連續(xù)剛構(gòu)橋-某大橋主跨150m連續(xù)剛構(gòu)計(jì)算書咨詢報(bào)告

PAGEXX省赤水至望謨高速公路(仁懷至赤水段)施工圖設(shè)計(jì)RCTJ-4合同段冷水溝大橋主橋(80+150+80)m連續(xù)剛構(gòu)咨詢報(bào)告中交第二公路勘察設(shè)計(jì)研究院XX公司二○一○年七月冷水溝大橋主橋(80+150+80)m連續(xù)剛構(gòu)——設(shè)計(jì)咨詢報(bào)告中交第二公路勘察設(shè)計(jì)研究院XX公司20__年7月26日目錄一、工程概況 11、橋跨布置 12、橋梁上部結(jié)構(gòu) 13、橋梁下部結(jié)構(gòu) 1二、橋梁設(shè)計(jì)標(biāo)準(zhǔn) 1三、采用規(guī)程及規(guī)范 2四、主要咨詢內(nèi)容及結(jié)論 21、計(jì)算咨詢?cè)瓌t及內(nèi)容 22、主要驗(yàn)算咨詢結(jié)論及建議 3五、結(jié)構(gòu)縱向驗(yàn)算 31、結(jié)構(gòu)計(jì)算離散圖 42、有關(guān)計(jì)算參數(shù)的選取 42.1結(jié)構(gòu)用材 42.2有關(guān)計(jì)算參數(shù)的選取 52.3主要計(jì)算參數(shù) 52.4汽車活載 52.5溫度力 52.6支座不均勻沉降 52.7風(fēng)力 63、主要材料基本數(shù)據(jù) 64、荷載組合 65、上構(gòu)箱梁驗(yàn)算結(jié)果 76、下構(gòu)驗(yàn)算結(jié)果 10六、圖紙問題及建議 10七、附件——部分計(jì)算成果 11一、工程概況1、橋跨布置冷水溝大橋主橋?yàn)轭A(yù)應(yīng)力混凝土連續(xù)剛構(gòu)，引橋?yàn)轭A(yù)制T梁，分幅布置。橋梁起訖點(diǎn)樁號(hào)K26+265.8～K26+706，跨徑布置為(12×40)m+(80+150+80)m+(2×40)m，全橋長(zhǎng)880.4m。2、橋梁上部結(jié)構(gòu)主橋?yàn)?80+150+80)m連續(xù)剛構(gòu)橋。上部箱梁頂寬10.65m，底寬6m，懸臂長(zhǎng)2.325m。根部梁高9m，合龍段斷面高度3.5m，其間梁高按1.8次拋物線變化，箱梁根部底板厚120cm，合攏段斷面底板厚32cm，其間底板厚度按1.8次拋物線變化。箱梁頂板厚度28cm，腹板厚度45cm~70cm。主橋上部構(gòu)造預(yù)應(yīng)力，主橋上部構(gòu)造按縱向全預(yù)應(yīng)力混凝土設(shè)計(jì)，預(yù)應(yīng)力采用高強(qiáng)低松弛預(yù)應(yīng)力鋼絞線，標(biāo)準(zhǔn)強(qiáng)度1860Mpa，設(shè)計(jì)錨下張拉控制應(yīng)力1395Mpa。箱梁縱向鋼束每股直徑15.2mm，大噸位群錨體系，箱梁橫、豎向按鋼筋混凝土設(shè)計(jì)，受力筋采用HRB335普通鋼筋。3、橋梁下部結(jié)構(gòu)主墩采用雙肢空心薄壁墩，單肢截面外側(cè)橫橋向?qū)挾?m，順橋向?qū)挾?.5m；壁厚均為70cm。兩肢間凈距11m。墩高在96m~100m之間。墩截面采用等截面。主墩基礎(chǔ)采用群樁基礎(chǔ)，承臺(tái)左右幅單獨(dú)設(shè)置。每個(gè)主墩下設(shè)置6根直徑2.5m的鉆孔灌注樁，承臺(tái)厚5m。樁基按嵌巖樁設(shè)計(jì)。二、橋梁設(shè)計(jì)標(biāo)準(zhǔn)荷載等級(jí):公路－Ⅰ級(jí)；高程系統(tǒng):黃海高程系統(tǒng)；橋面寬度:2×10.65m；設(shè)計(jì)行車速度:80km/h；地震烈度:地震動(dòng)峰值加速度為0.05g；設(shè)計(jì)洪水頻率:1/300；三、采用規(guī)程及規(guī)范《公路工程技術(shù)標(biāo)準(zhǔn)》JTJ001—2000。《公路路線設(shè)計(jì)規(guī)范》JTGD20—2006《公路橋涵設(shè)計(jì)通用規(guī)范》JTGD60—2004?！豆窐蛭豢睖y(cè)設(shè)計(jì)規(guī)范》JTJ062—91?！豆蜂摻罨炷良邦A(yù)應(yīng)力混凝土橋涵設(shè)計(jì)規(guī)范》JTGD62—2004。《公路磚石及混凝土橋涵設(shè)計(jì)規(guī)范》JTGD61—2005?！豆窐蚝摻Y(jié)構(gòu)及木結(jié)構(gòu)設(shè)計(jì)規(guī)范》JTJ025—86?！豆窐蚝鼗c基礎(chǔ)設(shè)計(jì)規(guī)范》JTJ024—85?！豆饭こ炭拐鹪O(shè)計(jì)規(guī)范》JTJ004—89?！豆匪嗷炷谅访嬖O(shè)計(jì)規(guī)范》JTGD40—2002《公路瀝青路面設(shè)計(jì)規(guī)范》JTGD50—2006《公路橋涵施工技術(shù)規(guī)范》JTJ041—2000?！豆窐蛄嚎癸L(fēng)設(shè)計(jì)規(guī)范》JTG/TD60-01—2004。四、主要咨詢內(nèi)容及結(jié)論1、計(jì)算咨詢?cè)瓌t及內(nèi)容(1)在充分理解設(shè)計(jì)意圖的基礎(chǔ)上，堅(jiān)持公正、客觀、科學(xué)的原則，按照技術(shù)先進(jìn)、安全可靠、適用耐久、經(jīng)濟(jì)合理的要求對(duì)設(shè)計(jì)文件進(jìn)行全面咨詢。主要針對(duì)相關(guān)的建設(shè)條件、設(shè)計(jì)依據(jù)、總體布局、主要結(jié)構(gòu)、計(jì)算結(jié)論以及施工方案等進(jìn)行咨詢。(2)遵照相關(guān)標(biāo)準(zhǔn)和規(guī)范及部頒的《公路工程基本建設(shè)項(xiàng)目設(shè)計(jì)文件編制辦法》、《公路工程設(shè)計(jì)文件圖表示例》等有關(guān)規(guī)定對(duì)設(shè)計(jì)文件的完整性、系統(tǒng)性和科學(xué)性提出咨詢意見。(3)對(duì)設(shè)計(jì)文件提供的各分項(xiàng)工程的構(gòu)造及相互間的銜接進(jìn)行咨詢。(4)通過對(duì)橋梁上、下部結(jié)構(gòu)的結(jié)構(gòu)受力驗(yàn)算分析，對(duì)重要構(gòu)件或部位的安全性與合理性進(jìn)行咨詢；(5)對(duì)設(shè)計(jì)文件提出的施工方案和工藝流程進(jìn)行咨詢；(6)提出改進(jìn)、完善、建議方案及意見?；谝陨显瓌t對(duì)冷水溝大橋(80+150+80)m連續(xù)剛構(gòu)主橋上、下構(gòu)施工及運(yùn)營(yíng)階段的結(jié)構(gòu)安全性進(jìn)行驗(yàn)算。2、主要驗(yàn)算咨詢結(jié)論及建議(1)經(jīng)過對(duì)冷水溝大橋(80+150+80)m連續(xù)剛構(gòu)主橋主梁、下構(gòu)施工及運(yùn)營(yíng)階段的結(jié)構(gòu)安全性驗(yàn)算，主橋主梁、下構(gòu)及其基礎(chǔ)等結(jié)構(gòu)尺寸設(shè)計(jì)大體上合理——但建議對(duì)上構(gòu)主梁的翼緣根部高度適當(dāng)優(yōu)化，減少不必要的結(jié)構(gòu)自重。對(duì)大跨徑連續(xù)剛構(gòu)，本橋雖然翼緣較小，但單箱有6m寬，建議增設(shè)橫向預(yù)應(yīng)力。(2)主梁承載能力極限狀態(tài)驗(yàn)算，結(jié)構(gòu)截面強(qiáng)度滿足規(guī)范關(guān)于結(jié)構(gòu)承載能力的要求。(3)主梁正常使用極限狀態(tài)驗(yàn)算，若按全預(yù)應(yīng)力構(gòu)件設(shè)計(jì)，縱橋向結(jié)構(gòu)正截面抗裂驗(yàn)算僅在墩頂附近一些單元出現(xiàn)了0.1MPa左右的拉應(yīng)力，考慮墩梁節(jié)點(diǎn)交匯的影響，滿足規(guī)范關(guān)于全預(yù)應(yīng)力構(gòu)件的要求。(4)結(jié)構(gòu)斜截面抗裂性能、施工階段截面的混凝土壓應(yīng)力、正常使用極限狀態(tài)跨中撓度及混凝土的壓應(yīng)力，均滿足規(guī)范關(guān)于全預(yù)應(yīng)力構(gòu)件的要求。個(gè)別鋼束拉應(yīng)力略顯偏大，建議適當(dāng)優(yōu)化。(5)主梁豎向剛度滿足規(guī)范要求。(6)主橋墩身截面強(qiáng)度滿足規(guī)范的要求。(7)下部構(gòu)造墩身各項(xiàng)指標(biāo)滿足要求，但基樁壓應(yīng)力偏大，建議調(diào)整混凝土標(biāo)號(hào)或增加樁的根數(shù)。五、結(jié)構(gòu)縱向驗(yàn)算總體縱向計(jì)算采用平面桿系有限元，主梁離散為平面梁?jiǎn)卧?。橋梁施工方式有?jié)段懸澆、節(jié)段支架現(xiàn)澆以及滿布支架現(xiàn)澆等，總體計(jì)算按橋梁施工方式，根據(jù)混凝土澆注、張拉預(yù)應(yīng)力鋼束、施工橋面系、通車運(yùn)營(yíng)的施工流程劃分計(jì)算階段，對(duì)結(jié)構(gòu)在施工階段及運(yùn)營(yíng)階段均進(jìn)行承載能力極限狀態(tài)和正常使用極限狀態(tài)的計(jì)算，驗(yàn)算是否符合規(guī)范要求。冷水溝大橋(80+150+80)m連續(xù)剛構(gòu)主橋的縱向平面桿系計(jì)算采用橋梁綜合設(shè)計(jì)計(jì)算程序BrgCal3.6進(jìn)行分析。全橋有限元模型計(jì)算圖示1、結(jié)構(gòu)計(jì)算離散圖(80+150+80)m連續(xù)剛構(gòu)主梁及橋墩按照平面桿系理論簡(jiǎn)化，主梁對(duì)應(yīng)的單元號(hào)依次為1～122號(hào)。主墩墩頂適當(dāng)升至主梁根部?jī)?nèi)與主梁固結(jié)。簡(jiǎn)化后結(jié)構(gòu)離散圖如下:2、有關(guān)計(jì)算參數(shù)的選取2.1結(jié)構(gòu)用材a)預(yù)應(yīng)力系統(tǒng)縱橋向預(yù)應(yīng)力材料為低松弛預(yù)應(yīng)力鋼絞線，標(biāo)準(zhǔn)強(qiáng)度＝1860MPa，彈性模量Ep＝1.95×105MPa，預(yù)應(yīng)力束均采用Φs15.2鋼鉸線。b)非預(yù)應(yīng)力鋼筋:受力筋均采用HRB335普通鋼筋。c)混凝土:主梁采用新規(guī)范C50混凝土，墩身采用C40混凝土，承臺(tái)及樁基采用C30混凝土。2.2有關(guān)計(jì)算參數(shù)的選取錨下控制張拉應(yīng)力:σcon=0.75×fpk=1395MPa錨具變形與鋼束回縮值(一端):△L＝6mm管道摩阻系數(shù)μ＝0.17管道偏差系數(shù)κ＝0.0015收縮徐變參數(shù)按《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)取值。2.3主要計(jì)算參數(shù)一期恒載按實(shí)際斷面尺寸計(jì)取重量，箱梁混凝土容重按27.3KN/m3取值，橫隔梁按集中力施加在結(jié)構(gòu)上。二期恒載按橋面均布荷載施加，荷載合計(jì)按65kN/m計(jì)。2.4汽車活載橋梁設(shè)計(jì)荷載為公路—Ⅰ級(jí)。汽車活載全橋按2車道布置，偏載系數(shù)取1.15，車道荷載分配系數(shù)為:2×1.15＝2.3。汽車制動(dòng)力為:(310×10.5+360)×10％×2＝723KN。2.5溫度力體系升、降溫作用按照±20℃考慮取值。梯度溫差按《公路橋涵設(shè)計(jì)通用規(guī)范》(JTGD60—2004)4.3.10條規(guī)定的梯度溫度計(jì)算，_正溫差T1采用14℃，T2采用5.5℃，_反溫差T1采用-7.0℃，T2采用-2.75℃。2.6支座不均勻沉降過渡墩按15mm，主墩按25mm計(jì)算。2.7風(fēng)力該線地處深山峽谷，氣象、風(fēng)速資料缺乏，臨近的氣象觀測(cè)站與與橋位處風(fēng)速的關(guān)聯(lián)性不直接，同時(shí)，現(xiàn)階段未設(shè)橋址風(fēng)觀測(cè)站，(沒有推演數(shù)據(jù))，難以確定橋位風(fēng)特性數(shù)據(jù)，現(xiàn)根據(jù)《公路橋梁抗風(fēng)設(shè)計(jì)規(guī)范》、臨近相似工程數(shù)據(jù)，進(jìn)行推算。在運(yùn)營(yíng)階段與汽車荷載組合，風(fēng)荷載計(jì)算按橋面風(fēng)速25m/s反算。3、主要材料基本數(shù)據(jù)主梁混凝土及預(yù)應(yīng)力各階段強(qiáng)度指標(biāo)主要材料強(qiáng)度表名稱項(xiàng)目符號(hào)單位數(shù)值混凝土強(qiáng)度等級(jí)C50MPa50彈性模量MPa軸心抗壓強(qiáng)度標(biāo)準(zhǔn)值MPa32.4軸心抗拉強(qiáng)度標(biāo)準(zhǔn)值MPa2.65軸心抗壓強(qiáng)度設(shè)計(jì)值MPa22.4軸心抗拉強(qiáng)度設(shè)計(jì)值MPa1.83施工階段最大壓應(yīng)力0.70MPa20.72最大拉應(yīng)力1.15MPa2.87使用階段最大壓應(yīng)力0.5MPa16.2最大拉應(yīng)力0.0MPa0.0主壓應(yīng)力0.6MPa19.44主拉應(yīng)力0.4Mpa1.06預(yù)應(yīng)力鋼絞線抗拉強(qiáng)度標(biāo)準(zhǔn)值MPa1860彈性模量MPa最大控制應(yīng)力0.75MPa1395最大拉應(yīng)力0.65MPa12094、荷載組合計(jì)算運(yùn)營(yíng)階段時(shí)考慮了4組溫度變化、4組強(qiáng)迫位移、2組制動(dòng)力及2組順橋向風(fēng)力，計(jì)算過程中按不利則組合的原則考慮1種組合:恒載+汽車+汽車制動(dòng)力+墩不均勻沉降+體系溫差+梯度溫差+順橋向組合風(fēng)力，即全部荷載自動(dòng)不利則組合。5、上構(gòu)箱梁驗(yàn)算結(jié)果(1)上構(gòu)箱梁持久狀況正常使用極限狀態(tài)驗(yàn)算A、箱梁在正常使用極限狀態(tài)下截面上、下邊緣混凝土壓應(yīng)力驗(yàn)算規(guī)范限值:驗(yàn)算結(jié)果見后附表，使用階段箱梁截面上緣最大壓應(yīng)力為16.05MPa左右，下緣最大壓應(yīng)力為12.36MPa，規(guī)范限值不超過0.5fck=16.2MPa，滿足規(guī)范要求。標(biāo)準(zhǔn)值組合時(shí)上緣應(yīng)力包絡(luò)圖示標(biāo)準(zhǔn)值組合時(shí)下緣應(yīng)力包絡(luò)圖示B、正常使用極限狀態(tài)下預(yù)應(yīng)力鋼束應(yīng)力驗(yàn)算規(guī)范限值:σpe+σp≤0.65fpk=1209MPa驗(yàn)算結(jié)果見后附表，運(yùn)營(yíng)階段預(yù)應(yīng)力鋼束應(yīng)力驗(yàn)算，最大拉應(yīng)力為1234MPa，雖然略超規(guī)范限值，但幅度在2%左右，可適當(dāng)優(yōu)化。C．箱梁在正常使用極限狀態(tài)下混凝土主壓應(yīng)力驗(yàn)算規(guī)范限值:驗(yàn)算結(jié)果見后附表，使用階段箱梁截面最大主壓應(yīng)力為11.28MPa，規(guī)范限值不超過0.6fck=19.44MPa，滿足規(guī)范要求。D、箱梁正截面抗裂驗(yàn)算按全預(yù)應(yīng)力混凝土構(gòu)件驗(yàn)算，分段澆筑結(jié)構(gòu)短期效應(yīng)組合下應(yīng)力應(yīng)滿足:驗(yàn)算結(jié)果見后附表。主墩附近(靠邊、中跨各30m)上緣出現(xiàn)拉應(yīng)力，最大拉應(yīng)力達(dá)0.1MPa，考慮墩梁節(jié)點(diǎn)交匯的影響，滿足規(guī)范關(guān)于全預(yù)應(yīng)力構(gòu)件的要求。下緣均不出現(xiàn)拉應(yīng)力，最小壓應(yīng)力出現(xiàn)在中跨跨中，為1.5MPa，滿足規(guī)范全預(yù)應(yīng)力構(gòu)件要求。按全預(yù)應(yīng)力構(gòu)件設(shè)計(jì)其短期效應(yīng)組合下的上、下緣應(yīng)力包絡(luò)如下圖所示，圖中在主梁線以下的區(qū)域表示出現(xiàn)拉應(yīng)力。短期組合時(shí)上緣應(yīng)力包絡(luò)圖(全預(yù)應(yīng)力構(gòu)件驗(yàn)算)短期組合時(shí)下緣應(yīng)力包絡(luò)圖(全預(yù)應(yīng)力構(gòu)件驗(yàn)算)E、箱梁斜截面抗裂驗(yàn)算按全預(yù)應(yīng)力混凝土構(gòu)件驗(yàn)算，規(guī)范限值:σtp≤0.40ftk=1.06MPa驗(yàn)算結(jié)果見后附表，結(jié)果顯示，在不考慮豎向預(yù)應(yīng)力的效應(yīng)時(shí)，全橋主梁最大主拉應(yīng)力為1.14MPa，若考慮豎向預(yù)應(yīng)力，滿足規(guī)范要求。F、正常使用極限狀態(tài)下箱梁跨中撓度驗(yàn)算:可變荷載作用下(汽車荷載)箱梁主跨跨中最大上撓度為6.4mm，最大下?lián)现禐?1.3mm，計(jì)入撓度長(zhǎng)期增長(zhǎng)系數(shù)1.425后，撓度值為1.425×(6.4+31.3)=53.7mm，小于L/600=250mm，滿足《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》第6.5.3條對(duì)撓度的要求。汽車作用下主梁豎向位移圖示(2)上構(gòu)箱梁持久狀況承載能力極限狀態(tài)驗(yàn)算A、箱梁在使用階段正截面抗彎承載力的驗(yàn)算驗(yàn)算結(jié)果見后附表，正截面抗彎承載力滿足規(guī)范要求。B、箱梁在使用階段斜截面抗剪承載力的驗(yàn)算現(xiàn)分別選取邊支點(diǎn)、中支點(diǎn)附近以及1/4、1/8跨附近(特征截面)，驗(yàn)算結(jié)果見下表。斜截面抗剪承載力驗(yàn)算表截面號(hào)截面尺寸B×h0(mm)荷載效應(yīng)γ0Vd(KN)抗剪上限值(KN)邊支點(diǎn)900×3400197811035中支點(diǎn)1400×890044030449341/4跨1400×525919482265511/8跨1400×72273307336487根據(jù)上表可知，使用階段的斜截面抗剪承載力滿足規(guī)范要求。(3)上構(gòu)箱梁短暫狀況正常使用極限狀態(tài)驗(yàn)算短暫狀況應(yīng)力驗(yàn)算主要對(duì)構(gòu)件在預(yù)應(yīng)力和自重等施工荷載作用下截面邊緣混凝土的法向應(yīng)力進(jìn)行驗(yàn)算。規(guī)范限值:(計(jì)算抗壓容許應(yīng)力時(shí)取用的施工階段混凝土的抗壓強(qiáng)度標(biāo)準(zhǔn)值按f'ck=0.9fck)各個(gè)施工階段混凝土法向壓應(yīng)力最大為12.52MPa，滿足規(guī)范要求。(4)支座反力支點(diǎn)最大反力表(單位:KN)位置(墩、臺(tái)號(hào))12＃墩15＃墩支點(diǎn)反力59415942注:表中支點(diǎn)反力值為作用效應(yīng)標(biāo)準(zhǔn)值，每個(gè)支點(diǎn)處設(shè)計(jì)有2個(gè)支座。設(shè)計(jì)圖紙中采用GPZ(Ⅱ)5的支座，滿足要求。從驗(yàn)算結(jié)果看，亦可適當(dāng)減小支座規(guī)格。6、下構(gòu)驗(yàn)算結(jié)果(1)墩身驗(yàn)算主橋墩身截面采用3.5×8的矩形空心截面，壁厚70cm，采用配置雙層直徑32mm的鋼筋，最大間距15cm，滿足規(guī)范的各項(xiàng)要求。在各階段墩均未出現(xiàn)拉應(yīng)力，最大壓應(yīng)力為8.75Mpa，滿足規(guī)范要求。(2)承臺(tái)驗(yàn)算5m高承臺(tái)，設(shè)計(jì)采用3層直徑32mm的鋼筋，按撐桿-系桿計(jì)算，滿足要求。(3)基樁驗(yàn)算設(shè)計(jì)采用嵌巖樁，樁長(zhǎng)25m，入巖較早，樁長(zhǎng)能滿足要求。根基整體按提取承臺(tái)底反力，可得樁頂反力為:15710KN，彎矩12260KN.m，樁身最大壓應(yīng)力為:11.1Mpa，設(shè)計(jì)采用C25混凝土，壓應(yīng)力偏大，建議基樁采用C30混凝土，或增加樁的數(shù)量。六、圖紙問題及建議(1)圖紙對(duì)掛籃重量有85t和65t兩種說法，請(qǐng)確認(rèn)。(2)說明中多次提到次邊跨，且施加有水平推力，本橋不存在此本跨，具體施工方案圖紙也未提水平推力問題，請(qǐng)查實(shí)。(3)關(guān)于張拉齡期說明中交代混亂，出現(xiàn)7天、6天、5天不同的齡期，請(qǐng)確認(rèn)。(4)對(duì)于耐久性設(shè)計(jì)的部分指標(biāo)請(qǐng)確認(rèn)，如鋼筋混凝土結(jié)構(gòu)的氯離子和最大堿含量要求過高，難以達(dá)到，應(yīng)按規(guī)范采用即可，請(qǐng)核實(shí)。(5)圖紙中中跨合龍段預(yù)應(yīng)力鋼束數(shù)量多計(jì)一倍，請(qǐng)核查。(6)墩頂0號(hào)塊相當(dāng)每側(cè)加寬1m，沒有必要，建議優(yōu)化該部分設(shè)計(jì)。(7)建議所有基樁提供樁頂反力，以便地質(zhì)發(fā)生變化時(shí)，驗(yàn)算及調(diào)整有充分的根據(jù)。(8)搭架現(xiàn)澆段預(yù)留檢修人洞，人員到達(dá)困難，應(yīng)綜合考慮過渡墩墩高的影響，合理設(shè)置檢修人洞位置。(9)預(yù)應(yīng)力孔道壓漿的標(biāo)號(hào)采用C40，建議采用與梁體同標(biāo)號(hào)。(10)在0號(hào)塊腹板外側(cè)同墩寬加厚1m，是否必要，同時(shí)造成此處混凝土方量成倍增加，建議適當(dāng)優(yōu)化。(11)作為大跨徑梁橋，雖箱梁翼緣不大，但箱室不小，建議增設(shè)橫向預(yù)應(yīng)力，采用三向預(yù)應(yīng)力結(jié)構(gòu)。(12)在強(qiáng)調(diào)底板及腹板鉤筋的施工質(zhì)量同時(shí)，也應(yīng)強(qiáng)調(diào)底板橫向鋼筋與腹板箍筋的連接。兩者對(duì)跨中合龍，防止混凝土的崩裂均很有效。七、附件——部分計(jì)算成果表1:使用階段正截面壓應(yīng)力驗(yàn)算(單位:Mpa)單元編號(hào)左截面

上緣Max左截面

上緣Min左截面

下緣Max左截面

下緣Min右截面

上緣Max右截面

上緣Min右截面

下緣Max右截面

下緣Min13.474-1.7370.376-0.1885.9570.6825.9445.27825.9220.6445.8615.1956.2270.7235.6974.76336.2290.7255.6994.7666.980.7735.5733.82246.9350.7285.4923.7437.2450.4615.7983.38757.2780.4775.8793.4738.8941.0366.5562.93668.9271.0126.5572.93110.4281.6757.6182.664710.491.6417.6252.65611.5512.1018.7782.889811.6292.0538.7862.87913.2593.3119.7213.281913.3633.2689.7173.25813.3293.04910.9464.2841013.4523.02210.9554.27313.3812.92311.8625.2071113.4832.87411.8515.17914.4463.92512.3785.891214.6363.91812.3625.87113.8033.36610.9164.9361314.0353.36410.8964.92314.2023.8899.4464.0021414.383.8719.4263.97614.3514.1079.2224.1151514.4984.0959.2144.0914.6274.5118.8174.0431614.7714.5098.8054.01714.8984.8798.4363.9331715.0344.8828.4383.92214.9885.0728.8564.6111815.1235.0778.8584.60115.0765.2569.2085.2041915.2085.269.215.19415.1365.4059.5025.722015.2715.4179.5025.70915.0985.4479.7716.192115.2365.4659.7716.17915.045.4679.9876.5962215.1665.4859.9866.58615.1335.60110.1546.92315.2375.6110.1566.89415.2285.73510.2867.1482415.3265.74110.2867.13915.3165.85910.3827.3532515.4025.86410.3857.34915.556.1110.4377.492615.5666.0910.447.48815.4025.90710.6117.6412715.4175.92210.6087.63815.2535.73510.7867.7932815.2825.76410.787.78714.7545.1711.3288.2722914.6155.08911.4828.4114.5725.16211.4628.4993014.5725.16211.4658.50214.5465.17511.4678.5353114.5465.17511.4688.53614.5125.17611.4728.5763214.5185.18211.4728.57614.1985.07411.5618.8663314.2125.08811.5588.86313.9064.88811.7629.173413.9174.89911.7589.16613.8424.8411.8079.2293513.8484.84611.8059.22713.7664.77911.8599.2953613.7764.78911.8549.2913.5334.51612.0549.4883713.6934.37512.1559.2914.255.00111.5778.7753814.2194.9711.5838.78114.3975.16811.3948.6153914.3815.15211.3978.61814.5535.34711.2158.4554014.5375.36711.2158.45314.3985.13711.1438.334114.315.1311.148.33414.3325.04411.0268.124214.2315.03511.0268.12814.2624.95210.8687.874314.1554.9410.8677.87614.2254.88710.6447.5464414.0954.86510.6457.55614.3474.96310.3397.0994514.2014.93710.3417.11214.4545.0349.9516.5684614.3095.0129.9546.58314.4775.0169.5115.9744714.3324.9989.5125.98714.4974.9978.9745.2764814.3484.9798.9755.28914.5324.9978.3244.4614914.3744.9738.3274.47614.5975.0317.5363.4995014.4275.0087.543.51814.5824.9667.4163.1845114.4134.9557.4293.21214.7685.1237.0622.6215214.5685.127.0852.6514.8225.0797.7392.8955314.5725.0637.7622.9115.9286.1458.2432.9415415.7196.1318.2572.95615.1375.388.2772.7335515.0085.4038.2872.7615.5325.7358.0862.3015615.3815.7348.082.31216.0096.1827.7131.675715.8776.1977.7031.67814.9335.1097.8721.6535814.8335.1367.861.65713.4633.6698.432.1255913.3873.698.3632.0712.4272.7849.1832.9856012.392.8049.1072.91711.4972.0168.6442.6576111.5492.0848.0592.07511.5542.1217.9872.0616211.5542.1217.9852.05911.5442.1018.0132.0926311.4922.0338.5982.67412.3942.8519.0082.9236412.4312.8319.0842.99113.3973.7648.2232.0656513.4733.7448.292.1214.8585.2317.7041.6236614.9565.2037.7151.61915.9196.2957.5381.6176716.056.2817.5461.60815.4385.8377.9192.2396815.5885.8377.9252.22715.0755.5088.1282.6716915.2035.4868.1172.64315.7936.2388.1012.8577016.0026.2528.0882.84214.6525.1677.6182.8117114.9045.1837.5952.79714.6485.2196.9542.5547214.8485.2226.932.52314.4985.0537.3063.1137314.6685.0647.2933.08514.5165.17.4253.427414.6865.1237.4213.40214.4615.0648.2164.3837514.625.0898.2134.36714.4345.0688.875.1977614.5835.0878.8695.18314.4215.0849.4135.8977714.5635.19.4125.88414.3955.0949.8626.4967814.5415.1159.8596.48114.2895.01610.2547.0267914.4345.04110.2527.01314.1794.93910.5637.4738014.3094.96310.5617.46114.2375.01410.7877.7968114.3445.02710.7897.78914.3145.10510.958.0528214.4155.11510.9518.04414.3885.19911.078.268314.4765.20611.0738.25614.6145.43311.1488.3818414.6315.41411.1488.38414.465.21911.3318.5478514.4765.23511.3288.54414.2995.03811.5138.7098614.335.06911.5088.70413.7714.44412.0859.2168713.5564.63911.9459.46213.8254.89911.7539.2428813.8154.88911.7589.24713.8974.96211.6979.188913.8924.95711.79.18313.9635.0211.6459.1219013.9525.00911.6499.12514.2615.23411.4198.8169114.2475.2211.4228.81914.5615.36311.3018.5369214.5545.35611.38.53514.5875.3611.2928.4989314.5875.3611.2918.49714.6125.35511.2828.4639414.6115.35611.288.46114.6475.30311.2818.3779514.7565.43411.0748.27315.2836.02510.5327.7889615.2535.99510.5377.79415.4196.18310.3627.6389715.4046.16810.3657.6415.5686.34910.1927.4879815.5536.3710.1897.48715.4046.12810.1327.3489915.3186.12310.1287.35215.3286.01310.027.13810015.2296.00610.0197.14515.2385.8939.8776.89210115.1345.8839.8746.89715.1675.7729.6986.58310215.0435.7559.6986.59315.2375.7589.4656.18110315.0995.749.4666.19215.2735.7189.1825.70610415.1385.7069.1835.7215.2095.5728.8735.19310515.0785.5678.8725.20415.1265.3958.5044.59910614.9915.398.5014.60915.0375.2078.0693.9210714.9015.2048.0673.9314.7724.8378.4234.01410814.6274.8398.4364.04214.54.4268.8174.0910914.3544.4388.8264.11414.3814.2039.0163.97411014.2044.2229.0354.00114.0373.70310.4624.92711113.8053.70510.4834.9414.6374.25811.915.87511214.4494.26511.9255.89313.4843.20311.4015.18311313.3823.25211.4135.21113.4523.33310.5174.27611413.3293.3610.5094.28613.3633.5499.3073.26211513.2593.5929.3123.28511.6292.2978.4172.88211611.5512.3458.412.89310.4891.8417.3232.65911710.4281.8747.3162.6678.9271.1556.3372.9381188.8941.1796.3362.947.2780.5585.753.4711197.2460.5435.6693.3856.9350.7785.4133.7411206.980.8235.4953.8216.2290.7355.6824.7651216.2280.7345.6794.7615.9220.6445.8615.1951225.9570.6825.9435.2773.474-1.7370.376-0.188表2:運(yùn)營(yíng)階段鋼束拉應(yīng)力驗(yàn)算(單位:Mpa)單元編號(hào)截面位置鋼束編號(hào)鋼束重心最大應(yīng)力2左截面12.21099.32左截面21.751096.22左截面30.411074.32左截面40.861090.22左截面51.311111.42左截面872.861158.62左截面882.861152.13左截面12.121099.93左截面21.671097.13左截面30.331078.33左截面40.781092.63左截面51.231112.33左截面873.021160.23左截面883.021153.74左截面11.871085.94左截面21.421081.74左截面30.171079.24左截面40.551076.64左截面50.99000011097.54左截面873.331136.74左截面883.331153.85左截面11.661099.45左截面21.2210975左截面30.171100.75左截面40.351094.65左截面50.791113.85左截面873.331141.45左截面883.331158.56左截面11.271101.56左截面20.831100.36左截面30.171108.76左截面40.171116.86左截面50.411116.66左截面413.361206.56左截面873.361131.96左截面883.3611497左截面10.921105.17左截面20.491101.77左截面30.171114.87左截面40.1711237左截面50.171132.87左截面403.451186.67左截面413.441214.57左截面883.441146.98左截面10.621104.88左截面20.191103.68左截面30.171120.78左截面40.1711298左截面50.181136.78左截面393.571170.78左截面403.561195.58左截面413.561218.19左截面10.361107.59左截面20.171118.99左截面30.1711279左截面40.171132.89左截面50.181125.79左截面383.731153.39左截面393.7311789左截面403.721198.69左截面413.721210.210左截面10.161118.210左截面20.171124.510左截面30.171128.810左截面40.171121.810左截面50.181115.110左截面373.931154.610左截面383.931166.110左截面393.921187.910左截面403.921196.610左截面413.91120611左截面10.161123.211左截面20.171127.411左截面30.171120.511左截面40.171113.511左截面50.181106.611左截面364.141144.511左截面374.131160.811左截面384.131171.911左截面394.121180.911左截面404.121188.811左截面414.111198.112左截面10.161131.812左截面20.171126.512左截面30.171119.612左截面40.171112.712左截面50.17110012左截面354.361127.512左截面364.361156.412左截面374.351172.112左截面384.351172.612左截面394.341180.112左截面404.341186.812左截面414.331195.613左截面10.161143.413左截面20.171138.413左截面30.171131.613左截面40.181116.413左截面344.611137.413左截面354.611143.613左截面364.61170.613左截面374.61178.413左截面384.591173.613左截面394.591179.213左截面404.581184.613左截面414.581191.714左截面10.161149.614左截面20.171144.314左截面30.181126.514左截面334.881123.914左截面344.881151.214左截面354.871156.914左截面364.871178.614左截面374.871177.714左截面384.861172.914左截面394.861177.514左截面404.851182.214左截面414.851187.815左截面10.16114815左截面20.181129.715左截面325.181116.315左截面335.181133.615左截面345.171159.515左截面355.171163.115左截面365.171174.115左截面375.161173.415左截面385.161168.215左截面395.151172.515左截面405.151176.715左截面415.141181.815左截面743.56102916左截面10.251121.616左截面315.51104.416左截面325.51124.316左截面335.491142.316左截面345.491167.916左截面355.491159.516左截面365.481169.616左截面375.481167.816左截面385.471162.516左截面395.471166.416左截面405.461170.316左截面415.461175.516左截面733.671024.916左截面744.911071.817左截面305.781079.817左截面315.791110.117左截面325.791130.617左截面335.791148.617左截面345.781163.717左截面355.781154.517左截面365.771164.217左截面375.771162.617左截面385.761157.417左截面395.761160.917左截面405.751165.117左截面415.751170.417左截面723.511017.817左截面734.911059.917左截面745.411070.218左截面296.091068.918左截面306.111097.818左截面316.11117.718左截面326.11138.518左截面336.11150.518左截面346.091154.318左截面356.091152.118左截面366.081161.418左截面376.081159.418左截面386.071154.218左截面396.071157.818左截面406.061161.918左截面416.061166.818左截面713.6101318左截面724.91104918左截面735.53106618左截面745.711068.519左截面286.421055.619左截面296.4400011086.319左截面306.431105.619左截面316.431126.119左截面326.431145.419左截面336.421140.419左截面346.421150.119左截面356.411147.319左截面366.411156.419左截面376.411154.319左截面386.41149.419左截面396.391153.219左截面406.391156.919左截面416.381162.219左截面703.711006.819左截面715.041041.619左截面725.671068.419左截面735.861062.919左截面746.031065.520左截面276.771042.320左截面286.781073.220左截面296.78109320左截面306.781113.120左截面316.771133.220左截面326.771135.120左截面336.761137.520左截面346.761146.920左截面356.751144.520左截面366.751153.420左截面376.751151.320左截面386.741146.520左截面396.731150.120左截面406.731153.820左截面416.721159.120左截面693.831000.420左截面705.181035.320左截面715.821062.820左截面726.021057.120左截面736.21059.920左截面746.371063.121左截面267.13103321左截面277.141059.721左截面287.141080.521左截面297.141101.121左截面307.131120.721左截面317.131127.921左截面327.131132.221左截面337.121134.421左截面347.12114321左截面357.111140.421左截面367.11114921左截面377.11147.321左截面387.11142.621左截面397.091146.221左截面407.081149.921左截面417.081155.521左截面684.02992.221左截面695.341030.321左截面7061056.821左截面716.191050.221左截面726.371053.721左截面736.551056.621左截面746.73106022左截面257.491006.722左截面267.521050.922左截面277.521067.322左截面287.511088.522左截面297.511108.822左截面307.511121.422左截面317.51124.822左截面327.51128.822左截面337.491130.622左截面347.491139.122左截面357.481136.522左截面367.481144.922左截面377.48114322左截面387.471139.222左截面397.4600011142.722左截面407.4600011146.822左截面417.451152.622左截面674.23983.522左截面685.541023.122左截面696.191050.722左截面706.391042.322左截面716.571045.522左截面726.74104922左截面736.9200011051.922左截面747.1105523左截面247.77991.423左截面257.841027.523左截面267.841055.623左截面277.841072.423左截面287.841093.623左截面297.831106.723左截面307.83111723左截面317.831120.223左截面327.821123.923左截面337.821125.723左截面347.811134.223左截面357.811132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