某混凝土連續(xù)梁橋縱向預(yù)應(yīng)力損失和橫向和豎向預(yù)應(yīng)力筋及普通鋼筋分析1縱向預(yù)應(yīng)力損失對(duì)于本設(shè)計(jì)的后張法預(yù)應(yīng)力構(gòu)件，預(yù)應(yīng)力損失主要原因有管道壁摩擦，錨具變形、鋼筋回縮，混凝土彈性壓縮，鋼筋松弛，混凝土收縮徐變。鑒于篇幅有限，僅展示0號(hào)塊鋼束（T0+W0）在上二期恒載施工階段后的預(yù)應(yīng)力損失。表9部分縱向鋼束部分階段預(yù)應(yīng)力損失單元位置應(yīng)力(考慮瞬時(shí)損失):A(N/mm^2)彈性變形損失:B(N/mm^2)比值(A+B)/A徐變/收縮損失(N/mm^2)松弛損失(N/mm^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)鋼束組[0號(hào)塊鋼束]的應(yīng)力損失，在施工階段[上二期恒載]鋼束組0號(hào)塊鋼束階段上二期恒載21I1058.616-47.88390.9548-31.5897-11.53240.914421J1062.735-47.2030.9556-32.5368-11.94270.9137422I1062.735-47.20770.9556-32.5389-11.94270.9137422J1101.392-44.48080.9596-32.5323-15.83250.9157423I1101.392-45.08680.9591-32.3435-15.83250.9153423J1128.404-35.62380.9684-27.3756-18.82280.9275424I1128.404-35.57160.9685-26.8014-18.82280.928424J1129.145-33.87860.97-26.4264-18.90070.9299425I1129.145-33.87860.97-26.4264-18.90070.9299425J1128.404-35.65290.9684-26.7938-18.82280.928426I1128.404-35.70810.9684-27.3674-18.82280.9274426J1101.392-45.27730.9589-32.3265-15.83250.9152427I1101.392-44.65460.9595-32.661-15.83250.9154427J1062.735-47.48960.9553-32.683-11.94270.9133428I1062.735-47.48460.9553-32.6809-11.94270.9133428J1058.616-48.1850.9545-31.7325-11.53240.9136459I1058.616-49.04860.9537-32.1219-11.53240.9124459J1062.735-48.75290.9541-33.249-11.94270.9116460I1062.735-48.75770.9541-33.2511-11.94270.9116460J1101.392-46.29260.958-33.3921-15.83250.9133461I1101.392-46.93430.9574-33.0562-15.83250.913461J1128.404-37.18740.967-28.0919-18.82280.9255462I1128.404-37.13340.9671-27.5156-18.82280.926462J1129.145-35.38530.9687-27.2278-18.90070.9278463I1129.145-35.38530.9687-27.2278-18.90070.9278463J1128.404-37.13330.9671-27.5154-18.82280.926464I1128.404-37.18730.967-28.0916-18.82280.9255464J1101.392-46.93420.9574-33.0555-15.83250.913465I1101.392-46.29240.958-33.3915-15.83250.9133465J1062.735-48.75760.9541-33.2506-11.94270.9116466I1062.735-48.75270.9541-33.2485-11.94270.9116466J1058.616-49.04850.9537-32.1216-11.53240.9124497I1058.616-48.18440.9545-31.7326-11.53240.9136497J1062.735-47.48370.9553-32.6811-11.94270.9133498I1062.735-47.48870.9553-32.6833-11.94270.9133498J1101.392-44.65350.9595-32.6613-15.83250.9154499I1101.392-45.28630.9589-32.1903-15.83250.9153499J1128.404-35.71490.9683-27.2482-18.82280.92754100I1128.404-35.65970.9684-26.6755-18.82280.92814100J1129.145-33.88530.97-26.3075-18.90070.934101I1129.145-33.88520.97-26.3075-18.90070.934101J1128.404-35.5780.9685-26.6821-18.82280.92814102I1128.404-35.63030.9684-27.2554-18.82280.92764102J1101.392-45.09520.9591-32.2051-15.83250.91544103I1101.392-44.47830.9596-32.5387-15.83250.91574103J1062.735-47.20540.9556-32.5449-11.94270.91374104I1062.735-47.20070.9556-32.5428-11.94270.91374104J1058.616-47.8820.9548-31.5952-11.53240.91442橫向和豎向預(yù)應(yīng)力筋及普通鋼筋1）橫向預(yù)應(yīng)力鋼束布置行車道板頂板跨中汽車在車道范圍內(nèi)移動(dòng)到如圖處時(shí)較不利，頂板厚t=0.28m，腹板厚（不含頂板）hmin=2.42m，t/h<0.25,主梁抗扭能力大，設(shè)M0為板轉(zhuǎn)化簡(jiǎn)支板彎矩，即：與之前的縱向預(yù)應(yīng)力鋼束類似，在彎矩作用下滿足頂板上下緣不出現(xiàn)拉應(yīng)力的要求，M支處配頂板束，M中處配底板束，取1m長(zhǎng)度的板單元進(jìn)行預(yù)應(yīng)力筋根數(shù)估算和應(yīng)力圖分析，具體過(guò)程不再贅述，鋼束同樣需要滿足：在頂板腹板處靠上布置，頂板跨中靠下布置，構(gòu)成頂板上下緣最小距離ap=7cm的曲線，一端張拉1302Mpa，相鄰兩根錯(cuò)位張拉。采用2?s15.2鋼絞線，采用扁型金屬波紋管與扁錨，間距50cm布置一根，邊跨和支點(diǎn)處需注意避開(kāi)BH頂板束豎彎坐標(biāo)有所調(diào)整，具體坐標(biāo)見(jiàn)CAD圖紙。圖10.1中跨合龍?zhí)幍捻敯鍣M、豎向預(yù)應(yīng)力示意圖2）豎向預(yù)應(yīng)力筋布置由于本設(shè)計(jì)的腹板W鋼束在下彎時(shí)提供了大量的抗剪和截面抗裂能力，配豎向預(yù)應(yīng)力之前運(yùn)行的PSC驗(yàn)算已通過(guò)，不必再單獨(dú)計(jì)算豎向預(yù)應(yīng)力，因此根據(jù)構(gòu)造經(jīng)驗(yàn)配置，以抵抗在橋梁長(zhǎng)期運(yùn)行過(guò)程中可能會(huì)出現(xiàn)的腹板裂縫，作為應(yīng)力儲(chǔ)備。采用φT32螺紋鋼筋，縱向間距70cm，控制張拉力0.7×930Mpa=651Mpa單側(cè)腹板為雙肢，距腹板邊緣9cm。3）普通鋼筋布置縱向鋼筋分為15