520m先簡(jiǎn)支后連續(xù)小箱梁計(jì)算書(shū)

裝配式小箱梁上部結(jié)構(gòu)通用圖計(jì)算書(shū)結(jié)構(gòu)型式：先簡(jiǎn)支后連續(xù)跨徑： 20m橋面寬度： 12m荷載等級(jí)：公路一1級(jí)183計(jì)算資料橋跨布置跨徑布置：中跨跨徑:20m,邊跨跨徑：19.92m。橋梁橫斷面設(shè)計(jì)荷載設(shè)計(jì)荷載設(shè)計(jì)規(guī)范公路04規(guī)范活載類(lèi)別公路I級(jí)人群集度(kN/m2)0T度溫度(℃)T1=15.2混凝土計(jì)算齡期(天)28混凝土收縮徐變天數(shù)3650不均勻沉降(mm)按隔墩沉降5mm考慮計(jì)算材料材料設(shè)計(jì)參數(shù)表材料項(xiàng) 目參數(shù)備注C50混凝土抗壓設(shè)計(jì)強(qiáng)度f(wàn)cd22.4Mpa抗拉設(shè)計(jì)強(qiáng)度f(wàn)td1.83Mpa抗壓彈性模量Ec34500Mpa混凝土計(jì)算材料容重「2.6t/m3184

特性參數(shù)線膨脹系數(shù)a1.0E-5收縮徐變速度系數(shù)及終極值按JTGD62-2004取值相對(duì)濕度0.75低松弛鋼絞線標(biāo)準(zhǔn)強(qiáng)度f(wàn)pk1860Mpa u k控制張拉應(yīng)力y1395Mpa0.75fpk彈性模量Ep195000Mpa松弛率0.035錨具及波紋管鋼束管道摩阻系數(shù)口0.25鋼束管道偏差系數(shù)及0.0015單端錨具變形及回縮值八z0.006m2縱梁計(jì)算計(jì)算資料邊箱線形荷載表荷載序號(hào)起始位置xjm)終止位置x2(m)均布荷載q(kN/m)均布荷載q(kN/m)10100 r^- 20.74’20.74中箱線形荷載表荷載序號(hào)起始位置xjm)終止位置x2(m)均布荷載q(kN/m)均布荷載q(kN/m)10100 r^- 12.3’12.3汽車(chē)荷載橫向分布系數(shù)表位置x(m)邊箱中箱跨中0.7100.588支點(diǎn)0.9860.966汽車(chē)荷載沖擊系數(shù)表位置邊箱中箱正彎矩0.3630.365負(fù)彎矩0.4500.450邊箱計(jì)算結(jié)構(gòu)的靜力計(jì)算分析采用平面桿系理論，以主梁軸線為基準(zhǔn)線劃分結(jié)構(gòu)離散圖，按施工步驟劃分?jǐn)?shù)個(gè)施工階段和運(yùn)營(yíng)階段進(jìn)行計(jì)算，驗(yàn)算主梁的內(nèi)力、應(yīng)力等，計(jì)算采用《橋梁博士3.2》進(jìn)行計(jì)算。結(jié)構(gòu)共劃分85個(gè)節(jié)點(diǎn)、主梁?jiǎn)卧?4個(gè)，永久約束單元6個(gè)，臨時(shí)約束單元7個(gè)。185結(jié)構(gòu)離散圖持久狀況承載能力極限狀態(tài)抗彎強(qiáng)度驗(yàn)算-1.68e3 -58-1.68e3 -3-j-165.37 產(chǎn)一律3 4T8e3-5.-5.-3.-18888511e3e3e34-5.8-5.8-5.88e3 -3.「58e38e37e3|28 -1.68e3、 -162.37-154118163.Ay838.1.13e3499e35.03e35.03e34515承Lr?209.144.38e34.39e34.39e3持久狀況承子載能力極限It載狀能弋態(tài)371.264.31e34.39e34.39e3力極限狀特征斷面135838:態(tài)抗抗彎-'l0315257.284.39e34.39e34.4e3:彎強(qiáng)度圖:強(qiáng)度驗(yàn)算:表"4-v1.064.895.035.031-1.13e3 3.58e3e3e3e3位置(m)最大止彎矩最大負(fù)彎矩設(shè)計(jì)彎矩Md(m?m)抗彎強(qiáng)度Mud(kN?E)是否滿(mǎn)足設(shè)計(jì)彎矩Md3?E)抗彎強(qiáng)度Mud(khbm)是否滿(mǎn)足0.3-2.5-1680.3是-165.4-1680.3是9.924985.35034.1是1128.95034.1是19.92163.5838.1是-3561-5883.6是29.924375.94391是209.14391是39.92-106.4-5883.6是-3515-5883.6是49.924309.84391是371.34391是59.92135838.1是-3258.5-5883.6是69.924379.94391是257.34391是79.92-50.3-5883.6是-3696.5-5883.6是89.924892.45034.1是1064.95034.1是99.541.13584.5是-162.4-1680.3是186持久狀況承載能力極限狀態(tài)抗剪強(qiáng)度驗(yàn)算-263.59-263.59-351.97-1.39e3-163.42-1.46e3-131.19-1.44e3-441.37-1.46e3-2.57e3-2.79e3-98.82-263.59-263.59-351.97-1.39e3-163.42-1.46e3-131.19-1.44e3-441.37-1.46e3-2.57e3-2.79e3-98.82-1.44e3-427.11-1.42e3-2.57e3-2.72e3-121.99-1.44e3-280.06-1.24e3-2.36e3-2.72e3-80.89-1.45e3-16.85-633.07-1.35e3-1.35e3-380.33-1.7e3-2.08e3-2.92e3持久狀況承載能力極限狀態(tài)抗剪強(qiáng)度圖承載能力極限狀態(tài)特征斷面抗剪強(qiáng)度驗(yàn)算表(kN)位置x(m)最值類(lèi)型組合剪力(kN)抗剪上限(kN)尺寸滿(mǎn)足計(jì)算剪力(kN)極限抗力(kN)抗力滿(mǎn)足0.3最大剪力-16.85-1402.71是-16.85-1351.6是最小剪力-633.07-1402.71是-633.07-1351.25是9.92最大剪力255.711430.13是91.341452.65是最小剪力-343.44-1430.13是-163.42-1460.36是19.92最大剪力-673.37-2072.86是-380.33-2082.26是最小剪力-1704.72-2051.61是-1704.72-2920.11是29.92最大剪力277.591437.29是103.491438.36是最小剪力-297.97-1437.29是-131.19-1438.36是39.92最大剪力-441.37-2051.61是-441.37-2788.68是最小剪力-1457.12-2051.61是-1457.12-2568.53是49.92最大剪力298.731437.29是123.731438.36是最小剪力-263.67-1437.29是-98.82-1438.36是59.92最大剪力-427.11-2051.61是-427.11-2719.24是最小剪力-1420.16-2051.61是-1420.16-2568.53是69.92最大剪力284.931437.29是109.481438.36是最小剪力-286.58-1437.29是-121.99-1438.36是79.92最大剪力-280.06-2051.61是-280.06-2360.35是最小剪力-1243.75-2051.61是-1243.75-2719.24是89.92最大剪力347.641430.13是170.771460.36是最小剪力-240.19-1430.13是-80.89-1452.65是99.54最大剪力-428.29-1827.5是-351.97-263.59否最小剪力-1390.39-1402.71是-1390.39-263.59否持久狀況正常使用極限狀態(tài)驗(yàn)算3.663.775.585.58長(zhǎng)期效應(yīng)組合混凝土正應(yīng)力包絡(luò)圖187

3.663.775.585.58長(zhǎng)期效應(yīng)組合混凝土正應(yīng)力包絡(luò)圖1875.21 1.376.9 1.386.856.86-1.54 -0.77 5.21 1.376.9 1.386.856.86-1.54 -0.77 0.857/ 1.31 0.868.05 -2.177.96-0.571.397.51-1.176.26-0.58 0.621.12 -2.067.69 82 5.212.01 6.887.22 6.97.23短期效應(yīng)組合混凝土正應(yīng)力包絡(luò)圖(壓應(yīng)力取標(biāo)準(zhǔn)值組合)：5」“巾1」」11川川川-0.43 -0.07-0.64-0.4-0.64-1.54 -0.77 -2.17 -0.57 -1.25 -0.58 -2.06 -0.43 -0.07-0.64-0.4-0.64位置(m)最值應(yīng)力類(lèi)型應(yīng)力值(MPa)容許應(yīng)力(MPa)是否滿(mǎn)足0.3上緣最小正應(yīng)力1.1110是下緣最小正應(yīng)力5.5830是9.92上緣最小正應(yīng)力2.0560是下緣最小正應(yīng)力3.7620是19.92上緣最小正應(yīng)力0.6150是下緣最小正應(yīng)力2.2310是29.92上緣最小正應(yīng)力1.1810是下緣最小正應(yīng)力3.930是39.92上緣最小正應(yīng)力0.7760是下緣最小正應(yīng)力1.9910是49.92上緣最小正應(yīng)力1.2560是下緣最小正應(yīng)力3.7930是59.92上緣最小正應(yīng)力0.7710是下緣最小正應(yīng)力1.9920是69.92上緣最小正應(yīng)力1.1760是下緣最小正應(yīng)力3.9410是79.92上緣最小正應(yīng)力0.6180是下緣最小正應(yīng)力2.2390是89.92上緣最小正應(yīng)力2.070是下緣最小正應(yīng)力3.6470是99.54上緣最小正應(yīng)力1.1110是下緣最小正應(yīng)力5.5830是短期效應(yīng)組合混凝土主應(yīng)力包絡(luò)圖(壓應(yīng)力取標(biāo)準(zhǔn)值組合)持久狀況長(zhǎng)期效應(yīng)組合特征斷面混凝土應(yīng)力驗(yàn)算匯總表持久狀況短期效應(yīng)組合特征斷面混凝土應(yīng)力驗(yàn)算匯總表位置x(m)最值應(yīng)力類(lèi)型應(yīng)力值(MPa)容許應(yīng)力(MPa)是否滿(mǎn)足0.3上緣最小正應(yīng)力3.967e-2-1.855是下緣最小正應(yīng)力5.208-1.855是最小主應(yīng)力-0.644-1.855是9.92上緣最小正應(yīng)力0.592-1.855是下緣最小正應(yīng)力1.365-1.855是最小主應(yīng)力-7.086e-2-1.855是19.92上緣最小正應(yīng)力-1.542-1.855是下緣最小正應(yīng)力-0.792-1.855是188

最小主應(yīng)力-1.542-1.855是29.92上緣最小正應(yīng)力-0.77-1.855是下緣最小正應(yīng)力1.313-1.855是最小主應(yīng)力-0.77-1.855是39.92上緣最小正應(yīng)力-2.171-1.855否下緣最小正應(yīng)力0.855-1.855是最小主應(yīng)力-2.171-1.855否49.92上緣最小正應(yīng)力-0.572-1.855是下緣最小正應(yīng)力1.391-1.855是最小主應(yīng)力-0.572-1.855是59.92上緣最小正應(yīng)力-1.175-1.855是下緣最小正應(yīng)力-0.746-1.855是最小主應(yīng)力-1.252-1.325是69.92上緣最小正應(yīng)力-0.578-1.855是下緣最小正應(yīng)力1.121-1.855是最小主應(yīng)力-0.578-1.855是79.92上緣最小正應(yīng)力-2.063-1.855否下緣最小正應(yīng)力0.616-1.855是最小主應(yīng)力-2.063-1.855否89.92上緣最小正應(yīng)力0.343-1.855是下緣最小正應(yīng)力2.002-1.855是最小主應(yīng)力-8.316e-2-1.855是99.54上緣最小正應(yīng)力3.963e-2-1.855是下緣最小正應(yīng)力5.208-1.855是最小主應(yīng)力-0.644-1.855是持久狀況標(biāo)準(zhǔn)效應(yīng)組合特征斷面混凝土應(yīng)力驗(yàn)算匯總表位置x(m)最值應(yīng)力類(lèi)型應(yīng)力值(MPa)容許應(yīng)力(MPa)是否滿(mǎn)足0.3上緣最大正應(yīng)力3.73416.2是下緣最大正應(yīng)力6.89716.2是最大主應(yīng)力6.89719.44是9.92上緣最大正應(yīng)力8.82316.2是下緣最大正應(yīng)力6.86216.2是最大主應(yīng)力8.82319.44是19.92上緣最大正應(yīng)力6.65216.2是下緣最大正應(yīng)力7.10416.2是最大主應(yīng)力7.10419.44是29.92上緣最大正應(yīng)力7.88416.2是下緣最大正應(yīng)力8.04616.2是最大主應(yīng)力8.04619.44是39.92上緣最大正應(yīng)力5.72216.2是下緣最大正應(yīng)力7.96116.2是最大主應(yīng)力7.96119.44是189

49.92上緣最大正應(yīng)力7.80516.2是下緣最大正應(yīng)力7.51116.2是最大主應(yīng)力7.80519.44是59.92上緣最大正應(yīng)力6.66816.2是下緣最大正應(yīng)力6.2616.2是最大主應(yīng)力6.66819.44是69.92上緣最大正應(yīng)力7.9916.2是下緣最大正應(yīng)力7.69516.2是最大主應(yīng)力7.9919.44是79.92上緣最大正應(yīng)力5.82716.2是下緣最大正應(yīng)力7.99816.2是最大主應(yīng)力7.99819.44是89.92上緣最大正應(yīng)力8.43816.2是下緣最大正應(yīng)力7.23116.2是最大主應(yīng)力8.43819.44是99.54上緣最大正應(yīng)力3.73416.2是下緣最大正應(yīng)力6.89716.2是最大主應(yīng)力6.89719.44是持久狀況標(biāo)準(zhǔn)效應(yīng)組合特征預(yù)應(yīng)力鋼筋應(yīng)力驗(yàn)算匯總表預(yù)應(yīng)力鋼筋號(hào)預(yù)應(yīng)力鋼筋名稱(chēng)初始張拉應(yīng)力(MPa)組合最大應(yīng)力(MPa)組合應(yīng)力容許值(MPa)是否滿(mǎn)足111395-1110.538-1209是221395-1123.92-1209是331395-1139.696-1209是441395-1101.719-1209是551395-1114.984-1209是661395-1136.405-1209是771395-1115.043-1209是881395-1127.431-1209是991395-1139.611-1209是10101395-1114.405-1209是11111395-1126.699-1209是12121395-1138.856-1209是13131395-1116.045-1209是14141395-1128.623-1209是15151395-1140.53-1209是16161395-1087.314-1209是17171395-945.862-1209是18181395-1090.834-1209是19191395-949.139-1209是20201395-1085.78-1209是190

21211395-944.106-1209是22221395-1091.604-1209是23231395-950.149-1209是短暫狀況應(yīng)力驗(yàn)算22.622.62.2822.6822.68—22.68122.68-22.6822.6822.63822.68622.68-1：-,■■ V—r.：：j-■II7.18 11.01 3.75 9.67 2.96 9.68 2.96 9.67 3.76 10.89 7.1822.68 22.68 22.68 22.68 22.68 22.68 22.68 22.68 22.68 22.68 22.68短暫狀況混凝土正應(yīng)力包絡(luò)圖短暫狀況特征斷面混凝土正應(yīng)力最值匯總表位置(m)應(yīng)力類(lèi)型應(yīng)力值(MPa)容許值(MPa)是否滿(mǎn)足最值工況0.3上緣最大正應(yīng)力1.17322.68是4下緣最大正應(yīng)力7.18322.68是19.92上緣最大正應(yīng)力2.24722.68是4下緣最大正應(yīng)力11.01222.68是219.92上緣最大正應(yīng)力3.77122.68是2下緣最大正應(yīng)力3.75422.68是329.92上緣最大正應(yīng)力1.41222.68是4下緣最大正應(yīng)力9.67122.68是239.92上緣最大正應(yīng)力3.82922.68是2下緣最大正應(yīng)力2.9622.68是349.92上緣最大正應(yīng)力1.45822.68是4下緣最大正應(yīng)力9.67722.68是259.92上緣最大正應(yīng)力3.83422.68是2下緣最大正應(yīng)力2.95622.68是369.92上緣最大正應(yīng)力1.40722.68是4下緣最大正應(yīng)力9.67522.68是279.92上緣最大正應(yīng)力3.77522.68是2下緣最大正應(yīng)力3.75622.68是389.92上緣最大正應(yīng)力2.2622.68是4下緣最大正應(yīng)力10.88722.68是299.54上緣最大正應(yīng)力1.17322.68是4下緣最大正應(yīng)力7.18322.68是1鋼束引伸量計(jì)算393129計(jì)算鋼束示意圖1393129計(jì)算鋼束示意圖152156191

鋼束引伸量計(jì)算表鋼束號(hào)左端引伸量(m)右端引彳申量(m)10.0690.06920.0690.06930.0690.06940.0690.06950.0690.06960.0690.06970.0690.06980.0690.06990.0690.069100.0690.069110.0690.069120.0690.069130.0690.069140.0690.069150.0460.046160.0250.025170.0460.046180.0250.025190.0460.046200.0250.025210.0460.046220.0250.025230.0690.069支座反力匯總墩臺(tái)序號(hào)主要荷載效應(yīng)標(biāo)準(zhǔn)組合(最大反力)施工階段累計(jì)汽車(chē)活載043237099511.03e+034791.7e+0329714711.71e+0339714711.62e+0341.03e+034781.75e+035432365969五跨一聯(lián)邊梁計(jì)算主要結(jié)論(1)規(guī)范強(qiáng)制性條款：持久狀況極限狀態(tài)承載能力驗(yàn)算(見(jiàn)《公路橋涵設(shè)計(jì)通用規(guī)范》192(JTGD60-2004)4.1.6),截面極限狀態(tài)承載能力均滿(mǎn)足要求。(2)規(guī)范強(qiáng)制性條款：預(yù)應(yīng)力混凝土受彎構(gòu)件抗裂驗(yàn)算(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)6.3.1)。①正截面抗裂驗(yàn)算在長(zhǎng)期效應(yīng)組合作用下滿(mǎn)足A類(lèi)預(yù)應(yīng)力混凝土構(gòu)件規(guī)范要求。在短期效應(yīng)組合作用下在墩頂處雖出現(xiàn)應(yīng)力值超出容許應(yīng)力的情況;但出現(xiàn)的區(qū)域均在墩頂實(shí)心段，所算數(shù)值不真實(shí)，而其它部位均在容許范圍內(nèi)，所以在短期效應(yīng)作用下滿(mǎn)足A類(lèi)預(yù)應(yīng)力混凝土構(gòu)件規(guī)范要求。②斜截面抗裂驗(yàn)算在短期效應(yīng)組合下，最小主應(yīng)力為-2.171MPa，大于A類(lèi)預(yù)應(yīng)力混凝土構(gòu)件在短期效應(yīng)作用拉應(yīng)力限值(-1.855MPa)，但出現(xiàn)的區(qū)域均在墩頂實(shí)心段,所算數(shù)值不真實(shí),而其它部位均在容許范圍內(nèi)，所以在短期效應(yīng)作用下滿(mǎn)足A類(lèi)預(yù)應(yīng)力混凝土構(gòu)件規(guī)范要求。(3)持久狀況和短暫狀況的應(yīng)力驗(yàn)算(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)7.1.5)。受壓區(qū)混凝土的最大壓應(yīng)力為11.012MPa，小于受彎構(gòu)件正截面混凝土的壓應(yīng)力限制(22.68MPa)，滿(mǎn)足規(guī)范要求。受拉區(qū)預(yù)應(yīng)力鋼筋的最大拉應(yīng)力為1139.696MPa，小于限值(1209MPa)，滿(mǎn)足要求。(4)主要結(jié)論持久狀況極限承載能力滿(mǎn)足規(guī)范要求；短期效應(yīng)組合正截面抗裂驗(yàn)算滿(mǎn)足要求，長(zhǎng)期效應(yīng)組合正截面抗裂驗(yàn)算滿(mǎn)足要求，短期效應(yīng)組合斜截面抗裂驗(yàn)算滿(mǎn)足要求；使用階段混凝土的壓應(yīng)力和主壓應(yīng)力滿(mǎn)足要求。中箱計(jì)算結(jié)構(gòu)的靜力計(jì)算分析采用平面桿系理論，以主梁軸線為基準(zhǔn)線劃分結(jié)構(gòu)離散圖，按施工步驟劃分?jǐn)?shù)個(gè)施工階段和運(yùn)營(yíng)階段進(jìn)行計(jì)算，驗(yàn)算主梁的內(nèi)力、應(yīng)力等，計(jì)算采用《橋梁博士3.2》進(jìn)行計(jì)算。結(jié)構(gòu)共劃分85個(gè)節(jié)點(diǎn)、主梁?jiǎn)卧?4個(gè)，永久約束單元6個(gè)，臨時(shí)約束單元7個(gè)。193結(jié)構(gòu)離散圖持久狀況承載能力極限狀態(tài)抗彎強(qiáng)度驗(yàn)算-1.68e3 -5--1.68e3 -3-162.43 一，-2-0469e30e3-5.69e3-5.69e3-3./6e3-1j)94--唱二讓卡［.4r4--5.9e3 -5.6e3 -3Je3e3 -1.68e3-158.17-130-09/士。5??卜 838818.34417e35.02e35.02e31..68.15承3.69e34.42e3持久狀況承載能子載能力極限狀態(tài)112.743.59e34.42e34.42e3力極限狀特征斷面217838:態(tài)抗抗彎I1534.723.71e34.42e34.42e3:彎強(qiáng)度圖:強(qiáng)度驗(yàn)算:,s99.838表225吐母757.4.085.025.02JOT3.1375 3.57e3e3e3e3位置(m)最大止彎矩最大負(fù)彎矩設(shè)計(jì)彎矩Md(m?m)抗彎強(qiáng)度Mud(kN?E)是否滿(mǎn)足設(shè)計(jì)彎矩Md3?E)抗彎強(qiáng)度Mud(khbm)是否滿(mǎn)足0.3-2-1680.3是-162.4-1680.3是9.924170.95017.3是818.35017.3是19.92305.7838.1是-3032.7-5690.4是29.923686.84420是-14.8-241.8是39.92-20-5690.4是-3062.1-5690.4是49.923594.84420是112.74420是59.92218838.1是-2808.8-5690.4是69.923714.64420是34.74420是79.9299.2838.1是-3162.9-5690.4是89.924080.15017.3是757.75017.3是99.543.13569.3是-158.2-1680.3是194持久狀況承載能力極限狀態(tài)抗剪強(qiáng)度驗(yàn)算-352.98-1.29e3-2.54e3-2.82e3-13.62-621.29-1.35e3-1.35e3-131.63-1.46e3-546.61-1.53e3-2.44e3-2.87e3-352.98-1.29e3-2.54e3-2.82e3-13.62-621.29-1.35e3-1.35e3-131.63-1.46e3-546.61-1.53e3-2.44e3-2.87e3-120.37-1.44e3-84.42-1.44e3-334.58-1.25e3-2.57e3-2.59e3-105.08-1.44e3持久狀況承載能力極限狀態(tài)抗剪強(qiáng)度圖-302.63-1.07e3-2.35e3-2.97e3-85.63-1.45e3-263.59-263.59-314.29-1.1e3承載能力極限狀態(tài)特征斷面抗剪強(qiáng)度驗(yàn)算表(kN)位置x(m)最值類(lèi)型組合剪力(kN)抗剪上限(kN)尺寸滿(mǎn)足計(jì)算剪力(kN)極限抗力(kN)抗力滿(mǎn)足0.3最大剪力-13.62-1402.71是-13.62-1351.6是最小剪力-621.29-1402.71是-621.29-1351.25是9.92最大剪力235.91430.13是95.961452.65是最小剪力-277.14-1430.13是-131.63-1460.36是19.92最大剪力-565.81-2072.86是-546.61-2440.06是最小剪力-1530.4-2050.3是-1530.4-2873.25是29.92最大剪力232.561437.29是86.91438.36是最小剪力-253.55-1437.29是-120.37-1438.36是39.92最大剪力-352.98-2050.3是-352.98-2820.94是最小剪力-1294.44-2050.3是-1294.44-2542.88是49.92最大剪力255.991437.29是109.051438.36是最小剪力-217.5-1437.29是-84.42-1438.36是59.92最大剪力-334.58-2050.3是-334.58-2585.21是最小剪力-1254.08-2050.3是-1254.08-2574.78是69.92最大剪力245.11437.29是97.361438.36是最小剪力-237.94-1437.29是-105.08-1438.36是79.92最大剪力-180.36-2072.86是-302.63-2351.58是最小剪力-1070.2-2050.3是-1070.2-2967.68是89.92最大剪力285.331430.13是138.851460.36是最小剪力-214.1-1430.13是-85.63-1452.65是99.54最大剪力-351.38-1827.5是-314.29-263.59否最小剪力-1253.47-1827.5是-1100.52-263.59否持久狀況正常使用極限狀態(tài)驗(yàn)算5.11長(zhǎng)期效應(yīng)組合混凝土正應(yīng)力包絡(luò)圖195

5.11長(zhǎng)期效應(yīng)組合混凝土正應(yīng)力包絡(luò)圖1955.07 2.926-74 2.937.747.75-0.395.815.07 2.926-74 2.937.747.75-0.395.81-0.942.688.740.5-1.096.816.82-0.12-0.78 5.162.818.29-0.732.488.380.13-0.896.673.543.558.15.076.726.748.116.irmazQ1國(guó)1mnmgrnanmi6.-0.23 -0.05-0.54-0.23 -0.05-0.54-0.05 -0.21-0.06 -0.54-0.05 -0.21-0.06 -0.54持久狀況長(zhǎng)期效應(yīng)組合特征斷面混凝土應(yīng)力驗(yàn)算匯總表位置(m)最值應(yīng)力類(lèi)型應(yīng)力值(MPa)容許應(yīng)力(MPa)是否滿(mǎn)足0.3上緣最小正應(yīng)力1.6510是下緣最小正應(yīng)力5.4360是9.92上緣最小正應(yīng)力1.8600是下緣最小正應(yīng)力5.1030是19.92上緣最小正應(yīng)力1.6400是下緣最小正應(yīng)力1.6370是29.92上緣最小正應(yīng)力1.0240是下緣最小正應(yīng)力5.0960是39.92上緣最小正應(yīng)力1.7140是下緣最小正應(yīng)力1.5400是49.92上緣最小正應(yīng)力1.0540是下緣最小正應(yīng)力5.0170是59.92上緣最小正應(yīng)力1.7150是下緣最小正應(yīng)力1.5370是69.92上緣最小正應(yīng)力1.0220是下緣最小正應(yīng)力5.0970是79.92上緣最小正應(yīng)力1.6430是下緣最小正應(yīng)力1.6420是89.92上緣最小正應(yīng)力1.8760是下緣最小正應(yīng)力4.9860是99.54上緣最小正應(yīng)力1.6510是下緣最小正應(yīng)力5.4360是持久狀況短期效應(yīng)組合特征斷面混凝土應(yīng)力驗(yàn)算匯總表位置x(m)最值應(yīng)力類(lèi)型應(yīng)力值(MPa)容許應(yīng)力(MPa)是否滿(mǎn)足0.3上緣最小正應(yīng)力0.576-1.855是下緣最小正應(yīng)力5.067-1.855是最小主應(yīng)力-0.54-1.855是9.92上緣最小正應(yīng)力0.4-1.855是下緣最小正應(yīng)力2.919-1.855是最小主應(yīng)力-5.087e-2-1.855是19.92上緣最小正應(yīng)力-0.393-1.855是下緣最小正應(yīng)力-1.234-1.855是196

最小主應(yīng)力-1.234-1.855是29.92上緣最小正應(yīng)力-0.936-1.855是下緣最小正應(yīng)力2.675-1.855是最小主應(yīng)力-0.936-1.855是39.92上緣最小正應(yīng)力-1.087-1.855是下緣最小正應(yīng)力0.504-1.855是最小主應(yīng)力-1.087-1.855是49.92上緣最小正應(yīng)力-0.781-1.855是下緣最小正應(yīng)力2.808-1.855是最小主應(yīng)力-0.781-1.855是59.92上緣最小正應(yīng)力-0.122-1.855是下緣最小正應(yīng)力-1.049-1.855是最小主應(yīng)力-1.049-1.325是69.92上緣最小正應(yīng)力-0.733-1.855是下緣最小正應(yīng)力2.477-1.855是最小主應(yīng)力-0.733-1.855是79.92上緣最小正應(yīng)力-0.892-1.855是下緣最小正應(yīng)力0.126-1.855是最小主應(yīng)力-0.977-1.855是89.92上緣最小正應(yīng)力0.144-1.855是下緣最小正應(yīng)力3.539-1.855是最小主應(yīng)力-6.091e-2-1.855是99.54上緣最小正應(yīng)力0.575-1.855是下緣最小正應(yīng)力5.066-1.855是最小主應(yīng)力-0.54-1.855是持久狀況標(biāo)準(zhǔn)效應(yīng)組合特征斷面混凝土應(yīng)力驗(yàn)算匯總表位置x(m)最值應(yīng)力類(lèi)型應(yīng)力值(MPa)容許應(yīng)力(MPa)是否滿(mǎn)足0.3上緣最大正應(yīng)力4.28216.2是下緣最大正應(yīng)力6.73616.2是最大主應(yīng)力6.73619.44是9.92上緣最大正應(yīng)力8.33216.2是下緣最大正應(yīng)力7.75316.2是最大主應(yīng)力8.33219.44是19.92上緣最大正應(yīng)力7.36316.2是下緣最大正應(yīng)力5.81116.2是最大主應(yīng)力7.36319.44是29.92上緣最大正應(yīng)力7.48516.2是下緣最大正應(yīng)力8.73816.2是最大主應(yīng)力8.73819.44是39.92上緣最大正應(yīng)力6.37916.2是下緣最大正應(yīng)力6.81516.2是最大主應(yīng)力6.81519.44是197

49.92上緣最大正應(yīng)力7.35516.2是下緣最大正應(yīng)力8.29316.2是最大主應(yīng)力8.29319.44是59.92上緣最大正應(yīng)力7.28616.2是下緣最大正應(yīng)力5.16216.2是最大主應(yīng)力7.28619.44是69.92上緣最大正應(yīng)力7.59816.2是下緣最大正應(yīng)力8.38316.2是最大主應(yīng)力8.38319.44是79.92上緣最大正應(yīng)力6.57316.2是下緣最大正應(yīng)力6.67516.2是最大主應(yīng)力6.67519.44是89.92上緣最大正應(yīng)力7.93116.2是下緣最大正應(yīng)力8.10816.2是最大主應(yīng)力8.10819.44是99.54上緣最大正應(yīng)力4.28216.2是下緣最大正應(yīng)力6.73616.2是最大主應(yīng)力6.73619.44是持久狀況標(biāo)準(zhǔn)效應(yīng)組合特征預(yù)應(yīng)力鋼筋應(yīng)力驗(yàn)算匯總表.預(yù)應(yīng)力鋼筋號(hào)預(yù)應(yīng)力鋼筋名稱(chēng)初始張拉應(yīng)力(MPa)組合最大應(yīng)力(MPa)組合應(yīng)力容許值(MPa)是否滿(mǎn)足111395-1098.206-1209是221395-1101.906-1209是331395-1118.636-1209是441395-1098.206-1209是551395-1094.329-1209是661395-1114.465-1209是771395-1100.585-1209是881395-1110.651-1209是991395-1131.377-1209是10101395-1098.456-1209是11111395-1108.144-1209是12121395-1127.996-1209是13131395-1101.448-1209是14141395-1111.681-1209是15151395-1130.672-1209是16161395-1076.791-1209是17171395-935.147-1209是18181395-1081.707-1209是19191395-939.832-1209是20201395-1076.868-1209是21211395-934.993-1209是198

22221395-1081.011-1209是23231395-939.367-1209是短暫狀況應(yīng)力驗(yàn)算22.6822.6822.63|822.6822.[8■—.22.612822.68，—.22.61.222.(822.6822.68-C?.7.12 11.51 3 10.26 2.4 10.26 2.4 10.26 3 11.38 7.1222.68 22.68 22.68 22.68 22.68 22.68 22.68 22.68 22.68 22.68 22.68短暫狀況混凝土正應(yīng)力包絡(luò)圖短暫狀況特征斷面混凝土正應(yīng)力最值匯總表位置(m)應(yīng)力類(lèi)型應(yīng)力值(MPa)容許值(MPa)是否滿(mǎn)足最值工況0.3上緣最大正應(yīng)力1.71722.68是4下緣最大正應(yīng)力7.11922.68是19.92上緣最大正應(yīng)力2.0322.68是4下緣最大正應(yīng)力11.50922.68是219.