【荊山南路大橋施工圖設(shè)計(jì)】13000字【論文】

PAGE1-荊山南路大橋施工圖設(shè)計(jì)目錄TOC\o"1-3"\h\u120831引言 1169452設(shè)計(jì)資料 22762.1設(shè)計(jì)指標(biāo) 2263722.2設(shè)計(jì)過(guò)程 2283763方案比選 415713.1自錨式懸索橋 4247973.2地錨式獨(dú)立斜拉橋 5102503.3上承式拱橋 5248053.4方案比選 635523.5推薦方案調(diào)整 7143934橋梁模型的建立 9157485主梁內(nèi)力計(jì)算 1361595.1恒載作用下主梁內(nèi)力計(jì)算 1389255.1.1自重下主梁內(nèi)力 13261325.1.2二期恒載下主梁內(nèi)力 1463335.2可變作用下主梁內(nèi)力計(jì)算 15220835.2.1正溫度梯度下主梁內(nèi)力 15322235.2.2負(fù)溫度梯度下主梁內(nèi)力 1611365.2.3移動(dòng)荷載下主梁內(nèi)力 17242575.2.4支座沉降下主梁內(nèi)力 1849126內(nèi)力組合 19172627預(yù)應(yīng)力鋼筋面積估算與配置 21171597.1預(yù)應(yīng)力鋼筋估算 21267367.1.1按正常使用極限狀態(tài)的正截面抗裂驗(yàn)算要求估束 21194617.1.2按正常使用極限狀態(tài)截面壓應(yīng)力要求估算 2393507.1.3按承載能力極限狀態(tài)的應(yīng)力要求計(jì)算 25218107.1.4估算結(jié)果 2622587.2預(yù)應(yīng)力鋼筋布置位置 261248預(yù)應(yīng)力損失的計(jì)算 29306099持久狀況承載能力極限狀態(tài)驗(yàn)算 37304739.1正截面抗彎承載能力驗(yàn)算 3734989.2斜截面抗剪驗(yàn)算 372799.3斜截面抗彎承載能力驗(yàn)算 382395410持久狀況正常使用極限狀態(tài)驗(yàn)算 391991610.1使用階段正截面壓應(yīng)力驗(yàn)算 391185410.2使用階段斜截面主壓應(yīng)力驗(yàn)算 392935310.3預(yù)應(yīng)力鋼束拉應(yīng)力的驗(yàn)算 401833911撓度計(jì)算和預(yù)拱度設(shè)置 411011411.1撓度驗(yàn)算 412373311.2預(yù)拱度設(shè)置 4111033結(jié)論 4228833參考文獻(xiàn) 431引言當(dāng)今世界隨著經(jīng)濟(jì)快速發(fā)展，人們生活水平逐漸提高，出行方式逐漸發(fā)生變化，橋梁成為了當(dāng)今世界必不可少的一部分，也是較為美觀的建筑物之一，它的形狀多種多樣，不同形狀對(duì)應(yīng)的建造方式也各不相同。連續(xù)梁構(gòu)造簡(jiǎn)單、外形美觀、施工方式簡(jiǎn)單，本設(shè)計(jì)采用連續(xù)梁設(shè)計(jì)，簡(jiǎn)單方便。2設(shè)計(jì)資料2.1設(shè)計(jì)指標(biāo)荊山南路大橋位于某市建設(shè)旅游路南段，該段橋?qū)?0.2m，雙向4車道，設(shè)計(jì)荷載為公路II級(jí)，設(shè)計(jì)車速60km/h。結(jié)構(gòu)設(shè)計(jì)基準(zhǔn)期100年，環(huán)境相對(duì)濕度75%，基本烈度6度，按7度設(shè)防。溫度范圍為-10℃～+34℃，計(jì)算溫度+15℃～+20℃，溫度梯度按《通用規(guī)范》計(jì)算，取10cm瀝青砼鋪裝時(shí)的溫度基數(shù)。主要設(shè)計(jì)指標(biāo)有：1）設(shè)計(jì)荷載：公路II級(jí)2）橋面寬：0.75米（護(hù)欄）+8.85米（車行道）+1米（中央分割帶）+8.85米（車行道）+0.75米（護(hù)欄）=20.2m3）設(shè)計(jì)車道：4車道4）設(shè)計(jì)車速：60km/h5）地震烈度：基本烈度6度，按7度設(shè)防6）橋面橫坡：雙向1.5%橫坡7）橋面縱坡：2.5%以內(nèi)2.2設(shè)計(jì)過(guò)程1）分析和整理基本設(shè)計(jì)資料，如：橋涵水文、地質(zhì)、氣象、施工條件等資料；2）設(shè)計(jì)方案的確定：包括橋型、橋長(zhǎng)、橋梁分孔、總體布局及上下部結(jié)構(gòu)立面圖、平面圖和橫斷面圖等。3）完成結(jié)構(gòu)設(shè)計(jì)計(jì)算應(yīng)綜合運(yùn)用基礎(chǔ)課、專業(yè)基礎(chǔ)課、專業(yè)課及專業(yè)實(shí)習(xí)所積累的理論與實(shí)踐知識(shí)，遵循橋梁設(shè)計(jì)規(guī)程等相關(guān)要求，在教師指導(dǎo)下，將確定的設(shè)計(jì)方案進(jìn)行施工圖的設(shè)計(jì)計(jì)算。計(jì)算內(nèi)容包括：（1）行車道板的設(shè)計(jì)計(jì)算；（2）主梁的內(nèi)力計(jì)算；（3）預(yù)應(yīng)力鋼束的設(shè)計(jì)計(jì)算；（4）預(yù)應(yīng)力混凝土結(jié)構(gòu)的強(qiáng)度與變形計(jì)算（5）墩臺(tái)及基礎(chǔ)設(shè)計(jì)計(jì)算（根據(jù)情況選做）4）完成主要施工圖的繪制結(jié)構(gòu)設(shè)計(jì)計(jì)算完成后，要求用CAD軟件繪制橋梁結(jié)構(gòu)施工圖10張以上，主要包括：（1）橋梁總體布置圖（立面、平面、橫斷面）（2）主梁一般構(gòu)造圖（3）主梁預(yù)應(yīng)力鋼筋布置圖（4）主梁普通鋼筋布置圖（5）橫隔梁構(gòu)造、配筋圖（6）橋墩（或橋臺(tái)）一般構(gòu)造圖圖紙要求布局合理，正確、清晰，符合制圖標(biāo)準(zhǔn)和有關(guān)規(guī)定。5）最終成果：需提交畢業(yè)設(shè)計(jì)畢業(yè)設(shè)計(jì)說(shuō)明書(shū)和結(jié)構(gòu)主要施工圖。3方案比選3.1自錨式懸索橋圖3.1.1自錨式懸索橋初步擬定為對(duì)稱雙塔三跨布置，主跨徑為60m。主橋?yàn)殇摻罨炷良觿帕旱淖藻^式懸索橋，主梁頂板寬為20.2m，梁高為1m，塔高25m,塔柱的直徑定為1.5m，主梁上吊桿間距為3m，基礎(chǔ)采用鉆孔灌注樁基礎(chǔ)，樁直徑為1.6m。該橋主纜矢跨比為1/8，雙塔雙索面結(jié)構(gòu)，主纜錨固于加勁梁的兩端，主纜產(chǎn)生的水平分力通過(guò)加勁梁來(lái)抵抗。自錨式懸索橋通常由主梁、橋塔、主纜、吊索、主索鞍、副索鞍等組成。它不需要有強(qiáng)大的錨碇，是直接把主纜錨于主梁端部，節(jié)省了昂貴的錨碇費(fèi)用，同時(shí)主纜又對(duì)主梁施加了強(qiáng)大的預(yù)應(yīng)力，使主梁結(jié)構(gòu)受力大為改善，但是由于主纜直接錨固在加勁梁上，梁承受了很大的軸向力，為此需加大梁的截面，對(duì)于鋼結(jié)構(gòu)的加勁梁則造價(jià)明顯增加，對(duì)于混凝土材料的加勁梁則增加了主梁自重，從而使主纜鋼材用量增加，因此自錨式懸索橋若跨徑增大，其額外的施工費(fèi)用就會(huì)增多并且錨固區(qū)受力復(fù)雜難以判斷。3.2地錨式獨(dú)立斜拉橋圖3.2.1地錨式獨(dú)立斜拉橋獨(dú)塔混凝土斜拉橋主跨77m，錨固跨23m。索塔選用倒Y形，高度30m。主跨拉索索面在空間布置成雙索面，數(shù)量為10對(duì)，間距為6m；錨固跨拉索索面布置成單索面，數(shù)量10根，間距為0.8m。主跨拉索塔上索距取1.7米，錨固跨拉索塔上索距取1.5米。箱梁頂板寬度為15.5m，索塔根部梁高4m,橋臺(tái)處梁高2.5m。斜拉橋又稱斜張橋，是將主梁用許多拉索直接拉在橋塔上的一種橋梁。它的特點(diǎn)是橋梁跨度較大，有利于跨越很寬的障礙物，造型美觀。橋體可調(diào)整主梁內(nèi)力，使內(nèi)力分布均勻合理，且能將主梁做成等截面梁，便于制造和安裝。斜拉索的水平拉力相當(dāng)于對(duì)混凝土梁施加的預(yù)壓力，有助于提高梁的抗裂性能，并充分發(fā)揮高強(qiáng)材料的特性。橋梁的豎向剛度和抗扭剛度較強(qiáng)，抗風(fēng)穩(wěn)定性要好，且便于采用懸臂法施工和架設(shè)，施工安全可靠，適合在城市中建造。3.3上承式拱橋圖3.3.1上承式拱橋初步擬定拱橋橋梁跨徑為98m，矢跨比為1/7，采用上承式布置行車道。拱圈采用鋼管混凝土拱肋，鋼筋混凝土拱橋的矢跨比一般為1/5-1/8。拱橋構(gòu)造簡(jiǎn)單，造型美觀，造價(jià)低，能充分就地取材，拱橋最大的優(yōu)點(diǎn)就是將橋面系傳來(lái)的壓力轉(zhuǎn)化為軸向壓力，所以不需要像其他橋梁一樣要考慮受拉和受彎等情況。與梁式橋相比上承式拱橋的建筑高度較高，與中、下承式拱橋相比,上承式拱橋的橋面位置較中、下承式拱橋高。但其自重較大，相應(yīng)的水平推力較大，隨著跨徑和橋高的增大，支架或其他輔助設(shè)備的費(fèi)用大大無(wú)增加，從而增大了拱橋的施工困難，提高了拱橋的總造價(jià)。3.4方案比選表3.4.1方案比選方案類別比較項(xiàng)目方案一方案二方案三自錨式懸索橋橋（100m）地錨式獨(dú)塔斜拉橋(77m+23m)（推薦方案）上承式拱橋（98m)工藝技術(shù)要求先梁后纜，塔梁同步，索夾抗滑移要求高，結(jié)構(gòu)需要進(jìn)行體系轉(zhuǎn)換，受力復(fù)雜，造價(jià)較高。適應(yīng)在城市橋梁中應(yīng)用，兼顧橋墩施工難度和施工量、岸坡穩(wěn)定、結(jié)構(gòu)剛度、跨越能力等。工藝技術(shù)經(jīng)驗(yàn)比較成熟，占用施工場(chǎng)地大，自重較大，需要用大量吊裝設(shè)備和勞動(dòng)力，水平推力較大。造價(jià)及用材工期較長(zhǎng)、造價(jià)高、用鋼量較高工期適中、造價(jià)適中、耗鋼量較大工期較長(zhǎng)、造價(jià)較高、用鋼量較小美觀造型美觀整體造型美觀，可能成為城市中觀賞性建筑自重較大，不適合城市橋梁使用從上表可以看出，方案一雖然造型美觀但工期較長(zhǎng)、造價(jià)較高、施工較復(fù)雜，因?yàn)槲挥诔鞘校┕ず?jiǎn)易程度是我們應(yīng)該考慮的因素并且方案一相對(duì)方案二來(lái)說(shuō)造價(jià)太高，工期太長(zhǎng)。第二方案從工期和造價(jià)方面看都比較適中，適合作為城市橋梁，施工方法也較為成熟，抗風(fēng)抗震性能好，整體造型美觀。第三方案自重較大，需要人工較多，工期較長(zhǎng)，造價(jià)較高，不經(jīng)濟(jì)。故經(jīng)過(guò)了較為綜合的比較后，決定對(duì)方案二進(jìn)行推薦。3.5推薦方案調(diào)整前期報(bào)告推薦方案為地錨式獨(dú)塔斜拉橋，橋梁總跨徑為100m，主跨設(shè)置為77m，錨固跨設(shè)置為23m，索塔選用倒Y形，高度30m。但是在建模過(guò)程中發(fā)現(xiàn)調(diào)索難以達(dá)到要求，難以實(shí)現(xiàn)工程建造，所以將初擬方案調(diào)整為雙跨連續(xù)梁橋?？鐝浇M合為50m+50m，梁高3m，墩柱的直徑定為2m。本橋采用滿堂支架施工方法，此方法施工工藝簡(jiǎn)單，便于施工、可以平行作業(yè)，地基經(jīng)過(guò)簡(jiǎn)單加固處理即可以滿足承載力要求，投入少、有利于保證安全質(zhì)量。圖3.5.1荊山南路大橋立面圖截面為單箱雙室箱梁，箱梁全寬20.2m（0.75米護(hù)欄+8.85米車行道+1米中央分割帶+8.85米車行道+0.75米護(hù)欄）。橋臺(tái)處1m范圍內(nèi)和橋墩處2m范圍內(nèi)均為實(shí)心截面（如圖1.2），主梁高度300cm，之后變?yōu)閱蜗潆p室底板漸變截面，梁高300cm，底板由80cm變?yōu)?0cm，腹板由200cm變?yōu)?00cm，均按線性變化，過(guò)渡段長(zhǎng)度為12m，之后在24m范圍內(nèi)為跨中區(qū)段截面，箱梁底板厚度均為40cm，梁高300cm。圖3.5.2橋臺(tái)處實(shí)心箱形截面圖3.5.3橋臺(tái)處加厚截面圖3.5.4跨中段截面4橋梁模型的建立1）選擇單位體系：kN,m2）定義材料特性C50混凝土選用Midas中規(guī)范JTG3362-18（RC）中數(shù)據(jù)庫(kù)相應(yīng)的材料類型。預(yù)應(yīng)力鋼筋選用用戶定義類型材料，規(guī)范JTG3362-18（S）數(shù)據(jù)庫(kù)的Strand1860材料。3）定義截面特性將擬定好的截面尺寸，輸入到midas中，定義好截面。4）節(jié)點(diǎn)、單元的建立橋長(zhǎng)100m，離起點(diǎn)（0,0,0）0.48m處需設(shè)置活動(dòng)支座因而在（0.48,0,0）處設(shè)置一個(gè)節(jié)點(diǎn)，距離起點(diǎn)1m處設(shè)置一個(gè)節(jié)點(diǎn)，往后每2m設(shè)置一個(gè)節(jié)點(diǎn)，中間支座處每1m設(shè)置一個(gè)節(jié)點(diǎn)（49m、50m、51m），且在每跨的0.125、0.25、0375、0.5、0.625、0.75、0.875處均設(shè)置一個(gè)節(jié)點(diǎn)，橋梁成對(duì)稱結(jié)構(gòu)節(jié)點(diǎn)也對(duì)稱，均用梁?jiǎn)卧M。共設(shè)置79個(gè)節(jié)點(diǎn)，66個(gè)梁?jiǎn)卧?。圖4.1.1建立節(jié)點(diǎn)圖4.1.2建立單元5）定義時(shí)間依存性材料定義混凝土的徐變收縮特性，建立時(shí)間依存性材料連接，并應(yīng)用修改單元依存材料特性值功能計(jì)算構(gòu)件的理論厚度。6）添加邊界條件支座處設(shè)置六個(gè)一般支撐,同時(shí)設(shè)置六個(gè)彈性連接節(jié)點(diǎn)（68,0)(76,78)對(duì)應(yīng)約束為（Dx,Dy,Rx,Rz);(67,71)（77,79）對(duì)應(yīng)約束為(Dx,Rx,Rz)；（72,74）對(duì)應(yīng)約束為（Dx，Dy，Dz，Rx，Rz）；（73.75）對(duì)應(yīng)約束為（Dx,Dz,Rx,Rz)圖4.1.3一般支承橋墩在與主梁連接處采用剛性連接，剛性連接的功能是強(qiáng)制從屬節(jié)點(diǎn)的自由度從屬于主節(jié)點(diǎn)。包括從屬節(jié)點(diǎn)的剛度分量在內(nèi)的從屬節(jié)點(diǎn)的所有屬性(節(jié)點(diǎn)荷載或節(jié)點(diǎn)質(zhì)量)均將轉(zhuǎn)換為主節(jié)點(diǎn)的等效分量。主節(jié)點(diǎn)為相交處主梁上的節(jié)點(diǎn)，從屬節(jié)點(diǎn)為橋墩最上端節(jié)點(diǎn)。圖4.1.4剛性連接7）添加荷載工況（1）箱梁自重Midas程序中默認(rèn)混凝土容重為25kN/m3，實(shí)際取混凝土容重為26kN/m3。所以在定義自重荷載時(shí)，自重系數(shù)=26/25=1.04,考慮Z軸方向?yàn)?1.04。（2）二期恒載二期恒載為橋面鋪裝和護(hù)欄的重力，以梁?jiǎn)卧奢d進(jìn)行加載。單個(gè)護(hù)欄每延米混凝土體積取0.15m3，瀝青混凝土重度取24kN/m3。q護(hù)欄=0.15×25×4=30KN/mq鋪裝=0.5×（0.02+0.15275）×8.85×2×25+0.08×8.85×2×24=48.3549375KN/m二期恒載集度：q二期=q護(hù)欄+q鋪裝=78.3549375KN/m圖4.1.5二期恒載（3）系統(tǒng)溫度溫度范圍為-10℃～+34℃，計(jì)算溫度+15℃～+20℃，取平均值17.5，整體升溫17.5℃，整體降溫-17.5℃。（4）梁截面溫度計(jì)算橋梁結(jié)構(gòu)由于豎向溫度梯度引起的效應(yīng)時(shí)，選用梁截面溫度，取10cm瀝青混凝土鋪裝時(shí)的溫度基數(shù)。由通用規(guī)范可知，梁截面升溫時(shí)距頂板h=0m處的溫度為T1=14℃；h=0.1m,T2=5.5℃；h=0.3m,T3=5.5÷3=1.83℃，h=0.4m,T4=0℃。梁截面降溫時(shí)豎向日照反溫差為正溫差乘以-0.5，故可知距頂板h=0m,T1=-7℃；h=0.1m,T2=-2.75℃，h=0.3m,T3=-0.917℃，h=0.4m,T4=0℃。梁截面降溫時(shí)距頂板h=0m,T=-7℃；h=0.1m,T=-2.75℃；h=0.4m,T=0℃。8）移動(dòng)荷載定義首先選擇移動(dòng)荷載規(guī)范中的中國(guó)規(guī)范China，然后添加四個(gè)車道荷載和一個(gè)車輛荷載，再添加移動(dòng)荷載工況，標(biāo)準(zhǔn)車輛荷載選擇中國(guó)城市橋梁荷載規(guī)范。9）定義支座沉降設(shè)置三個(gè)支座沉降組，均設(shè)為-0.01m。5主梁內(nèi)力計(jì)算5.1恒載作用下主梁內(nèi)力計(jì)算5.1.1自重下主梁內(nèi)力圖5.1.1自重作用下彎矩圖圖5.1.2自重作用下剪力圖表5.1.1自重作用下控制截面的內(nèi)力位置單元荷載軸向(kN)剪力-z(kN)彎矩-y(kN*m)左跨支點(diǎn)處2自重47.86-11938.35-239.43左跨1/410自重-12.32-3326.1586612.58左跨1/218自重47.863126.187837.49左跨3/426自重-98.569577.658460.22中墩支點(diǎn)34自重-1988.07-18154.83-162136.625.1.2二期恒載下主梁內(nèi)力圖5.1.3二期恒載作用下彎矩圖圖5.1.4二期恒載作用下剪力圖表5.1.2二期恒載作用下控制截面的內(nèi)力單元荷載軸向(kN)剪力-z(kN)彎矩-y(kN*m)左跨支點(diǎn)處2二期恒載6.68-1480.06-23.65左跨1/410二期恒載-3.05-538.2712106.79左跨1/218二期恒載6.68441.212713.38左跨3/426二期恒載-15.031420.571076.92中墩支點(diǎn)34二期恒載-261.01-2385.94-22802.85.2可變作用下主梁內(nèi)力計(jì)算5.2.1正溫度梯度下主梁內(nèi)力圖5.2.1正溫度梯度下主梁彎矩圖圖5.2.2正溫度梯度下主梁剪力圖表5.2.1溫度梯度升溫作用下控制截面的內(nèi)力單元荷載軸向(kN)剪力-z(kN)彎矩-y(kN*m)左跨支點(diǎn)處2溫度梯度升溫-18.23-401.8829.83左跨1/410溫度梯度升溫-25.47-401.494859.17左跨1/218溫度梯度升溫-18.23-401.889882.51左跨3/426溫度梯度升溫-12.07-402.1114906.1中墩支點(diǎn)34溫度梯度升溫26.8401.419930.525.2.2負(fù)溫度梯度下主梁內(nèi)力圖5.2.3負(fù)溫度梯度下彎矩圖圖5.2.4負(fù)溫度梯度下剪力圖表5.2.2溫度梯度降溫作用下控制截面的內(nèi)力單元荷載軸向(kN)剪力-z(kN)彎矩-y(kN*m)左跨支點(diǎn)處2溫度梯度降溫9.12201-14.92左跨1/410溫度梯度降溫12.74200.8-2430.28左跨1/218溫度梯度降溫9.12201-4942.67左跨3/426溫度梯度降溫6.04201.11-7455.19中墩支點(diǎn)34溫度梯度降溫-13.4-200.76-9968.115.2.3移動(dòng)荷載下主梁內(nèi)力圖5.2.9移動(dòng)荷載作用下彎矩圖圖5.2.10移動(dòng)荷載作用下剪力圖表5.2.3移動(dòng)荷載作用下控制截面的內(nèi)力單元荷載軸向(kN)剪力-y(kN)剪力-z(kN)扭矩(kN*m)彎矩-y(kN*m)彎矩-z(kN*m)左跨支點(diǎn)處2移動(dòng)荷載3.1715.49115.173258.071.044.02左跨1/410移動(dòng)荷載6.1415.49293.412903.848158.88204.31左跨1/218移動(dòng)荷載3.1715.49588.942927.619944.2346.32左跨3/426移動(dòng)荷載3.6715.49906.13060.585955.16517.3中墩支點(diǎn)34移動(dòng)荷載1.0515.568.543318.42362.49992.645.2.4支座沉降下主梁內(nèi)力圖5.2.11支座沉降作用下彎矩圖圖5.2.12支座沉降作用下剪力圖表5.2.4支座沉降作用下控制截面的內(nèi)力單元荷載軸向(kN)剪力-z(kN)彎矩-y(kN*m)左跨支點(diǎn)處2支座沉降4.13121.68.75左跨1/410支座沉降1.89121.651480.14左跨1/218支座沉降4.13121.63028.39左跨3/426支座沉降6.03121.524576.59中墩支點(diǎn)34支座沉降17.95122.626124.66內(nèi)力組合為了進(jìn)行預(yù)應(yīng)力鋼束的計(jì)算，在不考慮預(yù)加力引起的結(jié)構(gòu)次內(nèi)力及混凝土收縮徐變次內(nèi)力的前提下，根據(jù)《公路橋涵設(shè)計(jì)通用規(guī)范》（JTGD60-2015）中的規(guī)定進(jìn)行組合。1）承載能力極限狀態(tài)組合γ0Sud=1.0×[1.2×（G1k（一期恒載）+G2k(二期恒載)）+0.5×G3k(基礎(chǔ)變位)+1.4×Q1k(汽車荷載)+0.75×1.4×Q2k（溫度梯度）]2）正常使用極限狀態(tài)頻遇組合Sfd=G1k（一期恒載）+G2k(二期恒載)+G3k(基礎(chǔ)變位)+0.7×Q1k(汽車荷載不計(jì)沖擊力)+0.8×Q2k（溫度梯度）3）正常使用極限狀態(tài)準(zhǔn)永久組合Sqd=G1k（一期恒載）+G2k(二期恒載)+G3k(基礎(chǔ)變位)+0.4×Q1k(汽車荷載不計(jì)沖擊力)+0.8×Q2k（溫度梯度）根據(jù)上述的組合要求，進(jìn)行承載能力極限狀態(tài)內(nèi)力組合和正常使用極限狀態(tài)內(nèi)力組合，其結(jié)果見(jiàn)下表。表6.1基本組合截面位置最大最小剪力（KN）彎矩（KN*m）剪力（KN）彎矩（KN*m）左跨0.00L-26013.55-660.11-27676.25-1062.520.25L-6657.9200783.91-8034.96187596.570.50L8621.54198667.177275.40181161.590.75L23928.42783.2922456.41-10971.121.00L-42952.04-402716.55-44670.70-414121.53注：上述組合汽車荷載計(jì)沖擊力表6.2頻遇組合截面位置最大最小剪力（KN）彎矩（KN·m）剪力（KN）彎矩（KN·m）左跨0.00L-26319.86-904.51-27111.60-1096.130.25L-7097.76197231.42-7753.50190951.700.50L7967.60196582.447326.58188246.400.75L23044.436392.8122343.48-156.911.00L-42737.76-392303.39-43556.2-397734.00注：上述組合汽車荷載不計(jì)沖擊力表6.3準(zhǔn)永久組合截面位置最大最小剪力（KN）彎矩（KN·m）剪力（KN）彎矩（KN·m）左跨0.00L-25998.05-652.72-26463.70-688.130.25L-6891.12192797.56-7356.98187234.800.50L7973.39191796.807507.75180413.500.75L22835.75103.7122370.40-12099.801.00L-42677.61-389066.01-43143.20-412089.00注：上述組合汽車荷載不計(jì)沖擊力；以上均為左邊半橋的截面。7預(yù)應(yīng)力鋼筋面積估算與配置根據(jù)《公預(yù)規(guī)》，預(yù)應(yīng)力混凝土連續(xù)梁應(yīng)滿足使用荷載下的正截面抗裂要求、正截面壓應(yīng)力要求和承載能力極限狀態(tài)下的正截面強(qiáng)度要求。因此，預(yù)應(yīng)力筋的數(shù)量可從這三個(gè)方面綜合評(píng)定。根據(jù)正負(fù)彎矩分配在1到24單元只在下緣配筋，在25到26單元上下緣均需配筋，在27到34單元需在上緣配筋。（以上均為最少配筋）表7.1正負(fù)彎矩對(duì)應(yīng)單元與數(shù)值（單位KN·m）單元MsmaxMsminMkmaxMkmin2-652.72-688.13-654.64-977.4810198225186382.55200448.24185465.9414222059.71205741.2224590.89204349.6818198394.64178675.34200696.13176808.832520229.27-3422.2220790.03-6201.75269026.68-14726.599483.73-17544.3934-388837.12-417290.71-390734.23-421903.297.1預(yù)應(yīng)力鋼筋估算7.1.1按正常使用極限狀態(tài)的正截面抗裂驗(yàn)算要求估束根據(jù)《公預(yù)規(guī)》第6.3.1條，預(yù)應(yīng)力混凝土受彎構(gòu)件應(yīng)對(duì)正截面的混凝土拉應(yīng)力進(jìn)行驗(yàn)算，以滿足正截面抗裂要求。－在作用（或荷載）短期效應(yīng)組合下構(gòu)件的抗裂驗(yàn)算邊緣混凝土的法向拉應(yīng)力，式中不含正負(fù)號(hào)；－扣除全部預(yù)應(yīng)力損失后的預(yù)加力在構(gòu)件抗裂驗(yàn)算邊緣產(chǎn)生的預(yù)壓應(yīng)力。由于此處為估算預(yù)應(yīng)力束，截面特性可以粗略地按毛截面特性計(jì)算。當(dāng)截面承受正彎矩時(shí)當(dāng)截面承受負(fù)彎矩時(shí)、－作用（或荷載）短期效應(yīng)組合，彎矩的最大值和最小值；、－截面形心軸上側(cè)和下側(cè)配置的預(yù)應(yīng)力筋的永存預(yù)應(yīng)力；、－截面形心軸上側(cè)和下側(cè)配置的預(yù)應(yīng)力束與形心軸之間的距離；、－截面上緣和下緣的抗彎模量，，，（、為截面的上、下核心距）若上下緣均需布置預(yù)應(yīng)力鋼筋，已知下緣布置鋼筋根數(shù)時(shí)，可由下式求上緣布置鋼筋根數(shù)：分別求解可得預(yù)應(yīng)力筋根數(shù)估算：采用的每根鋼絞線面積，抗拉強(qiáng)度標(biāo)準(zhǔn)值，張拉控制應(yīng)力取，預(yù)應(yīng)力損失按張拉控制應(yīng)力的估算，取。取預(yù)應(yīng)力鋼筋重心距下緣距離為0.15m，ex=yx-0.15=1.6568-0.15=1.5068m。1)估算左跨跨中截面所需預(yù)應(yīng)力筋數(shù)量Msmax=198394.64KN/m，Msmin=178675.34KN/m代入公式可得：694.5根≤nxy≤2616.7根2)估算正彎矩最大處所需預(yù)應(yīng)力筋數(shù)量Msmax=222059.71KN/m，Msmin=205741.20KN/m代入公式可得：777.3根≤nxy≤3031.1根（2）只在截面上緣布置預(yù)應(yīng)力筋1)左跨右支點(diǎn)處分別求解可得預(yù)應(yīng)力筋根數(shù)估算：Msmax=-388837.12KN/m，Msmin=-417290.71KN/m，取預(yù)應(yīng)力鋼筋重心距上緣距離為0.15m，es=1.3432-0.15=1.1932m代入公式可得：1550.1根≤nys≤7505.1根2）左跨左支點(diǎn)處Msmax=-652.72KN/m，Msmin=-688.13KN/m代入公式可得：2.6根≤nys≤12.6根（3）在25、26單元處Msmax=20229.27KN/m，Msmin=-14726.59KN/m代入公式可得：nys≤-390.4根，nys≥54.7根（此處上下緣均需配筋）7.1.2按正常使用極限狀態(tài)截面壓應(yīng)力要求估算根據(jù)《公預(yù)規(guī)》第7.1.5條使用階段預(yù)應(yīng)力混凝土受彎構(gòu)件的壓應(yīng)力應(yīng)符合下面規(guī)定：－由作用（或荷載）標(biāo)準(zhǔn)值產(chǎn)生的混凝土受壓邊緣的法向壓應(yīng)力，；－由預(yù)應(yīng)力產(chǎn)生的混凝土法向拉應(yīng)力；－混凝土軸心抗壓強(qiáng)度標(biāo)準(zhǔn)值；－按作用（或荷載）標(biāo)準(zhǔn)值組合計(jì)算的彎矩值；－受彎側(cè)的抗彎模量。由于此處為估算值，所有應(yīng)力計(jì)算均可粗略地選用毛截面特性。與抗裂要求估算類似，可得到以下兩個(gè)不等式：、－按作用（或荷載）標(biāo)準(zhǔn)值組合的計(jì)算彎矩最大值、最小值；其余各符號(hào)同上。（1）只在截面下緣布置預(yù)應(yīng)力筋采用的每根鋼絞線面積，抗拉強(qiáng)度標(biāo)準(zhǔn)值，張拉控制應(yīng)力取，預(yù)應(yīng)力損失按張拉控制應(yīng)力的估算，取，混凝土軸心抗壓強(qiáng)度標(biāo)準(zhǔn)值。估算左跨跨中截面下緣所需預(yù)應(yīng)力筋數(shù)量由midas軟件計(jì)算標(biāo)準(zhǔn)值組合Mkmax=200696.13KN/mMkmin=176808.83KN/m代入公式得：-1265.6根≤nyx≤1196.1根估算最大正彎矩截面下緣所需預(yù)應(yīng)力筋數(shù)量由midas軟件計(jì)算標(biāo)準(zhǔn)值組合Mkmax=224590.89KN/m,Mkmin=204349.68KN/m代入公式得：-985.7根≤nyx≤1273.2根（2）只在截面上緣布置預(yù)應(yīng)力筋1)左跨右支點(diǎn)處由midas軟件計(jì)算標(biāo)準(zhǔn)值組合Mkmax=-390734.23KN/m，Mkmin=-421903.29KN/m代入公式可得：-2650根≤nys≤2078.6根2）左跨左支點(diǎn)處由midas軟件計(jì)算標(biāo)準(zhǔn)值組合Mkmax=-654.64KN/m，Mkmin=-977.48KN/m代入公式可得：-3849.6根≤nys≤919.4根7.1.3按承載能力極限狀態(tài)的應(yīng)力要求計(jì)算預(yù)應(yīng)力梁達(dá)到受彎極限狀態(tài)時(shí)，受壓區(qū)混凝土應(yīng)力達(dá)到混凝土抗壓設(shè)計(jì)強(qiáng)度，受拉區(qū)鋼筋達(dá)到抗拉設(shè)計(jì)強(qiáng)度。按破壞階段估算預(yù)應(yīng)力筋的基本公式是：（3.3.1）（3.3.2）聯(lián)立解得：（3.3.3）（3.3.4）－－按極限承載能力估算的預(yù)應(yīng)力筋數(shù)量的最小值；－－混凝土軸心抗壓強(qiáng)度設(shè)計(jì)值；－－預(yù)應(yīng)力筋抗拉強(qiáng)度設(shè)計(jì)值；－－橋梁結(jié)構(gòu)重要性系數(shù)；－－受壓翼緣寬度；－－截面的有效高度。（1）估算左跨跨中截面下緣所需預(yù)應(yīng)力筋數(shù)量采用的每根鋼絞線面積，抗拉強(qiáng)度設(shè)計(jì)值，混凝土軸心抗壓強(qiáng)度設(shè)計(jì)值，結(jié)構(gòu)重要性系數(shù)取γ0=1.0。M=259754.47KN/m，取預(yù)應(yīng)力鋼筋重心距下緣距離為0.15m，則有效高度h0=3-0.15=2.85，受壓翼緣寬度b=20.2m。代入公式可得：nyx=536根(2)估算彎矩最大處截面下緣所需預(yù)應(yīng)力筋數(shù)量M=284039.86KN/m代入公式可得：nyx=589根（3）估算左跨右支點(diǎn)截面上緣所需預(yù)應(yīng)力筋數(shù)量M=-466153.04KN/m，取預(yù)應(yīng)力鋼筋重心距上緣距離為0.15m，則有效高度h0=3-0.15=2.85，受壓翼緣寬度b=14.2m。代入公式可得：nys=1030.6根7.1.4估算結(jié)果左跨控制截面的預(yù)應(yīng)力筋初步估算結(jié)果如下表表7.1左跨控制截面的預(yù)應(yīng)力筋初步估算表截面位置上緣預(yù)應(yīng)力筋（根）下緣預(yù)應(yīng)力筋（根）左跨0L1000.25L07000.375L08000.5L07000.75L804007.2預(yù)應(yīng)力鋼筋布置位置經(jīng)PSC設(shè)計(jì)驗(yàn)算后，發(fā)現(xiàn)初步估算的鋼筋數(shù)量并不能滿足抗彎、抗裂驗(yàn)算要求，因而適當(dāng)增加鋼筋數(shù)量，調(diào)整鋼筋位置，得到符合驗(yàn)算要求的合理布置位置及數(shù)量。全橋關(guān)于跨中左右對(duì)稱，限于篇幅，只列一半橋鋼束坐標(biāo)。鋼筋布置位置及數(shù)量如下表：表7.2.1預(yù)應(yīng)力鋼束坐標(biāo)表M18Φ15.2X(m)Y(m)R(m)X(m)Z(m）R(m)0000-0.4501001-0.4501.697001.697-0.483019.6320019.632-2.053020.3290020.329-2.08024.97950024.9795-2.08029.630029.63-2.08030.3270030.327-2.053048.2620048.262-0.483048.9590048.959-0.450500050-0.450M28Φ15.2X(m)Y(m)R(m)X(m)Z(m）R(m)0000-0.901001-0.901.697001.697-0.933016.3170016.317-2.213017.0140017.014-2.24024.9790024.979-2.24032.9440032.944-2.24033.6410033.641-2.213048.2610048.261-0.933048.9580048.958-0.90500050-0.90M38Φ15.2X(m)Y(m)R(m)X(m)Z(m）R(m)0000-1.3501001-1.3501.697001.697-1.383013.0030013.003-2.373013.70013.7-2.4024.980024.98-2.4036.260036.26-2.4036.9570036.957-2.373048.2630048.263-1.383048.960048.96-1.350M48Φ15.2X(m)Y(m)R(m)X(m)Z(m）R(m)500050-1.3500000-1.801001-1.801.697001.697-1.83309.688009.688-2.533010.3850010.385-2.56024.97950024.9795-2.56039.5740039.574-2.56040.2710040.271-2.533048.2620048.262-1.833048.9590048.959-1.80500050-1.80M58Φ15.2X(m)Y(m)R(m)X(m)Z(m）R(m)0000-2.2501001-2.2501.697001.697-2.28306.373006.373-2.69307.07007.07-2.72024.97950024.9795-2.72042.8890042.889-2.72043.5860043.586-2.693048.2620048.262-2.283048.9590048.959-2.250500050-2.250M68Φ15.2X(m)Y(m)R(m)X(m)Z(m）R(m)0000-2.701001-2.701.697001.697-2.73303.058003.058-2.85303.755003.755-2.88024.9790024.979-2.88046.2030046.203-2.88046.90046.9-2.853048.2610048.261-2.733048.9580048.958-2.70500050-2.70T18Φ15.2X(m)Y(m)R(m)X(m)Z(m）R(m)0000-0.20500050-0.20T28Φ15.2X(m)Y(m)R(m)X(m)Z(m）R(m)0000-2.80500050-2.80T38Φ15.2X(m)Y(m)R(m)X(m)Z(m）R(m)350035-0.20500050-0.20T48Φ15.2X(m)Y(m)R(m)X(m)Z(m）R(m)490049-0.30500050-0.30具體布置位置詳見(jiàn)圖紙。8預(yù)應(yīng)力損失的計(jì)算預(yù)應(yīng)力混凝土構(gòu)件在正常使用極限狀態(tài)計(jì)算時(shí)，采用后張法張拉預(yù)應(yīng)力鋼束時(shí)應(yīng)考慮以下五種引起預(yù)應(yīng)力損失的情況：（1）預(yù)應(yīng)力筋與管道壁間摩擦引起的應(yīng)力損失（）（2）錨具變形、鋼筋回縮和接縫壓縮引起的應(yīng)力損失（）（3）混凝土彈性壓縮引起的應(yīng)力損失（）（4）鋼筋松弛引起的應(yīng)力損失（）（5）混凝土收縮和徐變引起的應(yīng)力損失（）上述預(yù)應(yīng)力損失的計(jì)算公式參見(jiàn)《公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計(jì)規(guī)范》（JTGD62-2004）6.2。由邁達(dá)斯對(duì)模型進(jìn)行計(jì)算分析，可以得到不同施工階段的預(yù)應(yīng)力損失值，為節(jié)省本文的篇幅，在此以箱梁鋼束組N為例，進(jìn)行預(yù)應(yīng)力損失的展示：表8.1預(yù)應(yīng)力鋼束張拉階段預(yù)應(yīng)力損失單元位置應(yīng)力(考慮瞬時(shí)損失):A(kN/m^2)彈性變形損失:B(kN/m^2)比值(A+B)/A徐變/收縮損失(kN/m^2)松弛損失(kN/m^2)應(yīng)力(考慮所有損失)/應(yīng)力(考慮瞬時(shí)損失)端部有效鋼束數(shù)2I1252237.483315.75751.0003-1963.4491-28230.43740.9761322J1252716.013326.21481.0003-1872.5521-28283.11280.9762323I1234841.655356.19721.0003-2574.7395-26337.28230.9769323J1258032.502408.20851.0003-2663.3056-28862.75650.9753324I1258032.502407.44591.0003-2678.9405-28862.75650.9753324J1269940.651430.38781.0003-2818.6363-30184.07750.9744325I1269940.651429.48481.0003-2832.086-30184.07750.9743325J1271960.23434.58411.0003-2937.2648-30409.09280.9741326I1271960.23433.5091.0003-2943.8599-30409.09280.9741326J1273897.518439.7511.0003-3023.2901-30625.74140.9739327I1273897.518438.72691.0003-3036.4168-30625.74140.9739327J1277857.118460.03461.0004-3273.5475-31074.58740.9735328I1277857.118459.62421.0004-3327.6591-31074.58740.9734328J1283986.152502.94861.0004-3652.1679-31771.46350.9728329I1283986.152504.79441.0004-3813.5284-31771.46350.9727329J1285581.016545.71921.0004-4119.691-31953.88510.97243210I1285581.016544.2591.0004-4146.3595-31953.88510.97233210J1286844.129564.48331.0004-4277.7885-32098.31990.97223211I1286844.129811.18961.0006-4286.9346-32098.31990.97243211J1291600.703820.2731.0006-4296.7828-32649.94790.9723212I1291600.703820.89321.0006-4296.786-32649.94790.9723212J1295130.695829.53931.0006-4307.7322-33059.95010.97183213I1295130.695830.03451.0006-4307.7376-33059.95010.97183213J1295716.033834.70171.0006-4308.2046-33126.18620.97183214I1295716.033834.82931.0006-4308.217-33126.18620.97183214J1295880.407836.04871.0006-4309.2283-33145.15260.97173215I1295880.407836.30531.0006-4309.2137-33145.15260.97173215J1296890.659848.36941.0007-4322.3268-33261.51670.97173216I1296890.659848.5081.0007-4322.3275-33261.51670.97173216J1297026.085863.75741.0007-4336.54-33275.58980.97173217I1297026.085863.83841.0007-4336.5402-33275.58980.97173217J1297025.873885.63421.0007-4359.6979-33274.1540.97173218I1296943.362885.33851.0007-4359.2906-33264.6130.97173218J1296943.646909.66261.0007-4389.7111-33266.07020.97173219I1296943.646909.44451.0007-4389.7109-33266.07020.97173219J1296943.931938.22631.0007-4444.5544-33267.94350.97163220I1296943.931937.92261.0007-4444.5534-33267.94350.97163220J1296313.639959.28961.0007-4532.7451-33196.11420.97163221I1296313.639958.92461.0007-4532.7541-33196.11420.97163221J1296205.003960.29261.0007-4547.7823-33183.65640.97163222I1296205.003959.96351.0007-4547.7695-33183.65640.97163222J1295927.297955.70851.0007-4688.583-33153.7150.97153223I1295927.297954.7321.0007-4688.577-33153.7150.97153223J1292432.909875.56871.0007-4922.4014-32746.88350.97153224I1292432.909938.16271.0007-4870.5413-32746.88350.97163224J1288031.768867.0561.0007-5129.7834-32235.85820.97173225I1288031.768548.62261.0004-5117.5984-32235.85820.97143225J1286768.334525.46941.0004-5005.895-32090.98670.97163226I1286768.334526.86411.0004-4974.1599-32090.98670.97163226J1285240.677490.50091.0004-4706.1552-31915.86470.97193227I1285240.677487.78871.0004-4507.5228-31915.86470.9723227J1279111.856462.7331.0004-4187.5755-31217.35480.97273228I1279111.856462.74041.0004-4120.9451-31217.35480.97273228J1275060.664453.99591.0004-3857.3441-30757.95310.97323229I1275060.664454.81311.0004-3841.7282-30757.95310.97323229J1273145.143450.04461.0004-3746.9125-30543.73620.97343230I1273145.143450.93611.0004-3739.203-30543.73620.97343230J1271192.935443.18631.0003-3606.1997-30325.97370.97373231I1271192.935443.81081.0003-3590.0922-30325.97370.97373231J1259065.467404.11111.0003-3398.8063-28980.72120.97463232I1259065.467404.421.0003-3379.8828-28980.72120.97463232J1218138.307314.16831.0003-3207.7498-24562.97550.97753233I1218138.3071109.781.0009-5908.5405-24562.97550.97593233J1217217.911639.54331.0005-3878.6867-24466.13770.977232表8.2橋面鋪裝階段預(yù)應(yīng)力損失單元位置應(yīng)力(考慮瞬時(shí)損失):A(kN/m^2)彈性變形損失:B(kN/m^2)比值(A+B)/A徐變/收縮損失(kN/m^2)松弛損失(kN/m^2)應(yīng)力(考慮所有損失)/應(yīng)力(考慮瞬時(shí)損失)端部有效鋼束數(shù)2I1252237.483318.55541.0003-5432.7993-86498.06030.9268322J1252716.013318.69571.0003-5199.6357-86659.45760.9269323I1234841.655372.87371.0003-7314.3355-80697.4330.929323J1258032.5021373.59141.0011-7070.1477-88435.48590.9252324I1258032.5021368.86571.0011-7173.0877-88435.48590.9251324J1269940.6513135.01271.0025-6680.6262-92484.01330.9244325I1269940.6513122.99481.0025-6773.9707-92484.01330.9243325J1271960.234504.43811.0035-6371.4795-93173.46030.9253326I1271960.234487.40941.0035-6431.1379-93173.46030.9252326J1273897.5185405.83591.0042-6188.0074-93837.27170.9257327I1273897.5185385.53981.0042-6283.3047-93837.27170.9256327J1277857.1187987.76771.0063-5620.4729-95212.53580.9273328I1277857.1187958.54221.0062-5774.9736-95212.53580.9272328J1283986.15210775.43441.0084-5228.466-97347.76410.9285329I1283986.15210737.33791.0084-5515.2327-97347.76410.9283329J1285581.01612922.06251.0101-5193.5843-97906.70380.92993210I1285581.01612871.83221.01-5362.78-97906.70380.92973210J1286844.12913657.7841.0106-5302.0318-98349.25230.93013211I1286844.12914345.90641.0111-5042.5382-98349.25230.93083211J1291600.70316247.43681.0126-4058.3424-100039.44030.9323212I1291600.70316250.80131.0126-4057.1291-100039.44030.9323212J1295130.69517683.23321.0137-3322.8974-101295.68720.93293213I1295130.69517685.56181.0137-3322.0508-101295.68720.93293213J1295716.03318453.40591.0142-2907.6997-101498.63440.93373214I1295716.03318454.16791.0142-2907.4477-101498.63440.93373214J1295880.40718532.31361.0143-2867.5823-101556.74740.93373215I1295880.40718533.02751.0143-2867.2627-101556.74740.93373215J1296890.65918818.98211.0145-2738.0337-101913.28710.93383216I1296890.65918819.15721.0145-2737.9343-101913.28710.93383216J1297026.08518511.08961.0143-2922.8279-101956.40720.93343217I1297026.08518510.26671.0143-2923.0672-101956.40720.93343217J1297025.87317655.31521.0136-3421.4228-101952.00780.93243218I1296943.36217652.6041.0136-3421.3192-101922.77410.93243218J1296943.64616265.07121.0125-4219.8-101927.23910.93073219I1296943.64616261.86961.0125-4220.8755-101927.23910.93073219J1296943.93114395.95991.0111-5336.2524-101932.97880.92843220I1296943.93114391.84971.0111-5337.6339-101932.97880.92843220J1296313.63912140.65321.0094-6740.4346-101712.89380.92573221I1296313.63912137.76251.0094-6741.4514-101712.89380.92573221J1296205.00311840.62041.0091-6935.2598-101674.72320.92533222I1296205.00311837.90511.0091-6936.1562-101674.72320.92533222J1295927.2979710.84291.0075-8410.5996-101582.98280.92263223I1295927.2979704.97441.0075-8412.6206-101582.98280.92263223J1292432.9097360.82141.0057-10235.3461-100336.45090.92013224I1292432.9097499.09131.0058-10061.2328-100336.45090.92043224J1288031.7684842.05481.0038-12111.4534-98770.66950.91773225I1288031.7683993.16951.0031-12408.8053-98770.66950.91683225J1286768.3343286.25261.0026-12483.0878-98326.78340.91643226I1286768.3343292.32651.0026-12179.2991-98326.78340.91673226J1285240.6771195.69171.0009-12561.0842-97790.20950.91513227I1285240.6771189.64481.0009-12019.9884-97790.20950.91553227J1279111.856-1525.5520.9988-12539.303-95649.97510.91423228I1279111.856-1533.13320.9988-12369.0414-95649.97510.91443228J1275060.664-3917.05830.9969-12869.37-94242.36830.91293229I1275060.664-3934.36960.9969-12761.9782-94242.36830.9133229J1273145.143-4662.50190.9963-12879.1443-93586.00770.91273230I1273145.143-4683.65790.9963-12819.1418-93586.00770.91273230J1271192.935-5673.70150.9955-12971.0167-92918.78330.91223231I1271192.935-5700.5350.9955-12866.8727-92918.78330.91233231J1259065.467-6468.90560.9949-12766.1686-88796.92980.91423232I1259065.467-6505.05590.9948-12652.0059-88796.92980.91433232J1218138.307-6152.78240.9949-12054.6644-75260.95680.92333233I1218138.307-9071.19860.9926-20019.0045-75260.95680.91433233J1217217.911-6457.88930.9947-13481.583-74964.24610.92232表8.3撤銷施工支架階段預(yù)應(yīng)力損失單元位置應(yīng)力(考慮瞬時(shí)損失):A(kN/m^2)彈性變形損失:B(kN/m^2)比值(A+B)/A徐變/收縮損失(kN/m^2)松弛損失(kN/m^2)應(yīng)力(考慮所有損失)/應(yīng)力(考慮瞬時(shí)損失)端部有效鋼束數(shù)1I1251795.617521.62221.0004-2561.7911-56363.65280.9533321J1252237.483-16.05221-2534.0467-56460.87490.9529322I1252237.483-12.80831-2533.3453-56460.87490.9529322J1252716.013-54.83211-2426.7126-56566.22560.9529323I1234841.655-22.89761-3330.8553-52674.56460.9546323J1258032.502661.58431.0005-3316.841-57725.5130.952324I1258032.502658.68831.0005-3340.0203-57725.5130.952324J1269940.6512015.05041.0016-3257.7988-60368.15490.9515325I1269940.6512006.38891.0016-3277.8005-60368.15490.9515325J1271960.233102.65771.0024-3198.3592-60818.18560.9521326I1271960.233090.23481.0024-3209.263-60818.18560.9521326J1273897.5183821.86361.003-3167.8401-61251.48280.9524327I1273897.5183806.5191.003-3187.1018-61251.48280.9524327J1277857.1185891.40491.0046-3080.924-62149.17480.9536328I1277857.1185867.65651.0046-3081.4413-62149.17480.9535328J1283986.1528104.88611.0063-3047.1232-63542.9270.9545329I1283986.1528073.72241.0063-3121.8275-63542.9270.9544329J1285581.0169787.07211.0076-3149.6428-63907.77010.95553210I1285581.0169751.02351.0076-3330.6-63907.77010.95533210J1286844.12910357.97681.008-3374.4784-64196.63990.95553211I1286844.12910676.35351.0083-3282.5548-64196.63990.95593211J1291600.70312308.0831.0095-2945.9741-65299.89580.95673212I1291600.70312309.51591.0095-2945.8464-65299.89580.95673212J1295130.69513558.76871.0105-2690.451-66119.90030.95733213I1295130.69513559.81631.0105-2690.3527-66119.90030.95733213J1295716.03314274.22341.011-2532.8522-66252.37230.95793214I1295716.03314274.56961.011-2532.8406-66252.37230.95793214J1295880.40714349.35811.0111-2517.3336-66290.30510.9583215I1295880.40714349.751.0111-2517.261-66290.30510.9583215J1296890.65914682.79341.0113-2454.3761-66523.03340.95813216I1296890.65914682.99951.0113-2454.3476-66523.03340.95813216J1297026.08514526.67861.0112-2494.8048-66551.17970.9583217I1297026.08514526.53921.0112-2494.788-66551.17970.9583217J1297025.87313894.11221.0107-2647.1421-66548.3080.95743218I1296943.36213893.06141.0107-2646.6969-66529.22590.95743218J1296943.64612802.9061.0099-2904.2019-66532.14040.95633219I1296943.64612801.84511.0099-2904.2478-66532.14040.95633219J1296943.93111303.79481.0087-3278.6299-66535.88690.95493220I1296943.93111302.4221.0087-3278.693-66535.88690.95493220J1296313.6399511.20121.0073-3756.0222-66392.22830.95323221I1296313.6399510.1611.0073-3756.1107-66392.22830.95323221J1296205.0039277.24921.0072-3822.6661-66367.31280.9533222I1296205.0039276.29011.0072-3822.7198-66367.31280.9533222J1295927.2977621.18091.0059-4338.9497-66307.430.95143223I1295927.2977619.0061.0059-4339.1493-66307.430.95143223J1292432.9095883.39631.0046-4986.5084-65493.76690.953224I1292432.9095954.89351.0046-4914.8352-65493.76690.95013224J1288031.7683929.30011.0031-5655.2131-64471.71640.94863225I1288031.7683522.50421.0027-5757.701-64471.71640.94823225J1286768.3342998.58761.0023-5722.8104-64181.97350.9483226I1286768.3343004.3771.0023-5496.9119-64181.97350.94823226J1285240.6771392.81051.0011-5497.5293-63831.72940.94713227I1285240.6771394.95391.0011-5340.8089-63831.72940.94733227J1279111.856-785.02510.9994-5374.4636-62434.70960.94643228I1279111.856-787.50010.9994-5357.7553-62434.70960.94643228J1275060.664-2773.55360.9978-5418.3663-61515.90620.94533229I1275060.664-2784.72920.9978-5394.358-61515.90620.94533229J1273145.143-3406.78640.9973-5399.1331-61087.47240.94513230I1273145.143-3421.44880.9973-5387.4433-61087.47240.94513230J1271192.935-4283.86060.9966-5393.9245-60651.94730.94473231I1271192.935-4302.82060.9966-5369.4062-60651.94730.94473231J1259065.467-5015.79020.996-5278.1248-57961.44240.94583232I1259065.467-5042.31530.996-5249.9469-57961.44240.94583232J1218138.307-4829.26850.996-5004.489-49125.95090.95163233I1218138.307-7313.28080.994-8812.6548-49125.95090.94643233J1217217.911-5034.00120.9959-5827.5787-48932.27550.950932表8.4收縮徐變階段預(yù)應(yīng)力損失單元位置應(yīng)力(考慮瞬時(shí)損失):A(kN/m^2)彈性變形損失:B(kN/m^2)比值(A+B)/A徐變/收縮損失(kN/m^2)松弛損失(kN/m^2)應(yīng)力(考慮所有損失)/應(yīng)力(考慮瞬時(shí)損失)端部有效鋼束數(shù)1I1251795.6171744.61071.0014-26204.0919-112727.30560.8904321J1252237.4831207.45971.001-26192.6297-112921.74970.8899322I1252237.4831217.04031.001-26182.7024-112921.74970.8899322J1252716.0131202.80911.001-25450.1636-113132.45120.8903323I1234841.6551006.81761.0008-38939.507-105349.12930.884323J1258032.5022054.78831.0016-38029.2915-115451.0260.8796324I1258032.5022066.02211.0016-39519.8457-115451.0260.8785324J1269940.6513869.3111.003-37795.0894-120736.30980.8782325I1269940.6513874.00731.0031-39167.0945-120736.30980.8771325J1271960.235269.27661.0041-37791.9131-121636.37120.8788326I1271960.235263.81821.0041-38712.4992-121636.37120.8781326J1273897.5186193.18931.0049-37875.5828-122502.96570.879327I1273897.5186192.56