某15#住宅楼给排水毕业设计（图纸和设计说明书）p

1、山东建筑大学毕业设计说明书PAGE PAGE - 47 -筑龙给排水所有资料免费下载了！ 本科毕业设计说明书题 目：锦绣城15号楼建筑给水 排水设计 院 （部）： 市政与环境工程学院专 业： 给水排水工程班 级： 姓 名： 学 号： 指导教师： 完成日期： 2008年6月26日目 录 TOC o 1-3 u 摘 要ABSTRACT1 前 言12 工程概况及设计说明2.1工程概况22.2设计依据22.3 设计内容22.4 完成工作量22.5室内给水工程22.6消防工程32.7 室内排水工程43 建筑给水系统计算3.1给水系统方案的确定43.2 生活用水量确定43.2.1给水定额及时变化系数43.

2、2.2最高日用水量53.2.3设计秒流量计算公式53.3给水管网水力计算64 建筑排水系统计算4.1确定排水方案224.2建筑排水管网水力计算224.2.1建筑排水横支管计算224.2.2 建筑立管及所连支管计算284.3通气立管335 建筑消防水系统5.1消防给水系统方案的确定345.2 室内消火栓给水系统345.2.1消火栓的布置345.2.2消火栓口所需的水压345.2.3校核365.2.4水力计算375.2.5其他设施的设计395.3 自动喷水灭火系统405.3.1自喷系统的布置405.3.2自喷系统水力计算405.3.3消防水池容积的计算435.4 室外消防给水系统445.4.1 室

3、外消防给水管网445.4.2 室外消火栓445.5 管材447 结 论45谢 辞46参考文献47 摘 要该设计为锦绣城15号楼建筑给水排水设计，设计内容包括给水系统设计，排水系统设计，消防系统设计，自动喷水系统设计。由于该建筑高度60.5米，市政管网压力0.18MPa,无法满足压力要求，故采用分区供水，考虑到节能设计，采用无负压装置变频泵机组。给水分区为高、中、低区，1017层为高区,29层为中区，一层为低区。中区、高区由无负压装置供水，低区利用市政管网直接供水。排水采用污废水合流的方式。该建筑物高度低于100米，消防系统不分区，采用减压稳压消火栓。自喷系统采用中危一级标准，正常压力为0.1M

4、Pa,作用面积为160平方米。自喷系统与消火栓系统合用消防水箱。关键词：高层建筑；给水排水；给水分区；自喷系统。The Design of Building Water and Wastewater Engineering for the 15th Building of jin Xiu ChengABSTRACT this design gives the water draining water design for the exquisite silk city 15th building construction, the design content including for th

5、e aqueous system graduation project, the drainage system design, fire prevention system design, automatic sprinkling system design.As a result of this building 60.5 meters, municipal administration pipe network pressure 0.18MPa, is unable to satisfy the pressure request highly, therefore uses the di

6、strict water supply, considered the energy conservation design, uses the non-negative pressure installment frequency conversion pump unit. For the moisture content area is the high, middle and low area, 1017 are the high areas, 29 are the central areas, one is the low area.The central area, Gao Quyo

7、u the non-negative pressure installs the water supply, low area use municipal administration pipe network direct water supply.Draining water uses the dirt waste water confluence the way.The fire prevention system district, this building highly is not lower than 100 meters, therefore the fire distric

8、t, does not use the reduced pressure constant voltage fire hydrant. Flushes the system to use the danger level standard, the full pressure is 0.1MPa, the area of influence is 160 square meters.Flushes the system and the fire hydrant system comes in handy the fire water tank.Key word: High-rise const

9、ruction; To water draining water; For moisture content area; Flushes the system.1 前 言高层建筑给水排水工程与一般多层建筑和低层建筑给水排水工程相比，基本理论和计算方法在某些方面是相同的，但因高层建筑层数多、建筑高度大、建筑功能广、建筑结构复杂，以及所受外界条件的限制等，高层建筑给水排水工程无论是在技术深度上，还是广度上，都超过了低层建筑物的给水排水工程的范畴，并且有以下一些特点高层建筑给水排水设备的使用人数多，瞬时的给水量和排水流量靠的水源，以及经济合理的给水排水系统形式，并妥善处理排水管道的通气问题，以保证供

10、水安全可靠、排水通畅和维护管理方便。下面就高层建筑给水排水工程的主要特点介绍如下：1、高层建筑层数多、高度大。给水系统及热水系统中的静水压力很大，为保证管道及配件免受破坏，必须对给水系统和热水系统进行合理的竖向分区，加设减压设备以及中间和屋顶水箱，使系统运行完好。2、高层建筑的功能复杂，失火可能性大，失火后蔓延迅速，人员疏散及扑救困难。为此，必须设置安全可靠的室内消防给水系统，满足各类消防的要求，而且消防给水的设计应“立足自救”，方可保证及时扑灭火灾，防止重大事故发生。3、高层建筑对防噪声、防震等要求较高，但室内管道及设备种类繁多、管线长、噪声源和震源多，必须考虑管道的防震、防沉降、防噪声、防

11、水锤、防管道伸缩变位、防压力过高等措施。以保证管道不漏水，不损坏建筑结构及装饰，不影响周围环境，使系统安全运行。第2章 给水排水设计任务书2.1 工程概况建筑面积 14519平方米，地下为设备间；一层设有营业厅、办公厅。二到十七层为客房。市政管网压力0.180.55Mpa，室外标高1.35米，建筑层高：底层4.5米；2 17层标高3.5米。2.2 设计依据（1）、建筑给水排水设计规范 GB500152003）（2）、建筑设计防火规范 GB50016-2006 （2006年版）（3）、高层民用建筑设计防火规范 GB5004595 （2005年版）（4）、自动喷水灭火系统设计规范 GB500842

12、001 （2005年版）2.3 设计内容本设计包括建筑给水工程，建筑排水工程，建筑消防工程。2.4 完成工作量设计计算说明书一份，图纸。2.5室内给水工程1、给水系统选择由于城市管网资用水头0.180.55MPa，不能满足该高层建筑，故采用分区供水，给水分高、中、低三个分区，1层为低区，市政管网直接供水；29层为中区，1017层为高区，由变频泵组供水。2、给水系统组成室内给水系统由引入管，水表节点，给水管道，配水装置和用水设备及附件组成。3、加压设备及构筑物采用变频泵机组供水。4、管道的布置与敷设引入管设两条，由建筑物南侧市政管网引入，引入管经水表节点后，接入合建式生活消防水池。一层给水系统利

13、用市政管网直接供水。中区采用下行上给的供水方式，枝状管网，横干管敷设于一层的吊顶中，给水立管尽可能布置在管井或墙角位置。高区采用下行上给的供水方式，高区水平干管敷设在9层的吊顶内，立管置于管井内，采用明装与暗装相结合的方式。给水管道与其他管道之间留有一定的间距，以防止给水管道被污染，同时便于安装维修。引入管敷设深度为室外地下1.0m处，穿越地下室墙体式，设防水套管。水表设于水表井内。给水管道穿过承重墙基础时，均预留孔洞，预留洞尺寸，考虑到管顶上部净空不能小于建筑物沉降量的要求，其值不小于0.1m。管道敷设在空中时采用支架或托架固定，立管设管卡固定。2.6 消防工程1、消火栓系统 该建筑物采用设

14、水泵和消防水箱的消火栓的给水方式。消防水箱贮存10min消防水量，火灾发生时先由消防水箱供水灭火，消防水泵启动后由消防水泵供水灭火。根据高规，室内消防流量40L/s，水枪充实水柱长度为11.4m。消火栓的布置要求有两支水枪的充实水柱达到同层内任何部位。消火栓距地面安装高度为1.1m，为保证及时灭火，每个消火栓处应设置报警信号装置。消火栓应设置在使用方便的走道内，宜靠近疏散方便的通道口处，楼梯间内。消防前室应设消火栓。建筑物屋顶设一个消火栓。寒冷地区应考虑防冻措施。水泵结合器应设于消防车易于到达的地点，同时考虑其附近有供消防车取水的消防水池。本设计设4个水泵结合器。2、自动喷淋系统该建筑采用湿式

15、自动喷水灭火系统，采用玻璃球洒水喷头。湿式报警阀位于地下室的消防控制室。设计参数采用中危一级设计参数。根据规范，水力计算方法采用作用面积法。一个报警阀只能控制800个喷头，自动喷水灭火系统的给水方式为不分区，一到九层用一个立管，十到十七层为另一个立管。自喷系统与消防系统共用屋顶水箱。各区低层设置比例式减压阀减压。喷头采用玻璃球喷头，管材为镀锌钢管。2.7 室内排水工程1、排水系统选择设计采用污废水合流的排水体制，排水不分区。排水采用排水专用塑料管，设伸顶通气，横支管坡度采用标准坡度。2、排水系统组成 办公室卫生器具，以及卫生间的卫生器具。排水管道包括器具排水管（含存水弯）、横支管、立管、埋地干

16、管和排除管。清通设备包括在横支管顶端的清扫口，设在立管和较长横干管上的检查口。污水局部处理构筑物为化粪池。通气系统主要为伸顶通气。3、管材、管道的布置与敷设排水管材采用PVC排水塑料管。管道的布置在保证排水通畅、安全可靠的前提下，还考虑到经济、施工、管理、美观的因素。第3章 建筑给水系统计算3.1给水方案确定根据规范要求，并结合建筑的层数以及室外市政给水管网的压力，将该建筑在竖向上分3个供水区，低区为1层，由市政管网直接供水；中区为29层，高区为1017层，由变频调速水泵采用下行上给式供水；管材采用给水塑料管。本设计采用高层建筑普遍采用的无负压装置给水，屋顶可不设水箱。工程中水池容积取日用水量

17、的20%25%，最大不得大于48h的用水量。为保证生活用水，生活水池独立设置，生活水池容积取高区日用水量的20%。3.2生活用水量确定 3.2.1给水定额及时变化系数根据规范，区客房每床每天500L计算，标准层每层28个床位，共16层。一楼由市政管网直接供水。时变化系数取2.5.3.2.2最高日用水量 （1.1）3.2.3最高日最大时用水量 （1.2）3.2.4设计秒流量计算公式 给水管网水力计算的目的在于确定各管段管径、管网的水头损失和给水系统所需压力。该建筑物为宾馆，查规范，取2.5。 （1.3）式中： 设计秒流量，；根据建筑物用途确定的系数，取2.5； 给水当量。使用此公式是应注意以下几

18、点：（1）如计算值小于该管段上一个最大卫生器具给水额定流量时，应采用一个最大的卫生器具给水额定流量作为设计秒流量。（2）如计算值大于该管段上按卫生器具给水额定流量累加所得流量值时，应按卫生器具给水额定流量累加所得流量值采用。（3）有大便器延时自闭冲洗阀的给水管段，大便器延时自闭冲洗阀的给水当量以0.5计，计算得到qg附加1.10L/s的流量后，为该管段的给水设计秒流量。无负压装置的变频泵的计算与选择 Qh= QdKh/T=2242.5/24=23.3m3/h （4.3） 3.3 给水管网水力计算：根据规定，各卫生器具的给水当量如下：洗脸盆Ng=0.5，蹲便器Ng=0.5，坐便器Ng=6.0，浴

19、盆Ng=1.0，小便器 Ng=0.5。生活给水管道均采用塑料管。生活给水管道的水流速度如下：DN15DN20，V0.61.0m/s；DN25DN40，V0.81.2m/s；DN50DN70，V1.5m/s；DN80及以上的管径，V1.8m/s。1层给水管网计算： 1层给水管网JL 图4-1，1层给水管网，JL11表4.1 JL11水利计算表管段名称管道流量L/s管长m累计当量标注管径水力坡降mH2O/m流速m/s沿程损失mH2O管材1-20.150.800.75200.0640.810.05PP-R2-30.300.801.50250.0741.010.11PP-R3-40.450.802.2

20、5320.0480.930.15PP-R4-50.600.803.00400.0270.790.17PP-R5-60.751.403.75400.0410.990.23PP-R6-71.560.909.75500.0541.320.28PP-R7-81.980.6115.75630.0271.060.29PP-R8-91.980.2515.75630.0271.060.30PP-R9-101.980.2915.75630.0271.060.31PP-R10-112.330.3821.75630.0371.250.32PP-R11-122.332.2121.75630.0371.250.40PP

21、-R12-133.484.5048.50750.0191.050.49PP-R14-150.150.840.75200.0640.810.05PP-R15-160.251.371.25250.0530.850.07PP-R16-171.350.877.25500.0411.140.04PP-R17-181.820.9013.25630.0230.970.02PP-R18-192.190.9019.25630.0331.170.03PP-R19-202.510.3825.25630.0431.340.02PP-R20-122.512.9125.25630.0431.340.12PP-R21-22

22、0.100.800.50160.1010.880.08PP-R22-230.200.801.00250.0350.680.03PP-R23-120.300.371.50250.0741.010.03PP-R1层给水所需的压力：H=H1+ H2+ H3+ H4H1=4.5m沿程损失：H2=0.49 局部损失：H3=30% H2=0.15mH4=0.05Mpa=5mH=H1+ H2+ H3+ H4=10.14m18m所以市政管网的压力足够。 2、2-9层给水管网水力计算： 图4-2，JL1表4.2JL1水利计算表管段名称管道流量L/s管长m累计当量标注管径水力坡降mH2O/m流速m/s沿程损失mH

23、2O管材1-20.151.720.75200.0640.810.11PP-R2-30.150.490.75200.0640.810.14PP-R3-40.251.041.25250.0530.850.20PP-R4-50.450.822.25320.0480.930.24PP-R5-60.453.502.25320.0480.930.40PP-R7-30.100.720.50160.1010.880.07PP-R8-90.200.501.00250.0350.680.02PP-R9-40.200.561.00250.0350.680.02PP-R6-100. 903.504.50320.028

24、0.880.80PP-R10-111.303.506.75320.0551.271.20PP-R11-121.503.509.00400.0210.901.60PP-R12-131.683.5011.25400.0291.052.00PP-R13-141.843.5013.50400.0321.132.40PP-R14-151.983.5015.75400.0361.202.80PP-R15-162.123.5018.00500.0210.823.20PP-R JL2，图43表4.3 JL2水利计算表管段名称管道流量L/s管长m累计当量标注管径水力坡降mH2O/m流速m/s沿程损失mH2O管材

25、1-20.150.990.75200.0640.810.06PP-R2-30.151.630.75200.0640.810.17PP-R3-40.450.902.25320.0480.930.21PP-R4-50.453.502.25320.0480.930.38PP-R6-70.200.831.00250.0350.680.03PP-R7-80.300.411.50250.0741.010.03PP-R8-30.300.341.50250.0741.010.02PP-R5-90. 93.504.50320.0280.880.80PP-R9-101.303.506.75320.0551.271

26、.20PP-R10-111.503.509.00400.0210.901.60PP-R11-121.683.5011.25400.0291.052.00PP-R12-131.843.5013.50400.0321.132.40PP-R13-141.983.5015.75400.0361.202.80PP-R14-152.123.5018.00500.0210.823.20PP-RJL3、5、7 图44表4.4 JL3、5、7水利计算表管段名称管道流量L/s管长m累计当量标注管径水力坡降mH2O/m流速m/s沿程损失mH2O管材1-20.150.960.75200.0640.810.06PP-R

27、2-30.151.470.75200.0640.810.15PP-R3-40.450.652.25320.0480.930.19PP-R4-50.450.362.25320.0480.930.20PP-R5-60.900.174.50400.0581.190.21PP-R6-70.903.504.50400.0581.190.42PP-R8-90.200.951.00250.0350.680.03PP-R9-30.300.311.50250.0741.010.02PP-R10-110.150.970.75200.0640.810.06PP-R11-120.151.670.75200.0640.

28、810.11PP-R12-50.450.662.25320.0480.930.03PP-R13-140.200.951.00250.0350.680.03PP-R14-120.300.311.50250.0741.010.02PP-R7-151.503.59.00400.0220.900.84PP-R15-161.843.513.50400.0311.101.26PP-R16-172.123.518.00500.0320.811.68PP-R17-182.373.522.50500.0430.902.10PP-R18-192.603.527.00500.0451.012.52PP-R19-20

29、2.813.531.50500.0371.082.94PP-R20-213.003.536.00500.0251.143.36PP-RJL4、6、8，图45表4.5 JL4、6、8水利计算表管段名称管道流量L/s管长m累计当量标注管径水力坡降mH2O/m流速m/s沿程损失mH2O管材1-20.150.960.75200.0640.810.06PP-R2-30.151.470.75200.0640.810.15PP-R3-40.450.652.25320.0480.930.19PP-R4-50.450.362.25320.0480.930.20PP-R5-60.900.174.50400.058

30、1.190.21PP-R6-70.903.504.50400.0581.190.42PP-R8-90.200.951.00250.0350.680.03PP-R9-30.300.311.50250.0741.010.02PP-R10-110.150.970.75200.0640.810.06PP-R11-120.151.670.75200.0640.810.11PP-R12-50.450.662.25320.0480.930.03PP-R13-140.200.951.00250.0350.680.03PP-R14-120.300.311.50250.0741.010.02PP-R7-151.5

31、03.59.00400.0220.900.84PP-R15-161.843.513.50400.0311.101.26PP-R16-172.123.518.00500.0320.811.68PP-R17-182.373.522.50500.0430.902.10PP-R18-192.603.527.00500.0451.012.52PP-R19-202.813.531.50500.0371.082.94PP-R20-213.003.536.00500.0251.143.36PP-R JL9，图46表4.6 JL9水利计算表管段名称管道流量L/s管长m累计当量标注管径水力坡降mH2O/m流速m/

32、s沿程损失mH2O管材1-20.150.990.75200.0640.810.06PP-R2-30.151.550.75200.0640.810.16PP-R3-40.450.892.25320.0480.930.20PP-R4-50.453.502.25320.0480.930.37PP-R6-70.200.951.00250.0350.680.03PP-R7-80.300.281.50250.0741.010.02PP-R8-30.300.351.50250.0741.010.03PP-R5-90. 93.504.50320.0280.880.80PP-R9-101.303.506.753

33、20.0551.271.20PP-R10-111.503.509.00400.0210.901.60PP-R11-121.683.5011.25400.0291.052.00PP-R12-131.843.5013.50400.0321.132.40PP-R13-141.983.5015.75400.0361.202.80PP-R14-152.123.5018.00500.0210.823.20PP-R JL10，图47 表4.7 JL10水利计算表管段名称管道流量L/s管长m累计当量标注管径水力坡降mH2O/m流速m/s沿程损失mH2O管材1-20.150.900.75200.0640.810

34、.06PP-R2-30.301.681.50250.0741.010.18PP-R3-40.401.012.00320.0380.830.22PP-R4-50.603.503.00400.0270.590.32PP-R6-40.201.101.00250.0350.680.04PP-R5-71.203.506.00400.0150.720.64PP-R7-81.503.509.00400.0220.900.96PP-R8-91.733.5012.00400.0291.051.28PP-R9-101.943.5015.00400.0361.201.60PP-R10-112.123.5018.00

35、500.0210.821.92PP-R11-122.303.5021.00500.0320.882.24PP-R12-132.453.5024.00500.0460.922.56PP-R JL1 ，图48 表4.8 JL1水利计算表管段名称管道流量L/s管长m累计当量标注管径水力坡降mH2O/m流速m/s沿程损失mH2O管材1-22.450.9024.00500.05170.952.56PP-R2-32.451.6824500.05170.952.86PP-R3-44.571.6842.00500.0261.205.76PP-R4-510.571.68114700.0271.3012.48PP

36、-R5-616.571.68176800.0201.2019.2PP-R6-722.571.68248800.0221.4025.92PP-R7-828.571.68320800.0291.6232.64PP-R18-834.571.50392800.0331.7535.84PP-R10-32.120.9018.00500.0250.803.20PP-R11-43.000.9036.00500.0241.143.36PP-R12-43.000.9036.00500.0241.143.36PP-R13-53.000.9036.00500.0241.143.36PP-R14-53.000.9036

37、.00500.0241.143.36PP-R15-63.000.9036.00500.0241.143.36PP-R16-63.000.9036.00500.0241.143.36PP-R17-72.120.9018.00500.0250.803.20PP-R18-82.120.9018.00500.0250.803.20PP-R2-9层给水所需的压力：H=H1+ H2+ H3+ H4H1=3.574.5+4.9+1.35+1=36.25 沿程损失：H2=35.84m 局部损失：H3=30% H2=10.75mH4=0.05Mpa=5mH=H1+ H2+ H3+ H4=88.00m29层给水选

38、用无负压供水装置2台，一用一备，流量8.6L/S，扬程70m。3、10-17层给水管网水力计算： 图4-9，JL1表4.9 JL1水利计算表管段名称管道流量L/s管长m累计当量标注管径水力坡降mH2O/m流速m/s沿程损失mH2O管材1-20.151.720.75200.0640.810.11PP-R2-30.150.490.75200.0640.810.14PP-R3-40.251.041.25250.0530.850.20PP-R4-50.450.822.25320.0480.930.24PP-R5-60.453.502.25320.0480.930.40PP-R7-30.100.720.

39、50160.1010.880.07PP-R8-90.200.501.00250.0350.680.02PP-R9-40.200.561.00250.0350.680.02PP-R6-100. 903.504.50320.0280.880.80PP-R10-111.303.506.75320.0551.271.20PP-R11-121.503.509.00400.0210.901.60PP-R12-131.683.5011.25400.0291.052.00PP-R13-141.843.5013.50400.0321.132.40PP-R14-151.983.5015.75400.0361.20

40、2.80PP-R15-162.123.5018.00500.0210.823.20PP-R JL2，图410表4.10 JL2水利计算表管段名称管道流量L/s管长m累计当量标注管径水力坡降mH2O/m流速m/s沿程损失mH2O管材1-20.150.990.75200.0640.810.06PP-R2-30.151.630.75200.0640.810.17PP-R3-40.450.902.25320.0480.930.21PP-R4-50.453.502.25320.0480.930.38PP-R6-70.200.831.00250.0350.680.03PP-R7-80.300.411.50

41、250.0741.010.03PP-R8-30.300.341.50250.0741.010.02PP-R5-90. 93.504.50320.0280.880.80PP-R9-101.303.506.75320.0551.271.20PP-R10-111.503.509.00400.0210.901.60PP-R11-121.683.5011.25400.0291.052.00PP-R12-131.843.5013.50400.0321.132.40PP-R13-141.983.5015.75400.0361.202.80PP-R14-152.123.5018.00500.0210.823.

42、20PP-R JL3、5、7 图411表4.11 JL3、5、7水利计算表管段名称管道流量L/s管长m累计当量标注管径水力坡降mH2O/m流速m/s沿程损失mH2O管材1-20.150.960.75200.0640.810.06PP-R2-30.151.470.75200.0640.810.15PP-R3-40.450.652.25320.0480.930.19PP-R4-50.450.362.25320.0480.930.20PP-R5-60.900.174.50400.0581.190.21PP-R6-70.903.504.50400.0581.190.42PP-R8-90.200.951

43、.00250.0350.680.03PP-R9-30.300.311.50250.0741.010.02PP-R10-110.150.970.75200.0640.810.06PP-R11-120.151.670.75200.0640.810.11PP-R12-50.450.662.25320.0480.930.03PP-R13-140.200.951.00250.0350.680.03PP-R14-120.300.311.50250.0741.010.02PP-R7-151.503.59.00400.0220.900.84PP-R15-161.843.513.50400.0311.101.2

44、6PP-R16-172.123.518.00500.0320.811.68PP-R17-182.373.522.50500.0430.902.10PP-R18-192.603.527.00500.0451.012.52PP-R19-202.813.531.50500.0371.082.94PP-R20-213.003.536.00500.0251.143.36PP-R JL4、6、8，图412表4.12 JL4、6、8水利计算表管段名称管道流量L/s管长m累计当量标注管径水力坡降mH2O/m流速m/s沿程损失mH2O管材1-20.150.960.75200.0640.810.06PP-R2-3

45、0.151.470.75200.0640.810.15PP-R3-40.450.652.25320.0480.930.19PP-R4-50.450.362.25320.0480.930.20PP-R5-60.900.174.50400.0581.190.21PP-R6-70.903.504.50400.0581.190.42PP-R8-90.200.951.00250.0350.680.03PP-R9-30.300.311.50250.0741.010.02PP-R10-110.150.970.75200.0640.810.06PP-R11-120.151.670.75200.0640.810

46、.11PP-R12-50.450.662.25320.0480.930.03PP-R13-140.200.951.00250.0350.680.03PP-R14-120.300.311.50250.0741.010.02PP-R7-151.503.59.00400.0220.900.84PP-R15-161.843.513.50400.0311.101.26PP-R16-172.123.518.00500.0320.811.68PP-R17-182.373.522.50500.0430.902.10PP-R18-192.603.527.00500.0451.012.52PP-R19-202.8

47、13.531.50500.0371.082.94PP-R20-213.003.536.00500.0251.143.36PP-R JL9，图413 表4.13 JL9水利计算表管段名称管道流量L/s管长m累计当量标注管径水力坡降mH2O/m流速m/s沿程损失mH2O管材1-20.150.990.75200.0640.810.06PP-R2-30.151.550.75200.0640.810.16PP-R3-40.450.892.25320.0480.930.20PP-R4-50.453.502.25320.0480.930.37PP-R6-70.200.951.00250.0350.680.0

48、3PP-R7-80.300.281.50250.0741.010.02PP-R8-30.300.351.50250.0741.010.03PP-R5-90. 93.504.50320.0280.880.80PP-R9-101.303.506.75320.0551.271.20PP-R10-111.503.509.00400.0210.901.60PP-R11-121.683.5011.25400.0291.052.00PP-R12-131.843.5013.50400.0321.132.40PP-R13-141.983.5015.75400.0361.202.80PP-R14-152.123.

49、5018.00500.0210.823.20PP-R JL10，图414 表4.14 JL10水利计算表管段名称管道流量L/s管长m累计当量标注管径水力坡降mH2O/m流速m/s沿程损失mH2O管材1-20.150.900.75200.0640.810.06PP-R2-30.301.681.50250.0741.010.18PP-R3-40.401.012.00320.0380.830.22PP-R4-50.603.503.00400.0270.590.32PP-R6-40.201.101.00250.0350.680.04PP-R5-71.203.506.00400.0150.720.64P

50、P-R7-81.503.509.00400.0220.900.96PP-R8-91.733.5012.00400.0291.051.28PP-R9-101.943.5015.00400.0361.201.60PP-R10-112.123.5018.00500.0210.821.92PP-R11-122.303.5021.00500.0320.882.24PP-R12-132.453.5024.00500.0460.922.56PP-R JL1 ，图415 表4.15 JL1水利计算表管段名称管道流量L/s管长m累计当量标注管径水力坡降mH2O/m流速m/s沿程损失mH2O管材1-22.450.

51、9024.00500.05170.952.56PP-R2-32.451.6824500.05170.952.86PP-R3-44.571.6842.00500.0261.205.76PP-R4-510.571.68114700.0271.3012.48PP-R5-616.571.68176800.0201.2019.2PP-R6-722.571.68248800.0221.4025.92PP-R7-828.571.68320800.0291.6232.64PP-R18-834.571.50392800.0331.7535.84PP-R10-32.120.9018.00500.0250.803.

52、20PP-R11-43.000.9036.00500.0241.143.36PP-R12-43.000.9036.00500.0241.143.36PP-R13-53.000.9036.00500.0241.143.36PP-R14-53.000.9036.00500.0241.143.36PP-R15-63.000.9036.00500.0241.143.36PP-R16-63.000.9036.00500.0241.143.36PP-R17-72.120.9018.00500.0250.803.20PP-R18-82.120.9018.00500.0250.803.20PP-R10-17层

53、给水所需的压力：H=H1+ H2+ H3+ H4H1=57+1.35+1=59.35 沿程损失：H2=35.84m 局部损失：H3=30% H2=10.75mH4=0.05Mpa=5mH=H1+ H2+ H3+ H4=116m1017层给水选用无负压供水装置2台，一用一备，流量8.6L/S，扬程98m。第4章 建筑排水系统计算4.1 确定设计方案：本建筑采用污废水合流制排水体制。4.1.1 设计秒流量：根据建筑给水排水工程第五版规定，本建筑排水设计秒流量可按下公式计算：q0.12a(Np) 1/2qmax （5.1） 式中 q 计算管段排水设计秒流量，单位（L/s）； Np 计算管段卫生器具排

54、水当量总数； qmax 计算管段上排水量最大的一个卫生器具的排水流量，单位（L/s）； 根据建筑物用途而定的系数，本建筑设计中值取1.5。4.2 排水管网的水力计算4.2.1排水立管及横支管计算当用上述设计秒流量计算公式计算排水管网起端的管段时，因连接的卫生器具较少，计算结果有时会大于该管段上所有卫生器具排水流量的总和，这时应按该管段所有卫生器具排水流量的累加值作为排水设计秒流量。根据建筑给水排水工程第五版可查得各卫生器具的排水流量、排水当量和排水管的管径如下：洗脸盆 Ng0.75，排水流量为0.25L/s，排水管管径为3250mm；小便器 Ng0.30，排水流量为0.10L/s，排水管管径为

55、50mm；大便器 高位水箱 Ng4.5，排水流量为1.50L/s，排水管管径为100mm；自闭式冲洗阀 Ng4.5，排水流量为1.50L/s，排水管管径为100mm 浴盆 Ng3.00，排水流量为1.00L/S, 排水管管径为50mm横管最大设计充满度规定如下：生活排水管道：管径125mm，最大设计充满度为0.5；管径150200mm，最大设计充满度为0.6。根据规定，建筑内部排水管的最小管径为50mm，凡是连有大便器的支管，其最小管径为110mm。排水管采用塑料管，其他一些参数在建筑给水排水工程第五版中均可查得。4.2.2标准层各立管所在卫生间支管计算 PL1支管，图5-1 表5.1 PL2

56、支管水利计算表管段名称管道流量L/s管道类型累计当量公称直径水力坡降mH2O/m流速m/s充满度管材1-20.25横管0.75500.0260.960.24排水PVC-U2-31.75横管5.251100.0261.530.26排水PVC-U3-42.02立管8.251100.0000.000.00排水PVC-U5-21.50横管4.501100.0261.530.24排水PVC-U6-31.00横管3.00750.0261.260.29排水PVC-U PL1支管，图5-2 表5.2 PL2支管水利计算表管段名称管道流量L/s管道类型累计当量公称直径水力坡降mH2O/m流速m/s充满度管材1-

57、20.25横管0.75500.0260.960.24排水PVC-U2-30.25横管0.75500.0260.960.24排水PVC-U3-41.25横管3.75750.0261.260.32排水PVC-U4-52.02横管8.251100.0261.530.28排水PVC-U5-62.02立管8.251100.0000.000.00排水PVC-U7-81.00横管3.00750.0261.260.29排水PVC-U8-31.00横管3.00750.0261.260.29排水PVC-U9-41.50横管4.501100.0261.530.24排水PVC-U PL3、4、5、6、7、8支管，图5

58、3表5.3 PL3、4、5、6、7、8支管水利计算表管段名称管道流量L/s管道类型累计当量公称直径水力坡降mH2O/m流速m/s充满度管材1-20.25横管0.75500.0260.960.24排水PVC-U2-30.25横管0.75500.0260.960.24排水PVC-U3-42.02横管8.251100.0261.530.28排水PVC-U4-52.02横管8.251100.0261.530.28排水PVC-U5-62.23立管16.501100.0000.000.00排水PVC-U7-81.00横管3.00750.0261.260.29排水PVC-U8-31.99横管7.501100

59、.0261.530.27排水PVC-U9-100.25横管0.75500.0260.960.24排水PVC-U10-110.25横管0.75500.0260.960.24排水PVC-U11-122.02横管8.251100.0261.530.28排水PVC-U12-52.02立管8.251100.0000.000.00排水PVC-U13-81.50横管4.501100.0261.530.24排水PVC-U14-151.00横管3.00750.0261.260.29排水PVC-U15-111.99横管7.501100.0261.530.27排水PVC-U16-151.50横管4.501100.0

60、261.530.24排水PVC-U PL9支管，图54表5.4 PL9支管水利计算表管段名称管道流量L/s管道类型累计当量公称直径水力坡降mH2O/m流速m/s充满度管材1-20.25横管0.75500.0260.960.24排水PVC-U2-30.25横管0.75500.0260.960.24排水PVC-U3-40.25横管0.75500.0260.960.24排水PVC-U4-51.75横管5.251100.0261.530.26排水PVC-U5-61.75立管5.251100.0000.000.00排水PVC-U7-30.00横管0.00500.0260.960.00排水PVC-U8-4