【《某市新区给水工程的输水和配水工程设计计算案例》8700字】

第第页共93页某市新区给水工程的输水和配水工程设计计算案例目录TOC\o"1-3"\h\u18788某市新区给水工程的输水和配水工程设计计算案例 125893第1章工程概况 1228171.1城市自然条件及地理状况 1234571.2原始资料 2236111.2.1原水水质资料 260971.2.2城市用水情况 3276051.3设计规模 4242261.3.1城市设计人口及用水定额 4287001.3.2近期设计用水量 568461.3.3远期设计用水量 11265161.4给水处理工艺流程的选择 1274411.4.1取水构筑物型式的确定 12251011.4.2给水处理工艺的确定 1230326第二章输水和配水工程设计计算 1351412.1管网和输水管渠布置 13235112.1.1输水管渠定线 13202572.1.2配水管网定线 13205502.1.3供水方案的选择 14193892.2比流量 15278612.2.1设计用水量 15241982.2.2管网计算长度 1572232.2.3比流量 15137622.3沿线流量 1642162.4节点流量 17278452.5最高用水时管网平差 19110732.5.1初分流量 19275362.5.2初选管径 1955172.5.3管网平差 19318142.6消防校核 24270682.6.1消防校核节点流量 2434362.6.2消防校核时管网平差计算 2638592.7事故校核 30251112.7.1事故校核时节点流量 3026473.7.2事故校核时管网平差计算 31第1章工程概况1.1城市自然条件及地理状况1、工程地质状况该项工程坐落于河南地区，占地128638m³，城区的西部有一条河流，水质水量均能符合取水要求。该区地势较为平缓，街道整齐且街坊分布均匀。该新区有2个工厂，分别位于新区的两端。2、气象条件该区属于温带季风气候，夏季风向以东南风为主，冬季风向以西北风为主。1.2原始资料1.2.1原水水质资料地面水源地面水源特征见表1.1。表1.1地面水源特征流量最大流量1850m3/s最小流量350m3/s最大流速4.5m/s水位最高水位185.0m常水位181.0m最低水位178.0m冬季冰层厚度0m其他该河流为通航河流2、地下水源该区基本无地下水可以开采利用3、原水水质分析结果见表1.2表1.2原水水质分析结果编号名称单位分析结果最高最低平均1水的臭和味无明显2pH值8.06.97.03浑浊度NTU1801501104高锰酸盐指数mg/L3.0～5.05氨氮（以氮计）mg/L0.26总硬度（以CaCO3计）mg/L2007水的温度℃30.51.523.58总大肠菌群CFU/100mL20009耐热大肠菌群CFU/100mL10001.2.2城市用水情况工厂用水情况（1）A工厂：生产用水量8000m3/d；工人总数2800人，分3班工作，热车间占40%；A工厂使用淋浴情况见表1.3。表1.3A工厂各班次淋浴使用人数表班次使用淋浴者不使用淋浴者总人数热车间常规车间第一班100300400800第二班4002004001000第三班3003004001000（2）B工厂：生产用水量12000m3/d；工人总数3000人，分3班工作，热车间占50%；B工厂使用淋浴情况见表1.4。表1.4B工厂各班次淋浴使用人数表班次使用淋浴者不使用淋浴者总人数热车间常规车间第一班5002003001000第二班4003003001000第三班3003004001000城市综合用水情况该区建筑内均设有卫生设备、淋浴设备，房屋建筑均为6层，城市综合生活用水量逐时变化情况见表1.5。表1.5城市综合生活用水量逐时变化情况时间每小时用水量占全天综合生活用水量的百分比（%）时间每小时用水量占全天综合生活用水量的百分比（%）0—10.712—136.981—20.713—145.452—30.614—153.893—40.615—162.544—51.316—173.355—62.817—185.126—76.7718—197.337—86.9219—207.988—96.120—2169—105.921—223.6610—116.3322—231.4911—126.523—240.991.3设计规模水厂设计规模，管网的设计以及取水构筑物的设计均采用近期用水量进行计算。1.3.1城市设计人口及用水定额1、城市设计人口数该区将有45万常住人口，人口自然增长率为4.94％。自来水普及率为100%。（1）近期设计人口按照7年进行计算，远期设计人口按照12年进行计算。近期设计人口数=（万人）远期设计人口数=（万人）2、用水定额（1）最高日用水定额根据《室外给水设计标准》GB50013-2018，河南省属于二区，且近远期设计人口均属于中等城市，近期规划当中，最高日综合用水定额取170L/人·d，远期规划当中，最高日综合用水定额取200L/人·d。（2）工厂生活、淋浴用水定额工厂生活用水定额为25L/（人·班），其中热车间采用35L/（人·班）；工厂淋浴用水定额为40L/（人·班），其中热车间采用60L/（人·班）；淋浴延续时间为1小时。1.3.2近期设计用水量1、设计用水量计算设计用水量由以下几部分组成：①综合生活用水，包括居民生活用水和公共设施用水；②工业企业用水；③浇洒市政道路、广场和绿地用水；④管网漏损水量；⑤未预见水量；⑥消防用水。（1）综合生活用水量工业企业用水式中生产用水量；工作人员生活用水量；工作人员淋浴用水量。1）生产用水量其中；2）生活用水量其中3）淋浴用水量第一班上班时间为：0-8时，第二班：8-16时，第三班：16-24时淋浴用水：第一班：第一班淋浴时间发生在8-9时第二班：第二班淋浴时间发生在16-17时第三班：第三班淋浴时间发生在0-1时其中A厂淋浴用水：第一班：第二班：第三班：B厂淋浴用水：第一班：第二班：第三班：4）工业企业用水量（3）浇洒市政道路、广场和绿地用水城区面积为128638m³。浇洒市政道路和广场用水按浇洒面积以2.0L/（m³·d）计算，每日2次，分别在9-10点，下午15-16点。浇洒绿地用水按浇洒面积以3.0L/（m³·d）计算，每日两次，分别在上午9-10点，下午14-15点。（4）管网漏损水量（5）未预见水量（6）消防用水量E市新区人口为46.6万人，根据《建筑设计防火规范》GB5006和《消防给水及消火栓系统技术规范》GB50974有关规定。确定同一时间内的火灾起数为3起，一次火灾灭火设计流量为90L/s。式中q一起火灾灭火流量，90L/s；n同一时间内火灾起数，3起。2、最高日用水量计算最高日用水量最高日用水量逐时变化表最高日用水量逐时变化见表1.6。表1.6近期规划最高日逐时用水量变化表时间(时）每小时用水量占全天综合生活用水量的百分比(%)综合生活用水量（m³/h）（m³/h）（m³/h）管网漏损水量（m³/h）未预见水量（m³/h）（m³/h）生产用水（m³/h）生活用水（m³/h）淋浴用水（m³/h）浇洒市政道路用水（m³/h）浇洒广场、绿地用水（m³/h）0-10.70554.54833.337.1360.00415.29502.502372.791-20.70554.54833.337.13415.29502.502312.792-30.60475.32833.337.13415.29502.502233.573-40.60475.32833.337.13415.29502.502233.574-51.301029.86833.337.13415.29502.502788.115-62.802218.16833.337.13415.29502.503976.416-76.775363.19833.337.13415.29502.507121.447-86.925482.02833.337.13415.29502.507240.278-96.104832.42833.337.1356.00415.29502.506646.679-105.904673.98833.337.1325.7321.23415.29502.506479.1810-116.335014.63833.337.13415.29502.506772.8811-126.505149.30833.337.13415.29502.506907.5512-136.985529.56833.337.13415.29502.507287.8113-145.454317.49833.337.13415.29502.506075.7414-153.893081.66833.337.1321.23415.29502.504861.1315-162.542012.19833.337.1325.73415.29502.503796.1616-173.352653.87833.337.1368.00415.29502.504480.1217-185.124056.06833.337.13415.29502.505814.3118-197.335806.83833.337.13415.29502.507565.0819-207.986321.76833.337.13415.29502.508080.0120-216.004753.20833.337.13415.29502.506511.4521-223.662899.45833.337.13415.29502.504657.7022-231.491180.38833.337.13415.29502.502938.6323-240.99784.28833.337.13415.29502.502542.53求和100.0079220.0020000.00171.20184.0051.4542.459966.9012059.90121696.020355.2093.904、最高日用水量逐时变化曲线最高日用水量逐时变化曲线见图1.1。图1.1近期规划最高日用水量逐时变化曲线5、工厂用水逐时变化工厂用水逐时变化见表1.7。表1.7工厂用水逐时变化表A厂用水量B厂用水量A、B工厂逐时总用水量（m³/h）时间生产、生活用水（m³/h）淋浴用水（m³/h）逐时用水总量（m³/h）生产、生活用水（m³/h）淋浴用水（m³/h）逐时用水总量（m³/h）0-1时336.7230.00366.72503.7530.00533.75900.471-2时336.72336.72503.75503.75840.472-3时336.72336.72503.75503.75840.473-4时336.72336.72503.75503.75840.474-5时336.72336.72503.75503.75840.475-6时336.72336.72503.75503.75840.476-7时336.72336.72503.75503.75840.477-8时336.72336.72503.75503.75840.478-9时336.7218.00354.72503.7538.00541.75896.479-10时336.72336.72503.75503.75840.4710-11时336.72336.72503.75503.75840.4711-12时336.72336.72503.75503.75840.4712-13时336.72336.72503.75503.75840.4713-14时336.72336.72503.75503.75840.4714-15时336.72336.72503.75503.75840.4715-16时336.72336.72503.75503.75840.4716-17时336.7232.00368.72503.7536.00539.75908.4717-18时336.72336.72503.75503.75840.4718-19时336.72336.72503.75503.75840.4719-20时336.72336.72503.75503.75840.4720-21时336.72336.72503.75503.75840.4721-22时336.72336.72503.75503.75840.4722-23时336.72336.72503.75503.75840.4723-24时336.72336.72503.75503.75840.47求和8081.2808161.2120901041219420355.206、清水池调节容积清水池调节容积见表1.8。表1.8清水池调节容积计算表时间Qhi（m³/h）二级泵站供水量（%）一级泵站供水量（m³/h）一级泵站供水量（%）清水池调节容积（m³/h）清水池调节容积（%）0-12372.791.955324.174.172951.37-2.221-22312.791.905324.174.173011.37-2.272-32233.571.845324.174.173090.59-2.333-42233.571.845324.174.173090.59-2.334-52788.112.295324.174.172536.05-1.885-63976.413.275324.174.171347.75-0.906-77121.455.855324.174.17-1797.281.697-87240.285.955324.174.17-1916.111.788-96646.675.465324.174.17-1322.511.309-106479.195.325324.174.17-1155.021.1610-116772.885.575324.174.17-1448.711.4011-126907.555.685324.174.17-1583.391.5112-137287.815.995324.174.17-1963.641.8213-146075.744.995324.174.17-751.580.8314-154861.143.995324.174.17463.03-0.1715-163796.173.125324.174.171528.00-1.0516-174480.123.685324.174.17844.04-0.4917-185814.324.785324.174.17-490.150.6118-197565.086.225324.174.17-2240.912.0519-208080.016.645324.174.17-2755.842.4720-216511.455.355324.174.17-1187.291.1821-224657.703.835324.174.17666.46-0.3422-232938.632.415324.174.172385.54-1.7523-242542.532.095324.174.172781.64-2.08Σ121696.00100.00127780.001.0024696.4517.797、各工程部分设计水量的计算(1）管网设计水量、二级泵站设计水量采用最高日最高时水量。(2）水厂、取水构筑物设计规模按照最高日用水量（考虑到水厂的自用水量）进行计算。=(1+5%)×121696.0/24=5324.2m³/h=127780.8m³/d，取127780m³/d式中α取5%。1.3.3远期设计用水量1、设计用水量计算（1）（2）同近期工业企业用水量，（3）同近期浇洒市政道路、广场和绿地用水量，（4）（5）根据新区远期设计人口数，确定同一时间内的火灾起数为3起，一次火灾灭火设计流量为100L/s。（6）2、最高日用水量计算最高日用水量1.4给水处理工艺流程的选择1.4.1取水构筑物型式的确定本设计河流水质较好，冬季无冰，且该河流为通航河流，有一定的水深，基于以上特点，为方便管理与施工，本设计采用合建式岸边取水构筑物。1.4.2给水处理工艺的确定针对当地原水水质特点，为了使出厂水达到要求的出水水质，并考虑到场地建设条件、基建投资、运行费用及今后可能的发展等因素，现提出以下两条可行性基本方案。净水工艺：方案一：PAC原水管式静态混合器折板絮凝池平流沉淀池V型快滤池二氧化氯用户二级泵站清水池说明：二氧化氯采用现场制备。方案二：PAC原水机械混合池网格絮凝池斜管沉淀池普通快滤池液氯用户二级泵站清水池通过综合经济技术比较和当地水厂经验，方案一更具有综合优势，净水厂近期建设采用方案一。第二章输水和配水工程设计计算2.1管网和输水管渠布置2.1.1输水管渠定线输水管渠定线基本原则:1、线路长度尽量缩短，以此减少土石方工程量。2、输水管渠的走向和位置必须考虑到城市建设规划等要求，以此便于管渠施工、维护等。3、避免与铁路、公路等道路的交叉。4、避免穿越沼泽等不利地段，以减少工程造价、便于管理。5、输水管渠根据用水量和流速要求，拟采用2条输水管渠。2.1.2配水管网定线给水管网定线要点：（1）配水管网应按照街区用水要求合理分布于整个供水区。（2）配水干管的走向应与二级泵站到到大用户的水流方向一致。（3）配水干管应尽可能布置在两侧均有大用户的道路上，配水干管间距根据供水区重要性、街区大小等，考虑采用500～800m，最长不超过1000m。（4）配水干管之间应设置连接管以形成环网，连接管间距根据供水区重要性、街区大小等条件，考虑采用800～1000m左右。2.1.3供水方案的选择本设计拟定了两种供水方案，方案一由19个基环组成，城市边缘大部分设有干管，但是各环面积相差较大，输水管路管径相差较大的问题方案二由17个环组成，各管段较为顺直，且各环面积相差不大，整体管线较短于方案一，为了保证供水经济，减少基建成本，本设计配水管网定线采用方案二。方案一见图2.1，方案二见图2.2。图2.1管网定线方案一图2.2管网定线方案二2.2比流量2.2.1设计用水量管网不设水塔等，输水管渠及配水管网的设计流量按照最高日最高时用水量计算，据表1.6近期规划最高日逐时用水量变化表，最高时用水量=8080.01m³/h=2244.45L/s。据表1.7工厂用水逐时变化表，可知工厂最高时用水量：工厂最高时用水量908.47m³/h=252.35L/s，此时段内A工厂用水量=368.72m³/h=102.42L/s，B工厂用水量=539.75m³/h=149.93L/s。2.2.2管网计算长度不包括两侧无建筑物地区的管线。只有一侧配水的管线，长度按一半计算。道路两侧均配水的管线，计算长度等于管线实际长度。各管线长度见表2.1，管线总计算长度=30562（m）2.2.3比流量式中比流量，L/（s·m）；最高时用水量，L/s；大用户集中流量，L/s；管线计算长度，m。2.3沿线流量式中沿线流量，L/s；比流量，L/（s·m）；--该管段计算长度，m。沿线流量计算结果见表2.1。表2.1沿线流量计算表管段编号管段长度（m）计算长度（m）管段编号管段长度（m）计算长度（m）19-20617.00617.000.06540.222-1858.00429.000.0651827.9620-21625.00625.000.06540.7429-26858.00858.000.0651855.9321-22589.00589.000.06538.3926-11759.00759.000.0651849.4722-23337.00168.500.06510.9811-6802.00802.000.0651852.2816-17615.00615.000.06540.096-1838.00838.000.0651854.6217-18628.00628.000.06540.9329-30967.00483.500.0651831.5218-13775.00775.000.06550.5226-27893.00893.000.0651858.2119-16891.00445.500.06529.0411-14840.00840.000.0651854.7520-17883.00883.000.06557.566-9821.00821.000.0651853.5121-18884.00884.000.06557.621-4853.00426.500.0651827.8023-13720.00720.000.06546.9330-27857.00857.000.0651855.8613-8814.00814.000.06553.0627-14818.00818.000.0651853.328-3808.00808.000.06552.6714-9772.00772.000.0651850.3223-24724.00362.000.06523.609-4847.00847.000.0651855.2113-12732.00732.000.06547.7130-32645.00322.500.0651821.028-7746.00746.000.06548.6327-28722.00722.000.0651847.063-2752.00376.000.06524.5114-15808.00808.000.0651852.6724-12736.00736.000.06547.979-10781.00781.000.0651850.9112-7814.00814.000.06553.064-5742.00371.000.0651824.187-2819.00819.000.06553.3832-31230.00115.000.065187.5024-25570.00285.000.06518.5831-28578.00289.000.0651818.8425-26312.00312.000.06520.3428-15829.00414.500.0651827.0212-11873.00873.000.06556.9015-10776.00388.000.0651825.297-6863.00863.000.06556.2510-5834.00417.000.0651827.18Σ35855.0030562.002.4节点流量式中节点流量，L/s；与该节点相连管段的沿线流量，L/s。注：有集中流量流出的节点，相应的节点流量加上集中流量。节点流量计算结果见表2.2。 表2.2节点流量计算表节点编号集中流量（L/s）节点流量（含集中流量）（L/s）155.1955.19252.9352.93338.5938.59453.653.6525.6525.656108.33108.337105.66105.66877.1877.189104.98104.981051.6951.6911106.7106.7012102.83102.831399.1199.1114105.53105.531552.4952.491634.5634.561769.2969.291874.5474.541934.63102.42137.052069.2669.262168.3868.382224.6924.692340.7640.762445.0745.072519.4619.462691.9791.9727107.22107.222846.4646.462943.7243.723054.2054.203113.17149.93163.103214.2614.26Σ1992.10252.352244.452.5最高用水时管网平差2.5.1初分流量按照最高日用水量和各节点流量，合理分配管段流量，初分流量时应保证节点流入流量与流出流量相等，即式中节点i的节点流量，L/s；从节点i到节点j的管段流量，L/s。2.5.2初选管径根据管段初分流量，采用平均经济流速确定管径。管段经济流速见表2.3。表2.3平均经济流速管径（mm）平均经济流速（m/s）D=100～4000.6～0.9D≥4000.9～1.42.5.3管网平差1、最不利点为节点32，该地区建筑物为6层，该节点自由水头=4×（6+1）=28（m）2、管网平差应当满足连续性方程和能量方程。1)连续性方程：；2)能量方程：。3、各节点水压应大于最不利点水压。4、管段流速应符合经济流速，并且不大于2.5m/s。管网平差结果见表2.4。2.4最高时平差结果表环号管段管长L（m）公称直径（mm）计算管径（mm）管段流量q（L/s）流速v1000ihsqⅠ19-20617250249-30.480.632.04-1.260.04142074.080.772.02-1.780.024016-17615450450141.130.891.961.200.008516-19891400400106.570.852.061.840.01730.00000.0912Ⅱ17-2088335035074.080.772.021.780.024020-21625250249-25.660.531.49-0.930.03622177.980.812.22-1.960.025117-18628600600284.501.011.771.110.00390.00000.0893Ⅲ21-1888435035077.980.812.221.960.025121-22589250249-16.060.330.62-0.370.022922-23337250249-40.750.843.50-1.180.02892343.760.621.61-1.160.026518-13775800800437.020.870.960.750.00170.00000.1052Ⅳ23-24724250249-37.750.783.04-2.200.058324-12736350350-47.690.500.89-0.660.013813-1273230030053.220.752.321.700.031813-2372030030043.760.621.611.160.02650.00000.1304Ⅴ24-25570300300-35.130.501.07-0.610.017425-26312300300-54.590.772.43-0.760.013926-11759700700-259.990.680.71-0.540.002111-1287335035061.520.641.431.250.020312-2473635035047.690.500.890.660.01380.00000.0674Ⅵ26-2789325024935.720.732.742.450.068527134.430.851.79-1.460.01091169.890.731.81-1.520.021811-26759700700259.990.680.710.540.00210.00000.1032Ⅶ27-2872225024931.440.652.161.560.049728181.100.921.86-1.540.00851470.440.731.84-1.480.021114-27818450450134.430.851.791.460.01090.00000.0902Ⅷ13-12732300300-53.220.752.32-1.700.031812-7814500500-142.220.721.19-0.970.00688-774635035075.410.782.081.550.02068-13814800800526.671.051.361.110.00210.00000.0614Ⅸ12-11873350350-61.520.641.43-1.250.020311-6802900900-498.100.780.69-0.550.00116-7863500500127.330.650.970.840.00667-12814500500142.220.721.190.970.00680.00000.0348Ⅹ11-1484035035069.890.731.811.520.021814-9772600600-240.510.851.29-1.000.00426-9821350350-58.730.611.31-1.080.01836-11802900900498.100.780.690.550.00110.00000.0454XI14-1580835035070.440.731.841.480.021115-10776500500-163.150.831.53-1.190.007310-9781350350-66.620.691.66-1.290.01949-14772600600240.510.851.291.000.00420.00000.0519XII7-2819600600-195.960.690.89-0.720.00373-2752800800567.031.131.561.170.00213-8808800800528.441.051.371.110.00218-7746350350-75.410.782.08-1.550.02060.00000.0285XIII7-6863500500-127.330.650.97-0.840.00666-1838900900-792.481.251.63-1.370.00171-2858900900815.921.281.721.480.00182-7819600600195.960.690.890.720.00370.000000.0138XIV6-982135035058.730.611.311.080.01839-4847700700-353.380.921.25-1.050.00301-4853800800-580.861.161.63-1.390.00241-6838900900792.481.251.631.370.00170.00000.0254XV9-1078135035066.620.691.661.290.019410-5834500500-148.220.761.28-1.070.00724-5742500500-173.870.891.72-1.280.00744-9847700700353.380.921.251.050.00300.00000.0370XVI29-3096725024933.990.702.502.420.071130-27857250249-31.490.652.17-1.860.059126-27893250249-35.720.732.74-2.450.068526-2985835035077.710.812.201.890.02430.00000.2231XVII30-3264520019911.280.360.970.620.055232-31230250249-2.980.060.03-0.010.002131-28578500500-166.080.851.58-0.920.005527-28722250249-31.440.652.16-1.560.049727-3085725024931.490.652.171.860.05910.00000.1717平差后各管段流速不大于2.5m/s，符合要求。平差后各节点水压见表2.5。表2.5最高用水时节点水压计算表节点地面标高节点水压节点自由水头0197.80232.9535.151197.30232.5735.272195.30231.0935.793193.70229.9236.224199.40231.1831.785201.90229.90286196.50231.2134.717194.40230.3735.978192.30228.8136.519198.70230.1231.4210200.70228.8328.1311195.70230.6534.9512193.40229.403613191.40227.7036.314197.40229.1231.7215199.00227.6428.6416187.80224.6436.8417188.50225.8437.3418190.10226.9536.8519186.00222.8036.820187.40224.0636.6621188.80224.9936.1922190.10225.3635.2623190.80226.5435.7424192.40228.7436.3425193.90229.3535.4526194.50230.1135.6127196.30227.6631.3628197.40226.1028.729193.70228.2134.5130195.30225.7930.4931196.40225.1828.7832196.20225.1728.97最不利节点为节点5，平差后各节点自由水头≥28m，符合要求。2.6消防校核消防校核是在最高时用水量的基础上加上消防时的流量，然后进行流量分配，求出消防时的各管段流量和水头损失。2.6.1消防校核节点流量本设计中，共设3处着火点，分别位于最高用水时最不利节点32、A工厂取水节点19和B工厂取水节点31。消防校核时各节点流量见表2.6。表2.6消防校核时节点流量计算表节点编号节点流量（含集中流量）（L/s）消防点的消防流量（L/s）消防校核时含大用户的节点流量（L/s）155.1955.19252.9352.93338.5938.59453.653.6525.6525.656108.33108.337105.66105.66877.1877.189104.98104.981051.6951.6911106.7106.712102.83102.831399.1199.1114105.53105.531552.4952.491634.5634.561769.2969.291874.5474.5419137.0590227.052069.2669.262168.3868.382224.6924.692340.7640.762445.0745.072519.4619.462691.9791.9727107.22107.222846.4646.462943.7243.723054.254.231163.1090253.103214.2690104.26Σ2244.452702514.452.6.2消防校核时管网平差计算最不利点为节点32，该节点自由水头设为10m。消防校核时的平差结果见表2.7。表2.7消防校核时平差结果表环号管段管长L（m）公称直径（mm）计算管径（mm）管段流量q（L/s）流速v（m/s）1000ih（m）sqⅠ19-20617250249-58.161.196.76-4.170.07172089.180.932.84-2.510.028116-17615450450203.451.283.852.370.011616-19891400400168.891.344.844.310.02550.00000.1371Ⅱ17-2088335035089.180.932.842.510.028120-21625250249-38.240.793.11-1.940.05082184.950.882.60-2.300.027017-18628600600361.921.282.761.730.00480.00000.1108Ⅲ21-1888435035084.950.882.602.300.027021-22589250249-21.670.451.09-0.640.029522-23337250249-46.360.954.44-1.500.03232344.450.631.66-1.190.026918-13775800800521.411.041.341.040.00200.00000.1177Ⅳ23-24724250249-42.670.883.81-2.760.064724-12736350350-51.070.531.01-0.750.014613-1273230030062.900.893.162.310.036713-2372030030044.450.631.661.190.02690.00000.1428Ⅴ24-25570300300-36.670.521.16-0.660.018125-26312300300-56.130.792.56-0.800.014226-11759700700-288.450.750.85-0.650.002211-1287335035064.530.671.561.360.021112-2473635035051.070.531.010.750.01460.00000.0702Ⅵ26-2789325024946.720.964.514.030.086227166.291.052.65-2.170.01301191.520.952.98-2.510.027411-26759700700288.450.750.850.650.00220.000.1288Ⅶ27-2872225024961.021.257.395.340.087528302.331.544.80-3.980.013214112.371.174.36-3.520.031414-27818450450166.291.052.652.170.01300.00000.1450Ⅷ13-12732300300-62.900.893.16-2.310.036712-7814500500-152.270.781.35-1.100.00728-774635035086.120.902.671.990.02318-13814800800602.071.201.741.420.00240.00000.0694Ⅸ12-11873350350-64.530.671.56-1.360.021111-6802900900-551.190.870.83-0.670.00126-7863500500135.300.691.080.930.00697-12814500500152.270.781.351.100.00720.00000.0365Ⅹ11-1484035035091.520.952.982.510.027414-9772600600-292.671.041.86-1.440.00496-9821350350-76.050.792.12-1.740.02296-11802900900551.190.870.830.670.00120.00000.0564XI14-15808350350112.371.174.363.520.031415-10776500500-242.451.243.19-2.480.010210-9781350350-94.770.993.18-2.490.02629-14772600600292.671.041.861.440.00490.00000.0727XII7-2819600600-208.750.741.00-0.810.00393-2752800800631.721.261.911.430.00233-8808800800593.131.181.701.370.00238-7746350350-86.120.902.67-1.990.02310.00000.0316XIII7-6863500500-135.300.691.08-0.930.00696-1838900900-870.871.371.95-1.630.00191-2858900900893.401.412.041.750.00202-7819600600208.750.741.000.810.00390.00000.0146XIV6-982135035076.050.792.121.740.02299-4847700700-416.361.081.69-1.430.00341-4853800800-694.991.382.27-1.940.00281-6838900900870.871.371.951.630.00190.00000.0309XV9-1078135035094.770.993.182.490.026210-5834500500-199.371.022.22-1.850.00934-5742500500-225.021.152.78-2.060.00924-9847700700416.361.081.691.430.00340.00000.0481XVI29-3096725024949.911.035.094.930.098730-27857250249-44.770.924.17-3.570.079726-27893250249-46.720.964.51-4.030.086226-2985835035093.630.973.112.670.02850.00000.2931XVII30-3264520019940.471.3010.296.640.164032-31230250249-63.791.318.02-1.850.028931-28578500500-316.891.615.24-3.030.009627-28722250249-61.021.257.39-5.340.087527-3085725024944.770.924.173.570.07970.00000.3697平差后各管段流速不大于2.5m/s，符合要求。平差后各节点水压见表2.8。表2.8消防校核时节点水压计算表节点地面标高节点水压节点自由水头0197.80223.8626.061197.30223.3926.092195.30221.6426.343193.70220.2126.514199.40221.4522.055201.90219.3917.496196.50221.7725.277194.40220.8326.438192.30218.8426.549198.70220.0321.3310200.70217.5416.8411195.70221.1025.412193.40219.7326.3313191.40217.4226.0214197.40218.5921.1915199.00215.0616.0616187.80212.2924.4917188.50214.6626.1618190.10216.3926.2919186.00207.9821.9820187.40212.1524.7521188.80214.0925.2922190.10214.7324.6323190.80216.2325.4324192.40218.9926.5925193.90219.6525.7526194.50220.4525.9527196.30216.4220.1228197.40211.0813.6829193.70217.7724.0730195.30212.8417.5431196.40208.0511.6532196.20206.2010最不利节点为节点32，平差后各节点自由水头≥10m，符合要求。2.7事故校核管网主要管线损坏时必须及时检修，一般按照最不利管段损坏而需断水检修的条件，核算事故时的流量和水压是否满足要求。2.7.1事故校核时节点流量本设计中，按照最不利管段1-2损坏时进行事故校核，事故时各节点流量为设计用水量的70%。事故校核时的节点流量见表2.9。2.9事故校核时节点流量计算表节点编号节点流量（含集中流量）（L/s）事故校核时含大用户的节点流量（L/s）节点编号节点流量（含集中流量）（L/s）事故校核时含大用户的节点流量（L/s）155.1938.631874.5452.18252.9337.0519137.0595.94338.5927.012069.2648.48453.6037.522168.3847.87525.6517.962224.6917.286108.3375.832340.7628.537105.6673.962445.0731.55877.1854.032519.4613.629104.9873.492691.9764.381051.6936.1827107.2275.0511106.7074.692846.4632.5212102.8371.982943.7230.601399.1169.383054.2037.9414105.5373.8731163.10114.171552.4936.743214.269.981634.5624.19Σ2244.451571.121769.2948.503.7.2事故校核时管网平差计算最不利点为节点2，该地区建筑物为6层，该节点水压=4×（6+1）=28（m）事故校核时的平差结果见表2.10。2.10事故校核时平差结果表`环号管段管长L（m）公称直径（mm）计算管径（mm）管段流量q（L/s）流速v1000ihsqⅠ19-20617250249-21.680.451.09-0.670.03092050.890.531.01-0.890.017516-1761545045098.450.621.000.620.006316-1989140040074.250.591.060.940.01270.000.0674Ⅱ17-2088335035050.890.531.010.890.017520-21625250249-19.270.400.87-0.550.02842151.450.531.03-0.910.017617-18628600600197.840.700.900.570.00290.000.0663Ⅲ21-1888435035051.450.531.030.910.017621-22589250249-15.700.320.60-0.350.022422-23337250249-32.980.682.36-0.800.02422313.610.190.19-0.130.009818-13775800800301.460.600.480.380.00120.000.0753Ⅳ23-24724250249-47.890.984.72-3.420.071324-1273635035023.600.250.240.180.007613-1273230030073.801.044.243.110.042113-2372030030013.610.190.190.130.00980.000.1308Ⅴ24-25570300300-103.051.467.87-4.490.043525-26312300300-116.671.659.91-3.090.026526-11759700700-238.630.620.60-0.460.001911-12873350350170.171.779.418.210.048312-24736350350-23.600.250.24-0.180.00760.000.1278Ⅵ26-2789325024911.020.230.310.280.025227103.930.651.11-0.910.008711-1484035035021.700.230.210.170.008011-26759700700238.630.620.600.460.00190.000.0438Ⅶ27-2872225024916.760.340.680.490.029128138.870.711.14-0.940.00681437.120.390.56-0.450.012214-2781845