某高新技術(shù)開(kāi)發(fā)區(qū)供水管網(wǎng)工程可研(編輯修改稿)
2024-08-23 03:18 本頁(yè)面
【文章內(nèi)容簡(jiǎn)介】 積較大。環(huán)狀管網(wǎng)如圖（B）所示，環(huán)狀管網(wǎng)是把供水管網(wǎng)閉合成環(huán)，使管網(wǎng)供水能互相調(diào)劑。當(dāng)管網(wǎng)中的某一管段出現(xiàn)故障，也不致影響供水，或影響不大，從而提高了供水的可靠性。（A）樹(shù)枝式管網(wǎng) （B）環(huán)狀管網(wǎng)給水管網(wǎng)基本布置形式（三）設(shè)計(jì)參數(shù)的確定管段計(jì)算流量任一管段的計(jì)算流量包括該管段兩側(cè)的沿線流量和通過(guò)該管段輸送到以后管段的轉(zhuǎn)輸流量。單水源的樹(shù)狀網(wǎng)中，任一管段的流量等于該管段以后（順?biāo)鞣较颍┧泄?jié)點(diǎn)流量的總和。環(huán)狀網(wǎng)流量分配時(shí)，由于到任一節(jié)點(diǎn)的水流情況較為復(fù)雜，不可能像樹(shù)狀網(wǎng)一樣，對(duì)每一管段得到唯一的流量值。分配流量應(yīng)遵循下列原則：①?gòu)乃椿蚨嗨闯霭l(fā)進(jìn)行管段設(shè)計(jì)流量計(jì)算，按水流沿最短線路流向節(jié)點(diǎn)的原則擬定水流方向。②必須保持每一節(jié)點(diǎn)的水流連續(xù)性，也就是流向任一節(jié)點(diǎn)的流量必須等于流離該節(jié)點(diǎn)的流量。③當(dāng)向兩個(gè)或兩個(gè)以上方向分配設(shè)計(jì)流量時(shí)，要向主要供水方向或大用戶(hù)用水方向分配較多的流量，向次要方向分配較少的流量。④幾條主干管應(yīng)分配大致均勻的流量，連接管流量分配不宜過(guò)多。管徑選擇及水力計(jì)算根據(jù)供水管道流量和經(jīng)濟(jì)流速選用管徑，據(jù)公式：D=，式中：D管道的經(jīng)濟(jì)管徑；Q管道的設(shè)計(jì)流量；v管道的經(jīng)濟(jì)流速；根據(jù)當(dāng)?shù)氐姆蠊軉蝺r(jià)和動(dòng)力價(jià)格，通過(guò)計(jì)算確定。不同管徑，其經(jīng)濟(jì)流速也不相同，大直徑管道的經(jīng)濟(jì)流速大于小直徑管道。設(shè)計(jì)中可采用平均經(jīng)濟(jì)流速來(lái)確定管徑。 平均經(jīng)濟(jì)流速管徑/mm平均經(jīng)濟(jì)流速（m/s）DN=100~400~DN≥400~本項(xiàng)目各管段管徑的確定及水力計(jì)算結(jié)果見(jiàn)下表 管網(wǎng)水力計(jì)算表管段長(zhǎng)度（m）管段流量（L/s）設(shè)計(jì)流速（m/s）計(jì)算管徑(mm)選用管徑(mm)實(shí)際流速（m/s）12115029430023100019220014500589600451150287300561000182200471000598600781150279300891000174200710600600600101112001862001112100014015010136505846001314120018920014159001471501316500590600161712502883002555002943005850028530081150029530011146502933001417500189200161865058260018191000234250182055059460020217001982002022550563600425105018520025263509910072710501932002728800195200282935014515010301050199200303180018820031323501471501333110023825033358001852003536300139150163718002432503738275199200184020502803002041235027030041423001942002245115056360045465505886002325250991002527500145150273060014715030348001481502428450146150283160014115031356001441503537550149150373960014615039415502332504146850246250444570024125046472150586600474850029430048497501992004951700197200485070029330050521050230250505355029930053541050248250535550026130055561000236250555760024125057581000196200575955024225059601000193200596160024325061629501982006163600237250164470043845064656002492506566600246250666755023325067686002492506869500277300697055027930070717002803007172100026830061659501952006580185018020059661000189200667914001471505767105019620067781000141150556810501882006877700140150536910502252506976600195200507010502472507075550193200487110502392507174500194200477211505776007273450491500777845019420078792501952007980500199200808150018520064812350433450818212503844008283700384400738495048450084851200277300858645019620085874502743008788450195200878960028730089904501942008991250148150849250047550092931050283300939470023125094956002402509596350200200929750046650097981000280300989970027830099100600241250100101800200200859345018020093985001892009810350019120087944502002009499500196200991045001441508995450183200951005001972008310050014515097102550450450管道水頭損失計(jì)算根據(jù)選用的管徑，計(jì)算供水管道的沿程水頭損失和局部水頭損失，管道沿程水頭損失按下式計(jì)算：A、沿程水頭損失采用舍維列夫公式當(dāng)v＜：當(dāng)v≥：式中：—沿程水頭損失（m） —管道內(nèi)徑（m） —管段長(zhǎng)（m） v—管內(nèi)流速（m/s）B、局部水頭損失局部水頭損失按沿程水頭損失的10%計(jì)算，即： =10%C、總水頭損失總水頭損失：=+具體計(jì)算詳見(jiàn)下表“管道總水頭損失一覽表”。管道總水頭損失一覽表管段長(zhǎng)度（m）管段流量（L/s）選用管徑(mm)實(shí)際流速（m/s）水力坡降沿程損失（m）總損失（m）121150300 231000200 14500600 451150300 561000200 471000600 781150300 891000200 710600600 10111200200 11121000150 1013650600 13141200200 1415900150 1316500600 16171250300 2555003005850030081150030011146503001417500200 1618650600 18191000250 1820550600 2021700200 2022550600 4251050200 2526350100 7271050200 2728800200 2829350150 10301050200 3031800200 3132350150 13331100250 3335800200 3536300150 16371800250 3738275200 18402050300 20412350300
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