某博士楼建筑给排水设计计算 7页

建筑给水计算（一）此建筑为普通住宅n型，查表取qo=200L/（人.d）,Kh=2.5,每户按3.5人计。Ng=1.0+0.75+1.0+0.5=3.25U0=中*mxKh/（0.2xNgxTX3600）x100%=20OX3.5X2.5/（0.2X3.25X24X3600）X100%=3.12%（二）由U0查由aC=0.0204o由U0和OCc用公式：U=1+aC（Ng-1）**0.49/VNgX100%计算Ulo（三）再由：qg=0.2xUlxNg求生设计秒流量qg再查由流速v,管径D,以及每米管长沿程水头损失i\n。得如下表：\n计算管段编号业县当量总数Ng同时出流概率U设计秒流量qg管径(mm)流速v(m/s)每米沿程水头损失i管长L沿程水头损失hy沿程水头损失累计12hy（kpa）0~10.75100.000.15200.470.4331.031.4631.4631~21.2590.370.23200.710.941.030.9682.4312~32.2568.180.31200.961.633.245.287.7123~44.5048.920.44250.830.8952.82.50610.2184~56.7540.340.54251.021.3062.83.65713.8755~69.0035.220.63250.670.418166.68820.5636~713.0029.650.77320.810.5886.73.94024.5037~817.0026.180.89320.940.7645.23.97328.4768~926.0021.551.12321.181.186.37.43435.9109~1052.0015.811.64500.770.3184.01.27237.1820'~1'1.00100.000.2200.620.721'~2'2.0072.150.289200.871.3542'~3'3.0059.390.356250.660.5843'~64.0051.750.414250.760.7660"~1"0.751.000.1500150.882.081"~2"1.750.770.2700200.861.272"~3"2.250.680.3100200.961.633"~4"2.750.620.3400201.061.944"~5"5.500.440.4900250.921.095"~6"8.250.360.6000251.131.596"~811.000.320.7000320.740.49（四）由所测得的管长L和每米管长沿程水头损失i计算管段沿程水头损失hyHy=ixL最后计算由管段沿程水头损失总数汇hy。（五）局部水头损失为汇hj：汇hj=30监hy=0.3X37.181=11.154kpa计算管路的水头损失H为:H=Ehy+Ehj=37.181+11.154=48.335kpa\n（六）因住宅的建筑用水量较小，总水表及分户水表均选LXS湿式水表，分户水表和总水表分别安装在2-3和9-10管段上，q2-3=0.31L/s=1.12m3/hq9-10=1.46L/s=5.90m3/h查附录1-1，选口径为20mm的分户水表，其常用流量为2.5m3/h>q2-3,过载流量为5m3/h：hd=qg**2/Kb=qg**2/Qmax**2/100=1.12X1.12/25/100=5.018kpa选口径为50mm的总水表，其常用流量为15m3/h>q9-10，过载流量为30m3/h：hd'=qg**2/Kb=qg**2/Qmax**2/100=5.90x5.90/（30x30）/100=3.868kpa两水表的损失均小于水表损失允许值，水表总损失为：Hb=hd+hd'=5.018+3.868=8.886kpa（七）最不利点的最低工作压力为50kpa（八）给水系统所需压力H:H=H1+H2+H3+H4=11.8X10+48.335+8.886+50=225.221kpa建筑排水计算PS-1水力计算结果\n1.横支管计算按式qp=0.12aVNP+qmax计算排水设计秒流量，其中也取1.5,卫生器具当量和排水流量按书表5.1.1选取,编号1~22~33~5计算由各管段的设计秒流量后查附录5.1坡度。计算结果见下表：各层横支管水力计算表卫生器具名称数量,确定管径和大便器Np=60浴盆Np=3.01洗脸盆洗涤池Np=0.75Np=2.0排水当量总数Nt3.009.009.75设计秒流量qp(L/s)管径de(mm)2.立管计算立管接纳的排水当量总数为:NP=9.75qp4〜5=0.121.5,9.75+2=2.56DN=100qp5〜6=0.121.5V2X9.75+2=2.79DN=100qp6〜7=0.121.5，3X9.75+2=2.97DN=100qp7〜8=0.121.5，4X9.75+2=3.22DN=1001.002.542.5650100100坡度i0.0350.010.01qp8~9=0.12x1.5V4X9.75+2=3.22DN=100i=0.015\nqpi〜2=0.12X1.5V2+0.33X2=0.91DN=50qp2〜3=0.12X1.5,4+0.33X2=1.27DN=75qp3〜4=0.12X1.5,6+0.33X2=1.35DN=75qp4〜5=0.12X1.5V8+0.33X2=1.42DN=75qp5〜9=0.12X1.5V8+0.33X2=1.42DN=75i=0.015qp9〜10=0.12X1.5V11.75+2=2.62DN=100qp10〜11=0.12X1.5,11.75+2=2.62DN=100i=0.011PS-2水力计算结果1.横支管计算按式qp=0.12a，No+qmax计算排水设计秒流量，其中也5.1.1选取，取1.5，卫生器具当量和排水流量按书表计算出各管段的设计秒流量后查附录5.1,确定管径和坡度。计算结果见下表：各层横支管水力计算表卫生器具名称数量编号大便器Np=4.5浴盆Np=3.0洗脸盆Np=0.75洗涤池Np=2.01~22~33~54~5排水当量总数NP0.753.759.754.5设计秒流量qp(L/s)0.251.352.561.5管径de(mm)5075100100坡度i0.0350.0150.010.012.立管计算立管接纳的排水当量总数为：Np=14.25qp5〜6=0.12X1.5,14.25+2=2.68DN=100qp7~8=0.12X1.5，3X14.25+2=3.28DN=100\nqp8~9=0.12X1.5V4X14.25+2=3.36DN=100qp9~1o=0.12X1.5，4X14.25+2=3.36DN=100i=0.015qp1~2=0.12X1.5V2+0.33X2=0.91DN=50qp2~3=0.12X1.5,4+0.33X2=1.27DN=75qp3~4=0.12X1.5,6+0.33X2=1.35DN=75qp4~5=0.12X1.5V8+0.33X2=1.42DN=75qp5~10=0.12X1.5V8+0.33X2=1.42DN=75i=0.015qp10~11=0.12X1.5V16.25X14.25+2=2.73DN=100qp11~12=0.12X1.5V16.25X14.25+2=2.73DN=100i=0.011