【《S市银城大厦给水排水工程设计》10000字（论文）】

II级81603.4×3.4≤3.61.7中庭12160喷头间距1.8≤S≤3地下室采用垂直普通直立上喷玻璃球闭式喷头，其他层皆采用普通吊顶型喷头，特性系数K=0.42，喷头动作温度68℃，厨房喷头动作温度为93℃。h≤8m，系统理论计算流量h≥8m，系统理论计算流量2.5.2XPL-1最不利点喷淋计算喷头的出流量和管段水头损失应按下式计算：图2.5.2.1XPL-1最不利点喷淋布置图根据图2.5.2.1水力计算如下图2.5.2.1：XPL-1最不利点喷淋计算表表2.5.2.1立管编号喷头序号管段喷头处压力H(m)喷头节点处流量q（L/s）管段流量Q(L/s)管径DN（mm）比阻值A管长L（m）水损h（m）累计水损（m）XPL-1110.001.331-21.33250.43670.90.690.69310.001.333-21.33250.43670.90.69210.692.662-52.66320.0938642.663.3541.484-51.48250.43670.90.8761.486-51.48250.43670.90.87513.355.635-75.634010.3314.5617.914-5与6-5管段与前面1-2与3-2相同，对称Q4-5=Q1-2√(H5/H2)q8=0.42√H8，q9=0.42√H9=1.090q8，H9=H8+0.4367×2.4×q82=1.189H8q10=0.42√H10=1.17q8，H10=H9+0.09386×2.4×（q8+q9）2=1.37H8q11=0.42√H11=1.34q8，H11=H10+0.09386×2.4×（q8+q9+q10）2=1.81H827.91m=H7=H11+0.04453×3.352×（q8+q9+q10+q11）2=2.38H8XPL-1811.731.440.43678-91.44252.42.172.17913.941.570.093869-103.01322.42.044.201016.071.680.0938610-114.69322.44.959.161121.231.930.0445311-76.62403.3526.5315.69727.9112.240.011087-1412.24500.3630.6018.51q12=0.42√H12，q13=0.42√H13=1.146q12，H13=H12+0.4367×4×q122=1.314H1228.51=H14=H13+0.09386×10.99×(q12+q13)2=2.169H12XPL-11213.151.520.436712-131.522544.054.051317.271.750.0938613-143.273210.98811.0115.061428.5115.510.0110814-1815.51500.8122.1620.68q15=0.42√H15，q16=0.42√H16=1.09q15，H16=H15+0.4367×2.4×q152=1.189H15q17=0.42√H17=1.206q5，H17=H16+0.09386×3.6×(q15+q16)2=1.455H1530.68=H18=H17+0.09386×1.8×(q15+q16+q17)2=1.785H12XPL-11517.191.740.0938615-161.74322.40.680.681620.431.900.00116816-173.64503.60.060.741725.012.100.0938617-185.74321.85.566.301830.6817.2518-1934.4317.25800.00116810.83.7524.4319-2035.5217.251000.000267413.7171.0925.522.5.3XPL-2最不利点喷淋计算图2.5.3.1XPL-2最不利点喷淋布置图根据图2.5.3.1水力计算如下图2.5.3.1：XPL-2最不利点喷淋计算表表2.5.3.1立管编号喷头序号管段喷头处压力H(m)喷头节点处流量q（L/s）管段流量Q(L/s)管径DN（mm）比阻值A管长L（m）水损h（m）累计水损（m）XPL-2110.001.331-21.33250.43670.90.690.69310.001.333-21.33250.43670.90.69210.692.662-52.66320.0938642.663.3541.484-51.48250.43670.90.8761.486-51.48250.43670.90.87513.355.635-75.63400.0445310.49114.7918.144-5与6-5管段与前面1-2与3-2相同，对称Q4-5=Q1-2√(H5/H2)q8=0.42√H8，q9=0.42√H9=1.090q8，H9=H8+0.4367×2.4×q82=1.189H8q10=0.42√H10=1.17q8，H10=H9+0.09386×2.4×（q8+q9）2=1.37H8q11=0.42√H11=1.34q8，H11=H10+0.09386×2.4×（q8+q9+q10）2=1.81H828.14m=H7=H11+0.04453×3.352×（q8+q9+q10+q11）2=2.38H8XPL-2811.821.448-91.44250.43672.42.192.19914.061.579-103.02320.093862.42.054.241016.201.6910-114.71320.093862.44.999.231121.401.9411-76.64400.044533.3526.5915.82728.1415.427-1415.42500.0110812.6420.77q12=0.42√H12，q13=0.42√H13=1.140q12，H13=H12+0.4367×3.8×q122=1.299H1217.15=H14=H13+0.09386×10.8×(q12+q13)2=2.134H12XPL-21213.191.5312-131.53250.43673.83.863.861315.031.6313-73.15320.0938610.810.0813.94q14=0.42√H14，q15=0.42√H15=1.093q14，H15=H14+0.4367×2.5×q142=1.196H14q16=0.42√H16=1.209q4，H16=H15+0.09386×3.6×(q14+q15)2=1.462H1430.77=H17=H16+0.09386×1.8×(q14+q15+q16)2=1.794H14XPL-21517.151.7415-161.74320.093862.50.710.711620.511.9016-173.64500.011083.60.531.241725.082.1017-185.75320.093861.85.586.821830.7717.1618-1934.4917.16800.00116810.83.7224.4919-2035.4917.161000.000267412.7351.0025.492.5.4中庭喷淋计算图2.5.4.1XPL-1一层中庭最不利点喷淋布置图根据图2.5.4.1水力计算如下图2.5.3.1：XPL-1一层中庭最不利点喷淋计算表表2.5.4.1立管编号喷头序号管段喷头处压力H(m)喷头节点处流量q（L/s）管段流量Q(L/s)管径DN（mm）比阻值A管长L（m）水损h（m）累计水损（m）XPL-1110.001.331-21.33320.0938630.500.50210.501.362-32.69320.093860.50.340.8441.354-31.35320.093862.50.43310.844.043-84.04320.0938634.605.44511.501.425-61.35320.0938630.520.52612.081.466-71.46320.0445330.280.80714.471.607-83.06320.43670.52.042.84q5=0.42√H5，q6=0.42√H6=1.025q5，H6=H5+0.09386×3×q52=1.051H5q7=0.42√H7=1.122q5，H7=H6+0.09386×3×(q5+q6)2=1.259H515.44=H8=H7+0.09386×0.5×(q5+q6+q7)2=1.343H51012.611.4910-91.49320.0938630.630.63912.931.519-83.00320.093862.52.112.74815.4410.108-1410.10500.0110833.398.8311-14管段与5-8管段，16-14与10-8管段相同Q13-14=Q7-8×√(H14/H8)=3.06×√(18.83/15.44)=3.38Q15-14=Q9-8×√(H14/H8)=3.00×√(18.83/15.44)=3.321418.8316.8014-1916.80800.00116830.999.82q17=0.42√H17，q18=0.42√H18=1.025q17，H18=H17+0.09386×3×q172=1.051H1719.82=H19=H18+0.09386×0.5×(q17+q18)2=1.086H171718.251.7917-181.79320.0938630.910.911819.181.8418-193.63800.0011680.50.010.0121-19与10-8管段相同，Q20-19=Q15-14×√(H19/H14)=3.32×√(19.82/18.83)=3.401919.8223.8319-2223.83800.0011683.3252.2112.032.5.5立管计算XPL-1——十五层至地下室：压力H20=38.03mq20=17.25L/s，中庭q=23.83L/s立管管段长60.53m，水泵处至一层选用DN15管径，其余层选用DN125mm管径。水头损失h1-2＝0.00008623×52.6×（17.25）2+0.00003395×7.93×（23.83）2＝1.50m，地下室立管压力35.52＋1.50＝37.02mXPL-2——九层至地下室：压力H16=37.10mq16=17.16L/s管段长56.83m，水泵处至一层选用DN15管径，其余层选用Dg125mm管径水头损失h2-3＝0.00008623×37.3×（17.16）2+0.00003395×7.93×（17.16）2＝1.03m，地下室压力35.49+1.03＝36.52m喷淋系统水泵总扬程H=Hst+h×(1+20%)+10=60.53+26.95×1.2+10=102.87m喷淋系统水泵流量Q=40.99L/s选取型号为150DLX-25×5的立式多级消防泵，两用一备，Q额=50L/s，H额=120m，P=90kW。2.5.6减压设施计算各层支管压力：由末端喷头计算至支管：XPL-1最高层即十五层支管口压力为35.52mXPL-2最高层即九层支管口压力为35.49m计算富余水头，如表2.5.5.1和2.5.5.2，则立管XPL-1在负一层到二层分别设置减压孔板，孔板直径分别为；40.59mm，43.15mm，45.95mm。立管XPL-2在负一层到五层分别设置减压孔板，孔板直径分别为：40.49mm，41.42mm，43.04mm，48.73mm，49.12mm，57.11mm。喷淋立管XPL-1富余水头计算表表2.5.5.1立管编号管段层管径DN(mm)管段长度(m)流量Q(L/s)沿程损失(m)节点压力(m)立管压力m富余水头mXL-11517.2535.5238.623.1015-141253.717.250.091435.6342.446.8014-131253.717.250.091335.7546.2510.5013-121253.717.250.091235.8650.0714.2012-111253.717.250.091135.9853.8817.9011-101253.717.250.091036.0957.6921.6010-212529.617.250.76237.0088.2151.202-11254.517.250.12137.1492.8455.701-负一1504.517.250.05负一37.1997.4060.203.4317.250.03负一~水泵150102.87喷淋立管XPL-2富余水头计算表表2.5.5.2立管编号管段层管径DN(mm)管段长度(m)流量Q(L/s)沿程损失(m)节点压力(m)立管压力m富余水头mXL-2917.1635.4961.5226.039-81253.717.160.09835.6065.3329.738-71253.717.160.09735.7269.1433.437-61253.717.160.09635.8372.9637.136-51253.717.160.09535.9476.7740.835-41253.717.160.09436.0580.5844.534-31253.717.160.09336.1784.4048.233-21253.717.160.09236.2888.2151.932-11254.517.160.11136.4292.8456.431-负一1504.517.160.04负一36.4797.4060.933.4317.160.03负一~水泵150102.872.5.7报