径和坡度也没有变化的管段定位设计管段。
并从管段从下游往下游按循序进行检查井的编号。
四、划分并计算各设计管段的汇水面积
各设计管段汇水面积的划分应结合地形坡度、汇水面积的大小以及雨水管道布置等情况而划定。
地形较平坦时,可按就近排入附近雨水管道的原则划分汇水面积;地形坡度较大时,应按地面雨水径流的水流方向划分汇水面积。
并将每块面积进行编号,计算其面积的数值。
经简化,厂区的流水区域如图2-3所示,图中每一区域已包含街道及绿地在内,不仅仅是建筑面积。
表2-1为地面标高表。
表2-2为管道长度表。
表2-3为汇水面积计算表。
图2-3
表2-1图2-3中地面标高表
检查井编号
地面标高(m)
检查井编号
地面标高
1
42.36
6
41.66
2
42.23
7
41.46
3
42.01
8
41.38
4
41.96
9
41.20
5
41.76
城市雨水接管点
41.10
表2-2图2-3中的管道长度表
管道编号
管道长度(m)
管道编号
管道长度(m)
1~2
40
6~7
48
2~3
41
7~8
13
3~4
7
8~9
21
4~5
40
9~城市雨水接管点
30
5~6
31
表2-3汇水面积计算表
设计管段编号
本段汇水面积编号
本段汇水面积
(ha)
转输汇水面积
(ha)
总汇水面积
(ha)
1~2
1、2、3
0.3731
0
0.3731
2~3
4、5、6
0.6821
0.3731
1.0552
3~4
7、8、9A
0.6415
1.0552
1.6967
4~5
9B
0.2459
1.6967
1.9426
5~6
10、11、12A
0.5571
1.9426
2.4994
6~7
13、15
0.6071
2.4994
3.1068
7~8
14
0.0932
3.1068
3.2000
8~9
16
0.0651
3.2000
3.2651
9~城市雨水接管点
—
—
3.2651
3.2651
五、确定平均径流系数
沥青路面,径流系数;路面面积;建筑物径流系数;建筑物面积;绿地径流系数;绿地面积。
六、水力计算
本设计中地形坡度较大,地面集水时间采用t1=10min.设计重现期选用P=1a.管道起点埋深根据支管的接入标高等条件,采用2.0m.
列表进行干管的水力计算。
表2-4水力计算表
设计
管段
编号
管长L(m)
汇水
面积
F(ha)
管内雨水流行时间(min)
单位面积径流量q0(L/(s*ha))
雨水设计流量
Q1(L/s)
集中流量Q2(L/s)
总设计流量Q(L/s)
管径D(mm)
∑t2
t2
1
2
3
4
5
6
7
8
9
10
11~1
45
0.1784
0
1.00
84.12
15.01
15
30.01
300
1~2
40
0.3731
1
0.89
76.79
28.65
15
43.65
300
2~3
41
1.0552
1.89
0.85
71.66
75.62
20
95.62
400
3~4
7
1.6967
2.74
0.14
67.59
114.68
40
154.68
500
4~5
40
1.9426
2.89
0.72
66.98
130.12
48
178.12
500
5~6
31
2.4994
3.61
0.47
64.10
160.21
57.5
217.71
500
6~7
48
3.1068
4.08
0.85
62.42
193.93
57.5
251.43
600
7~8
13
3.2000
4.93
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