1-總跨徑100m預(yù)應(yīng)力混凝土等截面連續(xù)箱梁橋施工圖設(shè)計(jì)摘要：本次的設(shè)計(jì)為一全橋總跨徑為100m的預(yù)應(yīng)力混凝土等截面連續(xù)箱梁橋。等截面連續(xù)梁箱梁橋力學(xué)性能上具有結(jié)構(gòu)剛度大、橋面變形小、變形曲線平順優(yōu)點(diǎn)，并且構(gòu)造簡單、施工方便，伸縮縫數(shù)量的減少有利于高速行車。相比于普通混凝土，預(yù)應(yīng)力混凝土的應(yīng)用可以降低結(jié)構(gòu)的自重。箱型截面抗扭剛度大，整體性能好，在連續(xù)梁橋中應(yīng)用廣泛。本次設(shè)計(jì)主要經(jīng)歷了橋型比選、施工方法選擇、結(jié)構(gòu)內(nèi)力計(jì)算、鋼筋的估算與配置、承載能力以及截面應(yīng)力驗(yàn)算等。通過MidasCivil建立橋梁的模型，進(jìn)行計(jì)算結(jié)構(gòu)內(nèi)力，完成預(yù)應(yīng)力鋼筋的估算和配置，最后驗(yàn)算各種荷載組合下的承載能力。完成所有計(jì)算后，編制設(shè)計(jì)計(jì)算說明書，繪制相應(yīng)的結(jié)構(gòu)施工圖。關(guān)鍵詞：預(yù)應(yīng)力混凝土連續(xù)梁橋建模結(jié)構(gòu)驗(yàn)算目錄TOC\o"1-3"\h\u76981引言-1-292382設(shè)計(jì)資料-1-34592.1設(shè)計(jì)指標(biāo)-1-136032.2設(shè)計(jì)過程-1-203823方案比選-2-46813.1自錨式懸索橋-2-3553.2地錨式獨(dú)立斜拉橋-3-16553.3上承式拱橋-4-227903.4方案比選-5-289653.5推薦方案調(diào)整-6-66084橋梁模型的建立-7-85785主梁內(nèi)力計(jì)算-11-184735.1恒載作用下主梁內(nèi)力計(jì)算-11-239305.2可變作用下主梁內(nèi)力計(jì)算-13-154636內(nèi)力組合-17-134087預(yù)應(yīng)力鋼筋面積估算與配置-19-247557.1預(yù)應(yīng)力鋼筋估算-19-28127.2預(yù)應(yīng)力鋼筋布置位置-25-309348預(yù)應(yīng)力損失的計(jì)算-27-191759持久狀況承載能力極限狀態(tài)驗(yàn)算-35-153619.1正截面抗彎承載能力驗(yàn)算-35-50259.2斜截面抗剪驗(yàn)算-36-207869.3斜截面抗彎承載能力驗(yàn)算-37-956510持久狀況正常使用極限狀態(tài)驗(yàn)算-37-10.1使用階段正截面壓應(yīng)力驗(yàn)算-37-10.2使用階段斜截面主壓應(yīng)力驗(yàn)算-38-10.3預(yù)應(yīng)力鋼束拉應(yīng)力的驗(yàn)算-38-1323611撓度計(jì)算和預(yù)拱度設(shè)置-39-11.1撓度驗(yàn)算-39-11.2預(yù)拱度設(shè)置-40-參考文獻(xiàn)-42-1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，不同形狀對應(yīng)的建造方式也各不相同。連續(xù)梁構(gòu)造簡單、外形美觀、施工方式簡單，本設(shè)計(jì)采用連續(xù)梁設(shè)計(jì)，簡單方便。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，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、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，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）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)說明書和結(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)生的水平分力通過加勁梁來抵抗。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，同時主纜又對主梁施加了強(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，對于鋼結(jié)構(gòu)的加勁梁則造價明顯增加，對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，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)造簡單，造型美觀，造價低，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)用大大無增加，從而增大了拱橋的施工困難，提高了拱橋的總造價。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，占用施工場地大，自重較大，需要用大量吊裝設(shè)備和勞動力，水平推力較大。造價及用材工期較長、造價高、用鋼量較高工期適中、造價適中、耗鋼量較大工期較長、造價較高、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、造價較高、施工較復(fù)雜，因?yàn)槲挥诔鞘?，施工簡易程度是我們?yīng)該考慮的因素并且方案一相對方案二來說造價太高，工期太長。第二方案從工期和造價方面看都比較適中，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，造價較高，不經(jīng)濟(jì)。故經(jīng)過了較為綜合的比較后，決定對方案二進(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，此方法施工工藝簡單，便于施工、可以平行作業(yè)，地基經(jīng)過簡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，過渡段長度為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橋臺處實(shí)心箱形截面圖3.5.3橋臺處加厚截面圖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100m，離起點(diǎn)（0,0,0）0.48m處需設(shè)置活動支座因而在（0.48,0,0）處設(shè)置一個節(jié)點(diǎn)，距離起點(diǎn)1m處設(shè)置一個節(jié)點(diǎn)，往后每2m設(shè)置一個節(jié)點(diǎn)，中間支座處每1m設(shè)置一個節(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)置一個節(jié)點(diǎn)，橋梁成對稱結(jié)構(gòu)節(jié)點(diǎn)也對稱，均用梁單元模擬。共設(shè)置79個節(jié)點(diǎn)，66個梁單元。圖4.1.1建立節(jié)點(diǎn)圖4.1.2建立單元5）定義時間依存性材料定義混凝土的徐變收縮特性，建立時間依存性材料連接，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)置六個一般支撐,同時設(shè)置六個彈性連接節(jié)點(diǎn)（68,0)(76,78)對應(yīng)約束為（Dx,Dy,Rx,Rz);(67,71)（77,79）對應(yīng)約束為(Dx,Rx,Rz)；（72,74）對應(yīng)約束為（Dx，Dy，Dz，Rx，Rz）；（73.75）對應(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，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，以梁單元荷載進(jìn)行加載。單個護(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，選用梁截面溫度，取10cm瀝青混凝土鋪裝時的溫度基數(shù)。由通用規(guī)范可知，梁截面升溫時距頂板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℃。梁截面降溫時距頂板h=0m,T=-7℃；h=0.1m,T=-2.75℃；h=0.4m,T=0℃。8）移動荷載定義首先選擇移動荷載規(guī)范中的中國規(guī)范China，然后添加四個車道荷載和一個車輛荷載，再添加移動荷載工況，標(biāo)準(zhǔn)車輛荷載選擇中國城市橋梁荷載規(guī)范。9）定義支座沉降設(shè)置三個支座沉降組，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移動荷載下主梁內(nèi)力圖5.2.9移動荷載作用下彎矩圖圖5.2.10移動荷載作用下剪力圖表5.2.3移動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移動荷載3.1715.49115.173258.071.044.02左跨1/410移動荷載6.1415.49293.412903.848158.88204.31左跨1/218移動荷載3.1715.49588.942927.619944.2346.32左跨3/426移動荷載3.6715.49906.13060.585955.16517.3中墩支點(diǎn)34移動荷載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)量可從這三個方面綜合評定。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；－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)截面承受正彎矩時當(dāng)截面承受負(fù)彎矩時、－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，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，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，采用后張法張拉預(yù)應(yīng)力鋼束時應(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《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)1I1251795.6171744.61071.0014-26204.0919-112727.30560.8904321J1252237.4831207.45971.001-26192.6297-112921.74970.8899322I1252237.4831217.04031.001-26182.7024-112921.74970.8899322J1252716.0131202.80911.001-25450.1636-113132.45120.8903323I1234841.6551006.81761.0008-38939.507-105349.12930.884323J1258032.5022054.78831.0016-38029.2915-115451.0260.8796324I1258032.5022066.02211.0016-39519.8457-115451.0260.8785324J1269940.6513869.3111.003-37795.0894-120736.30980.8782325I1269940.6513874.00731.0031-39167.0945-120736.30980.8771325J1271960.235269.27661.0041-37791.9131-121636.37120.8788326I1271960.235263.81821.0041-38712.4992-121636.37120.8781326J1273897.5186193.18931.0049-37875.5828-122502.96570.879327I1273897.5186192.56981.0049-39281.9642-122502.96570.8779327J1277857.1188820.60451.0069-36996.1851-124298.34960.8807328I1277857.1188831.11241.0069-39360.9801-124298.34960.8788328J1283986.15211695.49011.0091-37391.159-127085.8540.881329I1283986.15211703.18831.0091-39871.0902-127085.8540.8791329J1285581.01613938.40271.0108-38682.1963-127815.54020.88133210I1285581.01613919.40021.0108-40252.4834-127815.54020.88013210J1286844.12914733.5291.0114-39987.7792-128393.27980.88063211I1286844.12918072.57251.014-37450.8651-128393.27980.88523211J1291600.70319869.51941.0154-34456.1227-130599.79150.88763212I1291600.70319880.11661.0154-34445.4579-130599.79150.88763212J1295130.69521210.84661.0164-32240.9198-132239.80060.88943213I1295130.69521217.90341.0164-32233.7602-132239.80060.88943213J1295716.03321895.15871.0169-31037.737-132504.74460.89073214I1295716.03321897.37771.0169-31035.5425-132504.74460.89073214J1295880.40721963.731.0169-30924.3539-132580.61020.89083215I1295880.40721965.67761.017-30922.1891-132580.61020.89083215J1296890.65922162.78981.0171-30628.6365-133046.06670.89093216I1296890.65922162.76181.0171-30628.5007-133046.06670.89093216J1297026.08521778.93631.0168-31316.5613-133102.35930.893217I1297026.08521775.53011.0168-31319.7845-133102.35930.893217J1297025.87320865.02171.0161-32974.3828-133096.6160.8883218I1296943.36220856.85491.0161-32979.6152-133058.45180.88813218J1296943.64619429.95561.015-35567.3754-133064.28080.8853219I1296943.64619418.96451.015-35578.2763-133064.28080.88493219J1296943.931175