某市某區(qū)給水工程規(guī)劃設(shè)計(jì)和水廠工藝設(shè)計(jì)

某市某區(qū)給水工程規(guī)劃設(shè)計(jì)和水廠工藝設(shè)計(jì)某市某區(qū)給水工程規(guī)劃設(shè)計(jì)和水廠工藝設(shè)計(jì)摘

要

某市某區(qū)給水工程，是為了滿足該區(qū)近期和遠(yuǎn)期用水量的增長(zhǎng)而重新規(guī)劃管網(wǎng)，新建水廠，該水廠的規(guī)模為10.5萬(wàn)m3/d?？紤]水廠安全運(yùn)行，該設(shè)計(jì)的主要構(gòu)筑物均設(shè)有兩組。整個(gè)工程包括凈水工程和配水工程兩部分。凈水工程工藝流程如下：取水→混合→絮凝→沉淀→過(guò)濾→消毒→儲(chǔ)存。本設(shè)計(jì)通過(guò)兩種不同的凈水工藝流程的技術(shù)與經(jīng)濟(jì)比較，確定最佳的凈水工藝流程方案。輸配水的設(shè)計(jì)包括布置管網(wǎng)、進(jìn)行管網(wǎng)平差、校核消防用水量。

關(guān)鍵詞：管網(wǎng)規(guī)劃；水廠工藝；V型濾池；水廠布置

目

錄第一章

給水管網(wǎng)的設(shè)計(jì)

……………11

設(shè)計(jì)原始資料

…………………11.1

水文資料

…………………11.2

氣象資料

………………………11.3

地質(zhì)資料

………………………11.4

城市總體規(guī)劃………………………11.5

原水水質(zhì)

………………………21.6

設(shè)計(jì)任務(wù)

………………………22

給水管網(wǎng)布置及水廠選址

………22.1

管網(wǎng)布置形式

……………………22.2

管道布置原則和要求

……………32.2.1

管道布置原則

…………………32.2.2

輸水管道布置要求………………42.2.3

閥門(mén)、消火栓的布置原則………52.3

管網(wǎng)定線

…………52.4水廠選址

…………63

給水管網(wǎng)設(shè)計(jì)計(jì)算

…………………73.1用水量計(jì)算

………………………73.2管網(wǎng)水力計(jì)算

……………………83.2.1

設(shè)計(jì)工況點(diǎn)計(jì)算

……………83.2.2

消防校核

…………………21第二章

水廠工藝設(shè)計(jì)

…………311

水廠設(shè)計(jì)處理量

……………312

水廠工藝方案確定

……………………312.1

兩種方案的技術(shù)比較

……………313

取水工程設(shè)計(jì)

………343.1

取水構(gòu)筑物設(shè)計(jì)

…………………343.1.1

取水構(gòu)筑物形式

……………343.1.2

進(jìn)水室設(shè)計(jì)

……………353.1.3

吸水室設(shè)計(jì)

……………363.2

取水泵站設(shè)計(jì)

……………373.2.2

泵的選擇及尺寸計(jì)算……………383.2.3

吸水管路和壓水管路的布置……………………383.2.4

泵房各部件間距

……………393.2.5

泵房各工藝標(biāo)高的確定…………393.2.6

泵房建筑高度的確定……………394

水處理構(gòu)筑物的設(shè)計(jì)計(jì)算…………424.1

混凝設(shè)施

………………………424.1.1

藥劑選擇

……………………424.1.2

藥劑配置及投加方式的選擇

………………424.1.3

藥劑溶解與溶液配制

………424.1.4

鼓風(fēng)機(jī)

…………………434.1.5

投藥泵

…………434.2

混合設(shè)備

…………………444.3

網(wǎng)格絮凝池

…………………444.3.1

設(shè)計(jì)要點(diǎn)

…………………444.3.2

設(shè)計(jì)計(jì)算

…………………444.4

斜管沉淀池

…………………484.4.1

斜管沉淀池的設(shè)計(jì)計(jì)算………484.5

V型濾池

…………………524.5.1

設(shè)計(jì)數(shù)據(jù)

…………………534.5.2

設(shè)計(jì)計(jì)算

…………………534.6

加氯間

…………………674.6.1

設(shè)計(jì)參數(shù)

…………………674.6.2

設(shè)計(jì)計(jì)算

…………………684.6.3

加氯設(shè)備的選用………………684.7

清水池

…………………684.7.1

清水池的有效容積……………684.7.2

清水池尺寸的確定……………694.7.3

管道布置

…………………694.7.4

清水池標(biāo)高

…………………704.8

二泵房設(shè)計(jì)

…………………704.8.1

水泵機(jī)組的初步選擇…………704.8.2

水泵機(jī)組的基礎(chǔ)設(shè)計(jì)…………714.8.3

水泵吸水管和壓水管的計(jì)算…………………714.8.4

泵房形式的選擇………………724.8.5

水泵機(jī)組的基礎(chǔ)設(shè)計(jì)…………734.8.6

消防校核

…………734.8.7

泵房的建筑高度和平面尺寸的確定…………745

水廠布置與高程布置

…………745.1

水廠平面布置

…………745.1.1

布置要求

…………745.1.2

布置形式

…………755.1.3

水廠道路布置

…………755.1.4

水廠管線設(shè)計(jì)

…………755.2

水廠高程布置

…………78第三章

工程概預(yù)算

…………801

管道造價(jià)

…………801.1

管道工程量計(jì)算

…………801.2

其他費(fèi)用

…………822

水廠處理成本估算

…………842.1

水廠工程造價(jià)

…………842.2

單項(xiàng)構(gòu)筑物工程造價(jià)計(jì)算………842.3

水處理成本計(jì)算

…………85第四章

水廠自動(dòng)化設(shè)計(jì)

…………871

電子計(jì)算機(jī)應(yīng)用于凈水廠控制與廠內(nèi)配水控制…………………872

凈水廠構(gòu)筑物的自動(dòng)化控制………872.1

取水泵房

…………872.2

絮凝池、沉淀池

…………872.3

濾池

…………872.4

投藥控制

…………872.5

二級(jí)泵房

…………872.6

全廠控制

…………883

檢測(cè)儀表

…………883.1

液位儀：超聲波物位計(jì)…………883.2

壓力表：彈簧管壓力表…………883.3

流量計(jì)：電磁流量計(jì)

…………883.4

溫度計(jì)：雙金屬溫度計(jì)…………883.5

余氯計(jì)：余氯測(cè)量傳感器CCS……………………883.6

PH值計(jì)

…………88結(jié)論

…………89參考文獻(xiàn)

…………90第一章給水管網(wǎng)的設(shè)計(jì)1、設(shè)計(jì)原始資料：城市總平面圖：1:100001.1、水文資料據(jù)水文站資料，十年一遇洪水4.3m；常年平均水位2.9m。河流最低水位0.8m。河流最高水溫23℃，最低水溫10℃，夏季平均水溫20℃左右，冬季13℃左右。1.2、氣象資料該地，年平均降雨量1550mm，年最大降雨量達(dá)2060mm，暴雨強(qiáng)度公式為：最高氣溫25℃，最低氣溫8℃，年平均氣溫17℃，無(wú)霜期300天左右。城市主導(dǎo)風(fēng)向?yàn)闁|北風(fēng)及西南風(fēng)，平均風(fēng)速1.8m/s，最大風(fēng)速14m/s，頻率15%。該市年平均相對(duì)濕度65%。1.3、地質(zhì)資料第一層：回填、松土層，承載力8kg/cm2，深1~1.5m；第二層：粘土層，承載力10kg/cm2，深3~4m；第三層：粉土層，承載力8kg/cm2，深3~4m；地下水位平均在粘土層下0.5m。冰凍深度14cm,地震烈度屬6度區(qū)，建筑設(shè)計(jì)可按6度考慮防震措施。1.4、城市總體規(guī)劃概況其中設(shè)計(jì)的某區(qū)資料如下：項(xiàng)目近期遠(yuǎn)期設(shè)計(jì)人口6000080000人均用水量標(biāo)準(zhǔn)（最高日）220220最大日時(shí)變化系數(shù)1.381.38工廠A（m3/d）34805220工廠B（萬(wàn)m3/d）0.60.8工廠C（萬(wàn)m3/d）

工廠D（萬(wàn)m3/d）

一般工業(yè)用水占生活用水%190190第三產(chǎn)業(yè)用水占生活用水%90901.5、原水水質(zhì)序號(hào)名稱最高數(shù)平均數(shù)備注1色度168

2pH值7.57.1

3SS（mg/l）800300

4DO溶解氧4.22.3

5BOD50.80.3

6COD2.71.0

其余均符合國(guó)家地面水水源Ⅰ級(jí)標(biāo)準(zhǔn)1.6、設(shè)計(jì)任務(wù)1、某市給水工程管網(wǎng)規(guī)劃設(shè)計(jì),確定水廠建設(shè)規(guī)模、位置，并進(jìn)行管道系統(tǒng)布置，方案論證；2、給水管網(wǎng)水力計(jì)算，給水管網(wǎng)平面圖，部份管道縱斷面圖（平面布置圖，縱斷面圖3張以上，手工圖至少1張）；3、水廠工藝方案確定及可行性研究（進(jìn)行二種方案比較）；4、水廠工藝設(shè)計(jì)計(jì)算，完成水廠平面布置圖、高程圖，單體構(gòu)筑物工藝圖,大樣圖(完成圖紙12張以上,其中手工圖2張以上)；5、設(shè)計(jì)計(jì)算說(shuō)明書(shū)1份，含部份工程概預(yù)算；6、外文資料翻譯1~2篇（3000字以上）；2、給水管網(wǎng)定線布置和水廠選址2.1、管網(wǎng)布置形式給水管網(wǎng)的布置應(yīng)滿足以下要求：①按照城市規(guī)劃平面圖布置管網(wǎng)，布置時(shí)應(yīng)考慮給水系統(tǒng)分期建設(shè)的可能，并留有充分的發(fā)展余地；②管網(wǎng)布置必須保證供水安全可靠，當(dāng)局部管網(wǎng)發(fā)生事故時(shí)，斷水范圍應(yīng)減到最??；③管線遍布在整個(gè)給水區(qū)，保證用戶有足夠的水量和水壓；④力求以最短距離敷設(shè)管線，以降低管網(wǎng)造價(jià)和供水能量費(fèi)用。綜合以上各項(xiàng)考慮，采用環(huán)狀網(wǎng)布置。在環(huán)狀網(wǎng)中，管線連接成環(huán)形，當(dāng)其中任一管段損壞時(shí)，可以關(guān)閉附近閥門(mén)使和其余管線斷開(kāi)，然后進(jìn)行檢修，水還可以從另外的管線供應(yīng)用戶，斷水的區(qū)可以縮小，從而供水可靠性增加，同時(shí)還可以大大減輕因水錘作用產(chǎn)生的危害。2.2、管道布置原則和要求2.2.1、管道布置原則a.輸配水管渠應(yīng)選擇經(jīng)濟(jì)合理的線路，應(yīng)盡量做到線路短，起伏小，土石方工程量少，減少跨穿越障礙次數(shù)、避免沿途重大拆遷、少占農(nóng)田和不占農(nóng)田。b.輸配水管渠走向和位置應(yīng)符合城市忽然工業(yè)企業(yè)的規(guī)劃要求，并盡可能沿現(xiàn)有道路或規(guī)劃道路敷設(shè)，以利施工和維護(hù)。城市配水干管宜盡量避開(kāi)城市交通干道。c.輸配水管渠應(yīng)盡量避免穿越河谷，山脊、沼澤、重要鐵路和泄洪地區(qū)，并注意避開(kāi)地震裂帶、沉陷、滑坡、塌方以及易發(fā)生泥石流和高侵蝕性土囊地區(qū)。d.生活飲用水輸配水管道應(yīng)盡量避免穿過(guò)毒物污染及腐蝕性等地區(qū)，必須穿過(guò)時(shí)應(yīng)采取防護(hù)措施。e.輸水管線應(yīng)充分利用水位高差，結(jié)合沿線條件優(yōu)先考慮重力輸水。如因地形或管線系統(tǒng)布置所限必須加壓輸水時(shí)，應(yīng)根據(jù)設(shè)備和管材選用情況，結(jié)合運(yùn)行費(fèi)用分析，通過(guò)技術(shù)經(jīng)濟(jì)比較，確定增壓級(jí)數(shù)、方式和增壓地點(diǎn)。f.輸配水管路線的選擇應(yīng)考慮近遠(yuǎn)期結(jié)合個(gè)分期實(shí)施的可能。g.城市供水應(yīng)采用管道或暗渠輸送原水。當(dāng)采用明渠時(shí)，應(yīng)采取保護(hù)水質(zhì)和防止水量流失的措施。h.輸配水管渠的走向與布置應(yīng)考慮與城市現(xiàn)狀及規(guī)劃的地下鐵道、地下通道、人防工程等地下隱蔽性工程的協(xié)調(diào)與配合。i.當(dāng)?shù)匦纹鸱^大時(shí)，采用壓力輸水的輸水管線的豎向高程布置，一般要求在不同工況輸水條件下，位于輸水水力坡降以下。j.在輸配水管渠線路選擇時(shí)，應(yīng)盡量利用現(xiàn)有管道，減少工程投資，充分發(fā)揮現(xiàn)有設(shè)施作用。2.2.2、管道布置要求a.重力輸水管渠應(yīng)根據(jù)具體情況設(shè)置檢查井和排氣設(shè)施。檢查井間距：當(dāng)直徑為DN700以下時(shí)，不宜大于200m；當(dāng)管徑為DN700至DN1400時(shí)，不宜大于400m。當(dāng)輸送含沙量較多的原水時(shí)，可參照排水管道的要求設(shè)置檢查井。b.對(duì)于重力輸水的管渠，當(dāng)?shù)孛嫫露容^陡或非滿管流重力輸水時(shí)，應(yīng)根據(jù)具體情況在適當(dāng)位置設(shè)置跌水井、減壓井會(huì)或其他控制水位的措施。c.對(duì)于壓力水管，應(yīng)分析出現(xiàn)水琢的可能，必要時(shí)需設(shè)置消除水涿的措施。d.在輸水管道和配水管道隆起點(diǎn)和平直段的必要位置上，應(yīng)裝設(shè)排（進(jìn)）氣閥，以便及時(shí)排除管內(nèi)空氣，不使發(fā)生氣阻，以及在當(dāng)空管或發(fā)生水琢?xí)r引入空氣，防止管道產(chǎn)生負(fù)壓。e.在輸配水管道中，于倒虹管和橋段處均設(shè)置排（進(jìn)）氣閥。排氣閥一般設(shè)置于倒虹管上游和平管橋下降段上游的相近直管段上。f.在輸配水管渠的低凹處應(yīng)設(shè)置泄水管和泄水閥。泄水閥應(yīng)直接接至河溝和低洼處。當(dāng)不能自流時(shí)，可設(shè)置集水井，用提水機(jī)具將水排出。泄水管直徑一般為輸水管直徑的1/3。對(duì)于大型管渠，泄水口徑應(yīng)根據(jù)管渠具體布置以及提水機(jī)具設(shè)備，結(jié)合排水要求計(jì)算確定。g.管道上的法蘭接口不宜直接埋在土中，應(yīng)設(shè)置在檢查井或地溝內(nèi)。在特殊的情況下必須埋入土中時(shí)，應(yīng)采取保護(hù)措施，以免螺栓銹蝕，影響維修及縮短使用壽命。h.在輸配水管道布置中，應(yīng)盡量采用小角度轉(zhuǎn)折，并適當(dāng)加大制作彎頭的曲率半徑，改善管道內(nèi)水流狀態(tài)，減少水頭損失。i.輸配水管道布置，應(yīng)減少管道與其他管道交叉。當(dāng)豎向位置發(fā)生矛盾時(shí)，宜按下列規(guī)定處理：①壓力管道讓重力管線②可彎曲管線讓不宜彎曲管線③分支管線讓干管線④小管徑管線讓大管徑管線⑤一般給水管在上、廢、污水管在其下部通過(guò)。j.當(dāng)輸送水管道與鐵路交叉時(shí)，應(yīng)按照《鐵路工程技術(shù)規(guī)范》規(guī)定執(zhí)行，并取得鐵路管理部門(mén)同意。2.2.3、閥門(mén)、消火栓的布置原則1.閥門(mén)a.配水管網(wǎng)中的閥門(mén)布置，應(yīng)能滿足事故管段的切斷需要。其位置可結(jié)合連接管以及重要供水支管的節(jié)點(diǎn)設(shè)置，干管上的閥門(mén)間距一般為500~1000m。b.一般情況下干管上的閥門(mén)可設(shè)在連接管的下游，已使閥門(mén)關(guān)閉時(shí)，盡可能少影響支管的供水。如設(shè)置對(duì)置水塔時(shí)，則應(yīng)視具體情況考慮。c.支管與干管相接處，一般在支管上設(shè)置閥門(mén)，以使支管的檢修不影響干管供水。干管上的閥門(mén)應(yīng)根據(jù)配水管網(wǎng)分段、分區(qū)檢修的需要設(shè)置。d.在城市管網(wǎng)支、干管上的消火栓及工業(yè)企業(yè)重要水管上的消火栓，均應(yīng)在消火拴前裝設(shè)閥門(mén)。支、干管上閥門(mén)布置不應(yīng)使相鄰兩閥門(mén)隔斷5個(gè)以上的消火栓.2.消火栓a.消火栓的間距不應(yīng)大于120m。b.消火栓的接管直徑不小于DN100。c.消火栓盡可能設(shè)在交叉口和醒目處。消火栓按規(guī)定應(yīng)據(jù)建筑物不小于5m，距車(chē)行道邊不大于2m，以便消防車(chē)上水，并不應(yīng)妨礙交通，一般常設(shè)在人行道邊。2.3、管網(wǎng)定線該城市的北面有一條自西北向東南流的水質(zhì)充沛、良好的河流，經(jīng)勘測(cè)和檢驗(yàn)，可以作為生活飲用水水源。該城市的地勢(shì)較平坦，城市的街區(qū)分布比較均勻，城市中A、B兩個(gè)工廠對(duì)水質(zhì)和水壓無(wú)特殊要求，因而采用統(tǒng)一給水系統(tǒng)。城市給水管網(wǎng)的布置取決于城市的平面布置、水源、調(diào)節(jié)構(gòu)筑物的位置、大用戶的分布等。注意點(diǎn)如下：a.干管延伸方向應(yīng)和二級(jí)泵站到大用戶、水池的方向一致，干管間距采用500～800m。b.干管和干管之間有連接管形成環(huán)狀網(wǎng)，連接管的間距為800～1000m左右。c.干管按照規(guī)劃道路定線，盡量避免在高級(jí)路面或重要道路下通過(guò)；盡量少穿越河流。d.干管盡量靠近大用戶，減少分配管的長(zhǎng)度。e.力求以最短距離鋪設(shè)管線，降低管網(wǎng)的造價(jià)和供水能量費(fèi)用。輸水管線走向符合城市和工業(yè)企業(yè)的規(guī)劃要求，沿現(xiàn)有道路鋪設(shè)，有利于施工和維護(hù)。城市的輸水管和配水管網(wǎng)采用鑄鐵管。配水管網(wǎng)共設(shè)35個(gè)環(huán)。給水管網(wǎng)布置圖2.4、水廠選址該區(qū)西部河流水量充沛，水質(zhì)較好(均符合國(guó)家地面水水源Ⅰ類(lèi)標(biāo)準(zhǔn))，可以做為取水水源。該水廠為城鎮(zhèn)供應(yīng)水源，在其枯水期，其水位為0.8m，可以保證供水90％～97％。根據(jù)取水河段的水文、地形、地質(zhì)及衛(wèi)生保護(hù)、河流規(guī)劃和綜合利用等條件全面分析，綜合考慮，確定取水構(gòu)筑物的位置。該河流的的主流靠近岸邊，河床穩(wěn)定，水深較大，流速較快。河道的凹岸在橫向環(huán)流的作用下，岸陡水深，泥沙不易淤積，適合取水。根據(jù)上述情況，可選擇采用合建的岸邊式取水構(gòu)筑物。合建的岸邊式取水構(gòu)筑物將集水井和泵房合建在一起。其特點(diǎn)是布置緊湊，總建筑面積小，運(yùn)行安全，維護(hù)方便。在取水量大，安全性要求較高時(shí)，多采用這種形式。進(jìn)水管的形式是自流管式。這種形式由于自流管淹沒(méi)在水中，河水靠重力自流，工作較為可靠，但敷設(shè)的土方量較大。取水頭部置于最低水位以下，保證足夠的取水深度。取水頭部采用箱式取水頭部，是由鋼筋混凝土箱和設(shè)在箱內(nèi)的金屬管組成，箱的側(cè)面或頂部開(kāi)設(shè)進(jìn)水口，進(jìn)水口上設(shè)格柵，箱的平面為矩形，取水頭部的長(zhǎng)軸應(yīng)與洪水期水流方向保持一致，減少對(duì)水流的阻力，避免引起河床沖刷。水廠建在河流的上游，水廠地面標(biāo)高5.0m，水廠處不受洪水威脅；土壤為粘土，承載力較好，便于施工。水廠所處位置不占良田，考慮遠(yuǎn)期發(fā)展，水廠的面積留有余地。水廠距離供水小區(qū)較近，交通便利，靠近電源，市政管網(wǎng)完善。3、給水管網(wǎng)設(shè)計(jì)計(jì)算3.1、用水量計(jì)算3.1.1綜合生活用水量Q1城市或居住區(qū)的最高日生活用水量為：Q1=qNf(m3/d)式中：q——最高日生活用水定額，220L/cap·dN——設(shè)計(jì)年限內(nèi)計(jì)劃人口數(shù)，36萬(wàn)f——自來(lái)水普及率，100%Q1=220*80000*100%=L/d=17600m3/d3.1.2工業(yè)企業(yè)生產(chǎn)用水量和工作人員生活用水量，Q2Q2=Q1*190%=33440m3/d3.3.3三產(chǎn)用水Q3Q3=Q1*90%=15840m3/d3.1.4工廠集中用水Q4Q4=5220+8000=13220m3/d3.1.5水廠總水量Q總=1.38*（Q1+Q2+Q3）+Q4=.4m3/d3.2、管網(wǎng)水力計(jì)算3.2.1、設(shè)計(jì)工況點(diǎn)計(jì)算比流量與節(jié)點(diǎn)設(shè)計(jì)流量的計(jì)算1、從平面圖上測(cè)出管段長(zhǎng)度，再根據(jù)比例尺算出其實(shí)際長(zhǎng)度。2、根據(jù)規(guī)則：兩側(cè)無(wú)用水的管段，配水長(zhǎng)度為零；管段兩側(cè)單側(cè)配水時(shí)管段的配水長(zhǎng)度為其實(shí)際長(zhǎng)度的50%，管段兩側(cè)全部配水時(shí)管段的配水長(zhǎng)度等于其實(shí)際長(zhǎng)度。計(jì)算出管段的配水長(zhǎng)度按比例尺1：10000測(cè)得實(shí)際干管的長(zhǎng)度為35295m3、計(jì)算出管段比流量

q=

L/(ms)比流量==0.0243L/(S*M)管段兩端節(jié)點(diǎn)號(hào)管段配水長(zhǎng)度（m）管段兩端節(jié)點(diǎn)號(hào)管段配水長(zhǎng)度（m）管段兩端節(jié)點(diǎn)號(hào)管段配水長(zhǎng)度（m）1--2480.9424--25730.5248--49585.432--3402.2225--26986.2249--50457.233--4468.8927--28428.3250--51790.74--5224.3628--29463.3451--52501.365--6527.1729--30564.8453--54337.136--7418.5430--31615.8354--55557.247--8423.6131--32770.0855--56374.898--9860.7332--33754.8656--57259.999--10732.1233--34351.6957--58859.110--11675.4634--35412.5558--59601.1511--12815.5235--36416.9960--61598.6712--13586.2236--37449.8161--62794.1513--14492.3237--38730.9362--63375.6115--16465.7638--39499.5763--64548.6216--17401.2540--41375.861--15660.8617--18620.3641--42619.522--16654.2618--19393.5142--43613.113--17628.8619--20446.7343--44518.74--18783.5420--21374.1444--45748.815--19558.5821--22329.1645--46436.66--20631.5622--23689.2346--47510.667--21623.7523--24790.0447--48373.098--22621.79管段兩端節(jié)點(diǎn)號(hào)管段配水長(zhǎng)度（m）管段兩端節(jié)點(diǎn)號(hào)管段配水長(zhǎng)度（m）

9--23500.6435--48537.06

10--24481.436--49307.57

11--25411.6937--50331.74

12--26437.6938--51366.74

15--27700.3439--52407.82

16--28655.0553--60972.65

23--33654.6254--61880.68

26--39920.2555--62377.32

27--40682.3556--63319.61

28--41799.8957--64609

29--42832.1358--12641.08

30--43891.9359--13468.47

31--44924.459--14779.31

32--45759.7760--8797.23

33--46682.2661--9781.77

34--47615.3664--11533.92

4、根據(jù)比流量計(jì)算管段沿線流量管段沿線流量計(jì)算表管段兩端節(jié)點(diǎn)號(hào)管段編號(hào)管段配水長(zhǎng)度（m）管段沿線流量(l/s)1--21480.9411.692--32402.229.773--43468.8911.394--54224.365.455--65527.1712.816--76418.5410.177--87423.6110.298--98860.7320.929--109732.1217.7910--1110675.4616.4111--1211815.5219.8212--1312586.2214.2513--1413492.3211.9615--1614465.7611.3216--1715401.259.7517--1816620.3615.0718--1917393.519.5619--2018446.7310.8620--2119374.149.0921--2220329.168.0022--2321689.2316.7523--2422790.0419.2024--2523730.5217.7525--2624986.2223.9727--2825428.3210.4128--2926463.3411.2629--3027564.8413.7330--3128615.8314.9631--3229770.0818.7132--3330754.8618.3433--3431351.698.5534--3532412.5510.0235--3633416.9910.1336--3734449.8110.9337--3835730.9317.7638--3936499.5712.1440--4137375.869.1341--4238619.5215.0542--4339613.1114.9043--4440518.7012.6044--4541748.8118.2045--4642436.6010.6146--4743510.6612.4147--4844373.099.0748--4945585.4314.2349--5046457.2311.1150--5147790.7019.2151--5248501.3612.1853--5449337.138.1954--5550557.2413.5455--5651374.899.1156--5752259.996.3257--5853859.1020.8858--5954601.1514.6160--6155598.6714.5561--6256794.1519.3062--6357375.619.1363--6458548.6213.331--1559660.8616.062--1660654.2615.903--1761628.8615.284--1862783.5419.045--1963558.5813.576--2064631.5615.357--2165623.7515.168--2266621.7915.119--2367500.6412.1710--2468481.4011.7011--2569411.6910.0012--2670437.6910.6415--2771700.3417.0216--2872655.0515.9223--3373654.6215.9126--3974920.2522.3627--4075682.3516.5828--4176799.8919.4429--4277832.1320.2230--4378891.9321.6731--4479924.4022.4632--4580759.7718.4633--4681682.2616.5834--4782615.3614.9535--4883537.0613.0536--4984307.577.4737--5085331.748.0638--5186366.748.9139--5287407.829.9153--6088972.6523.6454--6189880.6821.4055--6290377.329.1756--6391319.617.7757--6492609.0014.8058--1293641.0815.5859--1394468.4711.3859--1495779.3118.9460--896797.2319.3761--997781.7719.0064--1198533.9213.60

沿線流量計(jì)算式中:

—沿線流量;

—比流量;

—管段長(zhǎng)5.根據(jù)管段沿線流量和集中流量，計(jì)算出節(jié)點(diǎn)設(shè)計(jì)流量節(jié)點(diǎn)流量=1/2（沿線流量之和）根據(jù)管段沿線流量和節(jié)點(diǎn)設(shè)計(jì)流量的計(jì)算結(jié)果，初步確定各管段的流量。在分配好后，應(yīng)使管段節(jié)點(diǎn)設(shè)計(jì)流量計(jì)算表節(jié)點(diǎn)編號(hào)集中流量（l/s)沿線流量折算節(jié)點(diǎn)流量(l/s)1

13.8713.87260.4218.6879.10392.5918.22110.814

17.9417.945

15.9215.926

19.1619.167

17.8117.818

32.8532.859

34.9334.9310

22.9522.9511

29.6029.6012

30.1430.1413

18.8018.8014

15.4515.4515

22.2022.2016

28.3228.3217

20.0520.0518

21.8421.8419

17.0017.0020

17.6517.6521

16.1216.1222

19.9319.9323

32.0132.0124

24.3224.3225

25.8625.8626

28.4828.4827

22.0022.0028

28.5128.5129

22.6022.6030

25.1825.1831

28.0728.0732

27.7627.7633

29.6929.6934

16.7616.7635

16.6016.6036

14.2714.2737

18.3818.3838

19.4119.4139

22.2122.2140

12.8612.8641

21.8121.8142

25.0925.0943

24.5924.5944

26.6326.6345

23.6323.6346

19.8019.8047

18.2118.2148

18.1718.1749

16.4116.4150

19.1919.1951

20.1520.1552

11.0511.0553

15.9115.9154

21.5721.5755

15.9115.9156

11.6011.6057

21.0021.0058

25.5325.5359

22.4622.4660

28.7828.7861

37.1237.1262

18.8018.8063

15.1115.1164

18.9918.996.根據(jù)節(jié)點(diǎn)流量進(jìn)行流量初分配管段流量初次分配及管徑設(shè)計(jì)管段編號(hào)設(shè)計(jì)流量（初次分配）(m3/s)水流方向經(jīng)濟(jì)流速（m/s)計(jì)算管徑（m)設(shè)計(jì)管徑(m)10.844591-21.080.9981120.756402-31.210.89240.930.613303-40.970.89740.940.584604-50.950.88540.950.571805-60.910.89460.960.546606-71.100.79560.870.522307-81.050.79600.880.313708-90.630.79640.7590.194309-101.250.44490.45100.1584010-111.000.44920.45110.0941011-120.990.34800.35120.0401012-130.860.24370.25130.0155013-141.260.12520.125140.1900015-161.190.45100.45150.1681016-171.060.44940.45160.1455017-180.940.44400.45170.1308018-191.030.40230.4180.1217019-201.000.39370.4190.1118020-210.910.39560.4200.1030021-221.070.35010.35210.0905022-231.290.29900.35220.0644023-240.950.29390.3230.0470024-250.970.24840.25240.0296025-261.000.19410.2250.3652027-281.280.60290.6260.3530028-291.270.59510.6270.3176029-301.160.59050.6280.2786030-311.000.59570.6290.2370031-321.000.54940.5300.1957032-331.000.49920.5310.1722033-341.090.44860.45320.1433034-351.160.39670.4330.1146035-361.190.35020.4340.0885036-371.210.30520.4350.0578037-381.170.25080.3360.0259038-390.920.18930.2370.0614040-411.270.24810.3380.0536041-421.090.25020.3390.0437042-430.910.24740.25400.0338043-441.080.19960.2410.0224044-451.280.14940.15420.0139045-461.140.12460.1430.0181046-471.020.15010.15440.0136047-481.120.12420.125450.0097048-491.250.09920.1460.0083049-501.050.10030.1470.0052050-510.850.08830.1480.0013051-520.180.09700.1490.0407053-540.850.24700.3500.0287054-551.000.19120.25510.0208055-561.170.15030.2520.0177056-571.010.14930.2530.0178057-581.010.14990.15540.0090058-591.070.10370.1550.1000060-611.060.34670.4560.0781061-621.050.30790.35570.0470062-630.980.24700.25580.0199063-641.120.15050.15590.678301-151.070.89860.9600.030002-161.280.17280.2610.010003-171.270.10020.1620.010004-181.280.09980.1630.010005-191.290.09940.1640.010006-201.280.09980.1650.010007-211.290.09940.1660.010008-221.270.10020.1670.010009-231.260.10050.15680.0100010-241.270.10020.15690.0100011-251.240.10140.15700.0100012-261.250.10100.15710.4633015-271.210.69840.7720.0300016-281.000.19550.15730.0300023-330.960.19950.15740.0075026-390.950.09990.1750.0742627-401.260.10050.15760.0100028-411.290.09940.15770.0100029-421.250.10100.15780.0100030-431.310.09860.15790.0100031-441.270.10020.15800.0100032-451.270.10020.15810.0200033-461.160.14820.2820.0100034-471.270.10020.15830.0100035-481.290.09940.15840.0100036-491.230.10180.15850.0100037-501.160.10480.15860.0100038-511.310.09860.15870.0083039-521.060.09980.15880.0497060-531.070.24320.3890.0100061-541.290.09940.1900.0100062-551.290.09940.1910.0100063-561.280.09980.15920.0179064-571.050.14750.15930.0100012-581.210.10260.15940.0034013-590.940.06810.15950.0034014-590.860.07120.1960.170008-601.210.42310.45970.020009-611.230.14390.15980.0200011-641.240.14330.27.利用計(jì)算機(jī)進(jìn)行管網(wǎng)平差設(shè)計(jì)工況平差計(jì)算結(jié)果管段編號(hào)管徑（mm）管長(zhǎng)（m）流量(l/s)水頭損失(m)流速(m/s)11000480.94840.010.3661.0692900402.22762.240.711.1983900468.89625.660.5720.9834900224.36603.40.1280.9485900527.17595.680.2940.9366800418.54575.490.3951.1457800423.61556.020.3751.1068750860.73340.870.850.7719450732.12225.574.4531.41810450675.46184.122.753152113.794.79712243.141.070.87913125492.328.181.8130.66614450465.76178.031.7771.11915450401.25168.541.3861.05916450620.36139.421.5060.87617400393.51118.281.2710.94118400446.73104.11.1380.82819400374.1489.190.7170.7120350329.1675.560.9040.78521350689.2358.461.1830.60822300790.0450.262.2080.71123250730.5238.413.0870.78224250986.2228.532.4160.58125600428.32373.841.5491.32226600463.34342.51.4141.21127600564.84311.591.4441.10228600615.83276.891.2630.97929500770.08238.242.991.21330500754.86198.12.0751.00931450351.69164.191.1571.03232400412.55134.791.6991.07233400416.99106.351.1060.84634400449.8178.160.6770.62235300730.9345.081.6740.63836250499.5710.940.220.22337300375.8669.310.9520.9838300619.5257.821.1210.81839250613.1143.431.6260.88540200518.7029.232.0190.9341150748.8114.883.5180.84242100436.605.222.2470.66443150510.6610.581.2820.59844125373.096.580.9720.53645100585.432.420.7550.30946100457.233.120.9240.39747200790.702.390.0360.07648200501.360.730.0030.02349300337.1358.092.1530.82250250557.2438.132.3230.77751200374.8924.092.040.76752200259.9924.171.4240.76953150859.1014.713.9520.83254100601.155.961.4870.75955400598.6793.761.2580.74656350794.1567.071.7520.69757250375.6142.111.8810.85858150548.6211.833.380.66959900660.86682.880.951.07360200654.2619.572.4330.62361100628.863.483.1040.44362100783.543.564.0290.45363100558.584.925.1620.62664100631.564.995.9970.63665100623.755.176.3090.65866100621.795.46.8280.68867150500.6418.657.1551.05568150481.4015.554.9090.8869150411.6917.525.2410.99170200437.6926.62.860.84771700700.34479.851.8541.24772150655.057.171.6280.40673200654.6220.752.7080.6674250920.2523.031.5290.46975350682.3582.172.1880.85476150799.896.311.5820.35777150832.135.511.2890.31278150891.935.71.4710.32379150924.407.052.2260.39980150759.778.842.7540.581200682.2621.162.9260.67382150615.3610.53.0510.59483150537.069.742.3230.55184150307.5712.091.9730.68485150331.7412.382.2210.786200366.7412.240.5820.38987200407.828.870.3650.28288300972.6567.092.3180.94989100880.682.041.6750.2690100377.323.862.2450.49291150319.6113.192.4040.74692150609.008.341.9850.47293150641.0810.052.9330.56994150468.4713.763.8130.77995100779.313.071.5370.39196450797.23181.151.5761777.261.9840.4198200533.9218.511.7920.5898.控制點(diǎn)假設(shè)控制點(diǎn)一般為最不利點(diǎn)，在給水管網(wǎng)中，控制點(diǎn)一般為最遠(yuǎn)最高點(diǎn)。假設(shè)節(jié)點(diǎn)（52）為控制點(diǎn)，設(shè)其節(jié)點(diǎn)設(shè)計(jì)水頭為24m（滿足5層樓最低供水壓力）地面標(biāo)高可由原圖得出。根據(jù)管網(wǎng)平差各管段水頭損失h，推算出各節(jié)點(diǎn)水頭。設(shè)計(jì)工況節(jié)點(diǎn)壓力平差結(jié)果節(jié)點(diǎn)編號(hào)地面標(biāo)高(米）節(jié)點(diǎn)流量(L/s)節(jié)點(diǎn)水壓(米）自由水頭（米）1513.8749.4544.452579.1049.0844.0835110.8148.3743.374517.9447.8042.805515.9247.6742.676519.1647.3842.387517.8146.9841.988532.8546.6141.619534.9345.7640.7610522.9541.3036.3011529.6038.5533.5512530.1433.7528.7513518.8032.6827.6814515.4530.8725.8715522.2048.4943.4916528.3246.7141.7117520.0545.3240.3218521.8443.8238.8219517.0042.5537.5520517.6541.4136.4121516.1240.6935.6922519.9339.7934.7923532.0138.6133.6124524.3236.4031.4025525.8633.3128.3126528.4830.8925.8927522.0046.6341.6328528.5145.0840.0829522.6043.6738.6730525.1842.2337.2331528.0740.9635.9632527.7637.9732.9733529.6935.9030.9034516.7634.7429.7435516.6033.0428.0436514.2731.9426.9437518.3831.2626.2638519.4129.5924.5939522.2129.3724.3740512.8644.4639.4641521.8143.5038.5042525.0942.3837.3843524.5940.7635.7644526.6338.7433.7445523.6335.2230.2246519.8032.9727.9747518.2131.6926.6948518.1730.7225.7249516.4129.9624.9650519.1929.0424.0451520.1529.0124.0152511.0529.0024.0053515.9142.7137.7154521.5740.5635.5655515.9138.2433.2456511.6036.2031.2057521.0034.7729.7758525.5330.8225.8259522.4629.3324.3360528.7845.0340.0361537.1243.7738.7762518.8042.0237.0263515.1140.1435.1464518.9936.7631.76由上表可知，節(jié)點(diǎn)（52）是控制點(diǎn)初步確定水泵揚(yáng)程流量節(jié)點(diǎn)（52）為控制點(diǎn)節(jié)點(diǎn)（1）為水廠位置，地面標(biāo)高為5.0由節(jié)點(diǎn)（52）選取兩條最長(zhǎng)路徑到達(dá)泵站。（52）的服務(wù)水頭為24米，所得總水頭損失除以20.45，即可算得水泵的節(jié)點(diǎn)水頭。節(jié)點(diǎn)（52）的節(jié)點(diǎn)水頭2m，自由水壓24m。再加上水泵的損失2m，清水池深5.0m，安全水頭2m。既可得水泵的揚(yáng)程

H=20.45+24+2.00+5.0=51.35m3.2.2、消防校核給水管網(wǎng)的設(shè)計(jì)流量并未計(jì)入消防流量，如果在最高日最高時(shí)（機(jī)率很?。┌l(fā)生火災(zāi)，由于消防流量比較大，一般用戶的用水量肯定不能滿足。所以為了安全起見(jiàn)，要按最不利情況—即最高日最高時(shí)用水量加上消防流量的工況進(jìn)行消防校核。但節(jié)點(diǎn)服務(wù)水頭只要滿足火災(zāi)處節(jié)點(diǎn)的滅火服務(wù)水頭，即服務(wù)水頭10mH2O。根據(jù)城市規(guī)模，查《給水排水管網(wǎng)系統(tǒng)》附表3（城鎮(zhèn)、居民區(qū)的室外消防用水量）因?yàn)楸緟^(qū)人數(shù)近期為60000人，遠(yuǎn)期為80000，所以取同一時(shí)間內(nèi)的火災(zāi)次數(shù)為2次，一次滅火用水量為65l/s,因此管網(wǎng)中增加的水量為：130l/s。最不利點(diǎn)保證消防水壓10m。將消防水量加入到管網(wǎng)中，在節(jié)點(diǎn)（59）加上65L/s,在（52）加上65L/s，（節(jié)點(diǎn)（52）為控制點(diǎn)，）然后同上水力計(jì)算步驟得流量初分配和管網(wǎng)平差。消防時(shí)流量初分配管段編號(hào)管長(zhǎng)（m）管徑(mm)流量(L/s)1240.51000909.592402.2900821.43468.9900613.34112.2900584.65263.6900571.86209.3800546.67211.8800522.38860.7750313.79732.1450194.310675.5450158.411815.535094.112586.225040.113492.312515.514465.845021015401.3450188.116620.4450165.517393.5400150.818446.7400141.719374.1400131.820329.235012321689.2350110.52279030084.423730.52506724986.225049.625428.3600385.226463.360037327564.8600337.628615.8600298.629770.150025730754.9500215.731351.7450192.232412.5400163.333417400134.634449.8400108.535730.930077.836499.625045.937187.930086.438309.830078.639306.625068.740259.420058.841374.415047.442218.310038.943255.315043.144186.512538.645292.710034.746228.610033.347395.420030.248250.720026.349168.630040.750557.225028.751374.920020.85226020017.753429.515017.854300.6100955598.740010056794.235078.157375.62504758548.615019.959660.9900743.360654.32003061628.91001062783.51001063558.61001064631.61001065623.81001066621.81001067500.61501068481.41501069411.71501070437.72001071700.3700508.3726551503073654.62003074920.325027.575682.335099.2676799.91501077832.11501078891.91501079924.41501080759.81501081682.32002082615.41501083537.11501084307.61501085331.71501086366.72001087407.820048.388486.330049.789880.71001090377.31001091319.6150109260915017.993641.11501094468.51503.495389.71003.496398.645017097781.81502098533.920020消防工況平差計(jì)算結(jié)果管段編號(hào)管徑（mm）管長(zhǎng)流量（L/s)流速(m/s)水頭損失(m）（m）11000480.94926.421.1790.9262900402.22847.731.3320.8773900468.89646.031.0150.6084900224.36623.620.980.1365900527.17615.660.9680.3126800418.54595.181.1840.4217800423.61575.381.1440.4008750860.73357.790.810.9299450732.12240.821.5144.07510450675.46197.531.242352124.91.2985.76112250586.2242.890.8742.76513125492.328.080.6591.73314450465.76186.321.1711.44415450401.25176.811.1121.51616450620.36147.80.9291.67917400393.51126.821.0091.44618400446.73112.880.8981.32319400374.1498.260.7820.85720350329.1684.960.8831.12321350689.2368.260.7091.57122300790.04560.7922.69523250730.5245.990.9374.30824250986.2239.350.8014.35725600428.32405.711.4351.47326600463.34375.331.3271.69827600564.84344.861.2191.74828600615.83310.751.0991.56729500770.08272.561.3883.91330500754.86232.941.1862.80931450351.69203.931.2821.74832400412.55174.21.3862.79433400416.99146.011.1621.99434400449.81115.40.9181.38735300730.9372.831.034.05936250499.5718.620.3790.56637300375.8672.751.0291.04138300619.5261.230.8661.24639250613.1146.410.9451.83940200518.731.611.0062.33541150748.8116.80.9514.40842100436.66.620.8433.48643150510.6612.840.7261.82844125373.099.170.7471.78145100585.434.760.6052.54346100457.237.871.0025.02947200790.716.640.5291.09348200501.3635.051.1152.73649300337.1358.730.8310.62850250557.2438.780.792.39751200374.8924.770.78829924.920.7931.50653150859.115.790.8934.50654100601.156.210.7914.26255400598.6795.160.7571.02156350794.1568.430.7111.81857250375.6143.450.8851.99358150548.6213.090.7412.07359900660.86726.471.1421.06660200654.2620.50.6522.64761100628.863.590.4573.28262100783.543.710.4734.34463100558.585.170.6585.64564100631.565.280.6726.64665100623.755.50.77.07166100621.795.80.7397.78567150500.6420.341.1518.42168150481.417.380.9846.03869150411.6920.761.1757.19470200437.6938.791.2345.78971700700.34515.161.3382.00072150655.058.10.4592.02973200654.6226.50.8434.24874250920.2546.030.9385.43775350682.3585.610.892.00076150799.896.280.3551.56877150832.135.080.2871.11678150891.935.10.2891.20779150924.46.590.3731.97580150759.778.320.4712.46981200682.2622.020.70133610.830.6133.22683150537.069.490.5372.21484150307.5714.520.8212.76285150331.7421.861.2376.40586200366.7432.311.0283.43987200407.8239.551.2595.60988300972.6567.730.9582.35989100880.682.050.2611.69490100377.323.890.4952.27391150319.6113.250.752.426921506098.670.4912089.220.5222.50994150468.4713.610.773.73395100779.313.820.4862.27396450797.23183.181.1522.88297150781.777.230.4091.97398200533.9217.580.5591.632消防工況節(jié)點(diǎn)壓力平差計(jì)算結(jié)果節(jié)點(diǎn)編號(hào)地面標(biāo)高(米）節(jié)點(diǎn)流量(L/s)節(jié)點(diǎn)水壓(米）自由水頭（米）1513.8749.4344.432579.1048.5143.5135175.8147.6342.634517.9447.0242.025515.9246.8841.886519.1646.5741.577517.8146.1541.158532.8545.7540.759534.9344.8239.8210522.9540.7535.7511529.6037.6032.6012530.1431.8426.8413518.8029.0724.0714515.4527.3422.3415522.2048.3743.3716528.3246.9241.9217520.0545.4140.4118521.8443.7338.7319517.0042.2837.2820517.6540.9635.9621516.1240.1035.1022519.9338.9833.9823532.0137.4132.4124524.3234.7129.7125525.8630.4025.4026528.4826.0521.0527522.0046.3741.3728528.5144.8939.8929522.6043.1938.1930525.1841.4536.4531528.0739.8834.8832527.7635.9730.9733529.6933.1628.1634516.7631.4126.4135516.6028.6223.6236514.2726.6221.6237518.3825.2320.2338519.4121.1816.1839522.2120.6115.6140512.8644.3739.3741521.8143.3238.3242525.0942.0837.0843524.5940.2435.2444526.6337.9032.9045523.6333.5028.5046519.8030.0125.0147518.2128.1823.1848518.1726.4021.4049516.4123.8618.8650519.1918.8313.8351520.1517.7412.7452576.0515.0010.0053515.9140.5135.5154521.5739.8834.8855515.9137.4932.4956511.6035.3430.3457521.0033.8328.8358525.5329.3324.3359522.4625.0620.0660528.7842.8737.8761537.1241.8536.8562518.8040.0335.0363515.1138.0433.0464518.9935.9630.96由上表可知，各控制點(diǎn)自由水壓均大于10m水柱，既按最高用水確定的水泵揚(yáng)程滿足消防時(shí)的需要，所以不用專(zhuān)設(shè)消防泵。附圖：設(shè)計(jì)工況節(jié)點(diǎn)水壓圖

消防工況節(jié)點(diǎn)水壓圖設(shè)計(jì)工況節(jié)點(diǎn)水壓圖消防工況節(jié)點(diǎn)水壓圖第二章水廠工藝設(shè)計(jì)1、水廠設(shè)計(jì)處理量水廠的設(shè)計(jì)規(guī)模為：近期：Q生活=100%×8×104×220l/d=l/d=13200m3/dQ集中=（3480+6000）m3/d=11880m3/dQ工業(yè)=190%×8×104×220l/d=25080m3/dQ第三產(chǎn)業(yè)=90%×8×104×220l/d=9480m3/d水廠規(guī)模Qd=1.38×（13200+11880+25080+9480）=78700.8m3/d遠(yuǎn)期：Q生活=100%×8×104×220l/d=L/d=17