【《某大厦室内给水系统计算案例》1400字】

某大厦室内给水系统计算案例1.1给水用水定额及时变化系数根据《建筑给水排水设计标准》（GB50015-2019）3.1.2条用水定额，办公楼的用水定额为qd=40L/（人·d），小时变化系数Kh=1.3，使用小时T=9h。一般办公楼人均使用面积取10m2，一、二层面积均为A1=2000m2，三~十五层面积均为A2=1200m2。1.2最高日用水1-3层：4-15层：1.3最高日最大时用水量1-3层：4-15层：1.4设计秒流量公共建筑办公楼，α=1.5：1.5生活水箱容积根据《建筑给水排水设计标准》（GB50015-2019）3.8.3条，V贮有=（20%~25%）×Qd。由于4-15才是加压供水，故贮水箱容积只考虑加压层的用水量：V=Qd2×25%=57.6×25%=14.4m3根据02S101矩形给水箱图集取水箱尺寸为L×B×H=3×2×1.5（V=15m3）1.6室内管网压力（1）一至三层给水管网系统图1.6.1，水力计算表1.6.1如下所示图1.6.1一至三层给水管网水力计算用图一至三层给水管网水力计算表表1.6.1立管编号管段编号当量总数Npα设计秒流量qg（L/s）管径DN（mm）流速v(m/s)管道单位长度水头损失i(kPa/m)管段长度L（mm）沿程水头损失（kPa）立管编号JL-11-30.501.50.10150.500.27517540.480.482-30.501.50.20150.990.9404700.440.443-41.001.50.30200.790.42241281.741.225-70.501.51.20400.720.1505860.090.096-70.501.51.20400.720.1502500.040.047-91.001.51.50400.900.21711170.240.338-90.501.51.20400.720.1505860.090.099-111.501.51.57400.940.2371000.020.3510-110.501.51.20400.720.1502500.040.0411-122.001.51.62400.970.25133620.841.2013-120.751.50.15150.750.56482714.665.8612-192.751.51.70401.020.2756830.196.0514-161.501.50.30200.790.42213250.560.5615-160.751.50.15150.750.5645000.280.2816-181.251.50.45250.690.23412040.280.8417-180.751.50.15150.790.4225000.210.2118-193.001.50.52250.790.30051291.541.3819-209.001.50.90320.880.28257001.611.6119-414.751.51.35500.890.16435880.596.644-2115.751.51.39500.900.16812440.216.8521-2215.751.51.39500.900.16837000.627.4722-2321.501.52.62501.000.19790001.779.2423-2421.501.52.62501.000.197375997.4116.6524-2538.751.53.07700.810.103136721.4118.06由图1.1和表1.1可知管道水头损失：∑h=∑hy×1.3=18.06/10×1.3=1.35m最不利点的工作压力为0.05MPa，h出=5m入户管qg总=2.62+1.41+3.90=8.93L/s=31.15m3/h选LXS-80N水平螺翼式水表，其常用流量qmax=40m3/h>qg总，最大流量qmax=80m3/h>qg总，特性系数为。则水表的水头损失：三层室内地坪高度9.0m，上行下给时进户管距该层上方楼面400m，进户管标高为-0.40m，则引入管到最不利点配水点高度位置的静水压：一至三层给水管网所需压力：（市政管网压力0.28MPa）JL-1（2）四至十五层给水管网系统图1.6.2，水力计算表1.6.2如下所示图1.6.2一至三层给水管网水力计算用图四至十五层给水管网水力计算表表1.6.2立管编号管段编号当量总数Npα设计秒流量qg（L/s）管径DN（mm）流速v(m/s)管道单位长度水头损失i(kPa/m)管段长度L（mm）沿程水头损失（kPa）管段沿程水头损失累计∑JL-21-30.501.50.10150.500.27517540.480.482-30.501.50.20150.990.9404700.440.443-41.001.50.30200.790.42233281.401.895-70.501.51.20400.720.1505860.090.096-70.501.51.20400.720.1502500.040.047-91.001.51.50400.900.21711170.240.338-90.501.51.20400.720.1505860.090.099-111.501.51.57400.940.2371000.020.3510-110.501.51.20400.720.1502500.040.0411-122.001.51.62400.970.25125620.641.0013-120.751.50.15150.750.56474714.215.2112-192.751.51.70401.020.2756830.195.4014-161.501.50.30200.790.42213250.560.5615-160.751.50.15150.750.5645000.280.2816-181.251.50.45250.690.23412040.280.8417-180.751.50.15150.790.4225000.210.2118-193.001.50.52250.790.30043291.301.1419-45.751.51.92401.150.33735881.216.614-206.751.51.98401.180.35512440.447.0520-216.751.51.98500.930.45137001.678.7221-2213.501.51.30501.080.27437001.019.7322-2320.251.51.55501.970.72337002.6811.4123-2427.001.52.76501.300.84537003.1315.5324-2533.751.52.94501.380.95937003.5519.0825-2640.501.53.11700.880.29437001.0920.1726-2747.251.53.26700.920.32137001.1921.3627-2854.001.53.40700.960.34637001.2822.6428-2960.751.53.54701.000.37337001.3824.0229-3067.501.53.66701.030.39737001.4725.4930-3174.251.53.79701.070.42437001.5727.0631-3281.001.53.90701.100.447164007.3334.3932-3381.001.53.90701.010.159173472.7637.14由图1.6.2和表1.6.2可知：管道水头损失：∑h=∑hy×1.3=37.14/10×1.3=4.83m最不利点的工作压力为0.05MPa，h出=5m最不利层室内地坪高度53.4,m，上行下给时进户管距楼面400m，进户