預(yù)應(yīng)カ混凝土公路橋梁通用設(shè)計圖成套技術(shù)通用圖設(shè)計計算書裝配式先張法預(yù)應(yīng)カ混凝土簡支空心板上部構(gòu)造（1m板寬）

計算結(jié)果匯總設(shè)計計算人:日期：復(fù)核核對人:日期：單位審核人:日期:項目負(fù)責(zé)人:日期:編制單位:編制時間:TOC\o"1-5"\h\z\o"CurrentDocument".計算標(biāo)準(zhǔn) 2\o"CurrentDocument".計算依據(jù) 2\o"CurrentDocument".參與計算的各材料強(qiáng)度指標(biāo) 2\o"CurrentDocument".采用《先張簡支空心板計算程序KXB》計算的相關(guān)參數(shù) 2\o"CurrentDocument".公路一I級荷載各種路基寬度橋面布置的邊板及中板的跨中橫向分布系數(shù)的計算 3\o"CurrentDocument".公路一II級荷載各種路基寬度橋面布置的邊板及中板的跨中橫向分布系數(shù)的計算 4\o"CurrentDocument".20米跨徑公路一I級荷載計算結(jié)果匯總 6\o"CurrentDocument".16米跨徑公路一I級荷載計算結(jié)果匯總 24\o"CurrentDocument".13米跨徑公路一I級荷載計算結(jié)果匯總 42\o"CurrentDocument".10米跨徑公路一I級荷載計算結(jié)果匯總 60\o"CurrentDocument".20米跨徑公路一II級荷載計算結(jié)果匯總 78\o"CurrentDocument".16米跨徑公路一II級荷載計算結(jié)果匯總 91\o"CurrentDocument".13米跨徑公路一H級荷載計算結(jié)果匯總 104\o"CurrentDocument".10米跨徑公路一II級荷載計算結(jié)果匯總 117預(yù)應(yīng)カ混凝土公路橋梁通用設(shè)計圖成套技術(shù)裝配式先張法預(yù)應(yīng)カ混凝土簡支空心板上部構(gòu)造

（1m板寬）通用圖計算結(jié)果匯總.計算標(biāo)準(zhǔn).設(shè)計荷載:公路ー1級,公路-II級.橋面寬度:0.50+橋面凈寬+0.50米（詳見通用圖《橫向總體布置圖》）.安全等級:ー級,二級.環(huán)境類別:II類.結(jié)構(gòu)重要性系數(shù)：1.1,1.02?計算依據(jù).交通部部頒標(biāo)準(zhǔn)《公路工程技術(shù)標(biāo)準(zhǔn)》JTGB01-2003；.交通部部頒標(biāo)準(zhǔn)《公路橋涵設(shè)計通用規(guī)范》JTGD60-2004；.交通部部頒標(biāo)準(zhǔn)《公路鋼筋混凝土及預(yù)應(yīng)カ混凝土橋涵設(shè)計規(guī)范》JTGD62-2004；.交通部專家委員會《預(yù)應(yīng)カ混凝土公路橋梁通用設(shè)計圖成套技術(shù)》會議紀(jì)要;.《預(yù)應(yīng)カ混凝土公路橋梁通用設(shè)計圖成套技術(shù)》總體協(xié)調(diào)組《計算書編制?般規(guī)定》;.《預(yù)應(yīng)カ混凝土公路橋梁通用設(shè)計圖成套技術(shù)》板式橋梁通用圖編制組工作大綱（05年11月修訂稿）。.參與計算的各材料強(qiáng)度指標(biāo).混凝土:公路-I級的預(yù)制空心板、較縫采用C50碎,相應(yīng)fck=32.4MPa,￡k=2.65MPa,fcd=22.4MPa,ftd=1.83MPa,Ec=3.45xlO4MPa:公路-II級的預(yù)制空心板、被縫及所有荷載等級的橋面鋪裝混凝土采用C40碎,相應(yīng)fck=26.8MPa,flk=2.40MPa,fcd=18.4MPa,ftd=1.65MPa,Ec=3.25xlO,MPa；.預(yù)應(yīng)カ鋼絞線:采用現(xiàn)行國家標(biāo)準(zhǔn)《預(yù)應(yīng)カ混凝土用鋼絞線》（GB/T5224）,16m及20米跨徑空心板采用公稱直徑?s15.2mm,公稱截面面積140mm2,fpk=1860MPa,1260MPa,Ep=1.95xl05MPa；13m及10米跨徑空心板采用公稱直徑が12.7mm,公稱截面面98.7mm2,fpk=1860MPa,fpd=1260MPa,Ep=1.95xlO5MPa；.HRB335鋼筋:采用現(xiàn)行國家標(biāo)準(zhǔn)《鋼筋混凝土用熱軋帶肋鋼筋》（GB1499）,fsk=335MPa,fsd=280MPa,Es=2.OxlO5MPa；.R235鋼筋:采用現(xiàn)行國家標(biāo)準(zhǔn)《鋼筋混凝土用熱軋光圓鋼筋》（GB13013）,fsk=235MPa,fsd=195MPa,Es=2.1xl05MPao.采用《先張簡支空心板計算程序KXB》計算的相關(guān)參數(shù)混凝土重力密度采用26kN/m\計算過程中,考慮5cm混凝土鋪裝參與結(jié)構(gòu)受カ（較縫混凝土在計算截面特性時不考慮）。計算分為4個階段,第…施工階段為放松預(yù)應(yīng)カ鋼筋的時刻,計算時定為7天;第二施工階段為進(jìn)行橋面系施工的時刻,計算時定為90天;第三施工階段為50mm的混凝土鋪裝參與受カ的時刻,計算時定為95天;第四施工階段為計算徐變的終極值,計算時定為3650天；空心板的預(yù)應(yīng)カ鋼束采用直徑ザ15.2mm的預(yù)應(yīng)カ鋼絞線,鋼束到空心板底緣的中心距為50mm,鋼束橫向間距為50mm。預(yù)制空心板時,將部分預(yù)應(yīng)カ鋼束有效長度以外的部分用塑料管套住,進(jìn)行失效處理。經(jīng)過失效處理后,空心板的預(yù)應(yīng)カ鋼束的有效長度是根據(jù)計算跨徑各八分點計算的鋼絞線根數(shù),考慮鋼束的傳遞長度后由程序自動計算確定的,詳見計算結(jié)果文件。.公路一I級荷載各種路基寬度橋面布置的邊板及中板的跨中橫向分布系數(shù)的計算表5.120米跨徑公路ー1級汽車荷載跨中橫向分配系數(shù)(簡支空心板)跨徑(m)路旗寬(m)橋面寬(cm)邊板翼緣長(cm)邊板橫向分配系數(shù)中板橫向分配系數(shù)橫向分配系數(shù)取用值被接剛接較接剛接邊板max中板max2023.0112562.50.3250.3280.2340.23025.0翼緣:〇.2730.23424.5120050.00.3030.3070.2280.22437.5翼緣:〇.29226.0127537.50.2880.2920.2230.21828.0135025.00.2680.2730.2190.21350.0翼緣:〇.30733.5165025.00.2600.2590.2150.20734.5167537.50.2750.2720.2170.20862.5翼緣:〇.328表5.216米跨徑公路ー1級汽車荷載跨中橫向分配系數(shù)(簡支空心板)跨徑(m)路基寬(m)橋面寬(cm)邊板翼緣長(cm)邊板橫向分配系數(shù)中板橫向分配系數(shù)橫向分配系數(shù)取用值較接剛接較接剛接邊板max中板max1623.0112562.50.3100.3450.2460.24125.0翼緣:〇.2900.24624.5120050.00.3190.3250.2400.23437.5翼緣:〇.31026.0127537.50.3040.3100.2360.22928.0135025.00.2840.2900.2320.22550.0翼緣:〇.32533.5165025.00.2780.2760.2300.21834.5167537.50.2950.2900.2320.21962.5翼緣:0.345表5.313米跨徑公路I級汽車荷載跨中橫向分配系數(shù)(簡支空心板)跨徑(m)路基寬(m)橋面寬(cm)邊板翼緣長(cm)邊板橫向分配系數(shù)中板橫向分配系數(shù)橫向分配系數(shù)取用值被接剛接較接剛接邊板max中板max1323.0112562.50.3580.3670.2580.25325.0翼緣:〇.3100.25824.5120050.00.3360.3460.2530.24837.5翼緣:〇.33026.0127537.50.3190.3300.2490.24428.0135025.00.3000.3100.2460.23950.0翼緣:〇.34633.5165025.00.2940.2950.2450.231

34.5167537.50.3130.3100.2470.23262.5翼緣:0.367表5.410米跨徑公路I級汽車荷載跨中橫向分配系數(shù)(簡支空心板)跨徑(m)路基寬(m)橋面寬(cm)邊板翼緣長(cm)邊板橫向分配系數(shù)中板橫向分配系數(shù)橫向分配系數(shù)取用值較接剛接較接剛接邊板max中板max1023.0112562.50.3790.3930.2730.27025.0翼緣:〇.3340.27324.5120050.00.3560.3730.2680.26537.5翼緣:〇.35526.0127537.50.3350.3550.2640.26128.0135025.00.3160.3340.2610.25750.0翼緣:〇.37333.5165025.00.3120.3160.2610.24734.5167537.50.3330.3320.2640.24862.5翼緣:0.393表中斜體加粗的數(shù)字為最終取用的控制設(shè)計的各翼緣寬度邊板及中板的跨中橫向分布系數(shù)。即20、16、13、10米跨徑空心板控制設(shè)計的具體的結(jié)論如下:(1)中板為按較接板法計算的60km/h設(shè)計速度(即23米路基寬度)11.25米橋?qū)?號板的結(jié)果;(2)翼緣62.5cm的邊板為按剛接板法計算的60km/h設(shè)計速度(即23米路基寬度)11.25米橋?qū)?號板的結(jié)果:(3)翼緣50.0cm的邊板為按剛接板法計算的80km/h設(shè)計速度(即24.5米整體式路基寬度)12.00米橋?qū)?號板的結(jié)果；(4)翼緣37.5cm的邊板為按剛接板法計算的!OOknVh設(shè)計速度(即26.0米整體式路基寬度)12.75米橋?qū)?號板的結(jié)果；(5)翼緣25.0cm的邊板為按剛接板法計算的!20knVh設(shè)計速度(即28.0米整體式路基寬度)13.50米橋?qū)?號板的結(jié)果；注:如下列各數(shù)據(jù)表中未說明以板型號定義2號板為中板,1-6號板為翼緣62.5cm的邊板,1-5號板為翼緣50.0cm的邊板,1-3號板為翼緣37.5cm的邊板,1-2號板為翼緣25.0cm的邊板。.公路一H級荷載各種路基寬度橋面布置的邊板及中板的跨中橫向分布系數(shù)的計算表5.520米跨徑公路-II級汽車荷載跨中橫向分配系數(shù)(簡支空心板)跨徑(m)路基寬(m)橋面寬(m)邊板翼緣長(cm)邊板橫向分配系數(shù)中板橫向分配系數(shù)橫向分配系數(shù)取用值較接剛接較接剛接邊板max中板max208.585025.00.3060.3120.2550.25425.0翼緣:〇.3120.25510.0100050.00.3200.3260.2410.23950.0翼緣:〇.32612.0120050.00.3030.3070.2280.224表5.616米跨徑公路-H級汽車荷載跨中橫向分配系數(shù)(簡支空心板)跨徑(m)路基寬(m)橋面寬(m)邊板翼緣長邊板橫向分配系數(shù)中板橫向分配系數(shù)橫向分配系數(shù)取用值

(cm)較接剛接較接剛接邊板max中板max168.585025.00.3100.3190.2590.25925.0翼緣:0.3190.25910.0100050.00.3310.3390.2500.24850.0翼緣:〇.33912.0120050.00.3190.3250.2400.234表5.713米跨徑公路I級汽車荷載跨中橫向分配系數(shù)(簡支空心板)跨徑(m)路基寬(m)橋面寬(m)邊板翼緣長(cm)邊板橫向分配系數(shù)中板橫向分配系數(shù)橫向分配系數(shù)取用值較接剛接較接剛接邊板max中板max138.585025.00.3160.3280.2650.26525.0翼緣:0.3280.26510.0100050.00.3440.3560.2600.25850.0翼緣:〇.35612.0120050.00.3360.3460.2530.248表5.110米跨徑公路I級汽車荷載跨中橫向分配系數(shù)(簡支空心板)跨徑(m)路基寬(m)橋面寬(m)邊板翼緣長(cm)邊板橫向分配系數(shù)中板橫向分配系數(shù)橫向分配系數(shù)取用值較接剛接較接剛接邊板max中板max108.585025.00.3230.3410.2720.27325.0翼緣:〇.3410.27310.0100050.00.3600.3780.2710.27250.0翼緣:〇.37812.0120050.00.3560.3730.2680.265表中斜體加粗的數(shù)字為最終取用的控制設(shè)計的各翼緣寬度邊板及中板的跨中橫向分布系數(shù)。即20、16、13、10米跨徑公路n級汽車荷載空心板控制設(shè)計的具體的結(jié)論如下:(6)中板為按較接板法計算的40km/h設(shè)計速度(即&5米路基寬度)8.5米橋?qū)?號板的結(jié)果;(7)翼緣25.0cm的邊板為按剛接板法計算的40km^設(shè)計速度(即8.5米路基寬度)8.5米橋?qū)?號板的結(jié)果:(8)翼緣50.0cm的邊板為按剛接板法計算的60km/h設(shè)計速度(即!0.0米路基寬度)10.0米橋?qū)?號板的結(jié)果；注:對于公路ーII級荷載的各板,1-2號板為翼緣25.0cm的邊板,1-5如下列各數(shù)據(jù)表中未說明以板型號定義2號板為中板,號板為翼緣50.0cm的邊板。

7.20米跨徑公路一I級荷載計算結(jié)果匯總※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※派※※※※※※※※※ 等效截面數(shù)據(jù)/毛截面特性 ※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※派※※※※預(yù)制階段毛截面特性類別面積抗彎慣性矩形心至上緣抗扭慣性矩空心面積較縫面積(m2)(m4)(m)(ni4)(m2)(m2)20.4579000.0496550.4877540.0850800.3777000.1144001-60.6276000.0672850.4112370.0869250.3777000.0572001-50.6051000.0648530.4230580.0866820.3777000.0572001-30.5751000.0617620.4390410.0863050.3777000.0572001-20.5551000.0590670.4519170.0861360.3777000.057200使用階段毛截面特性類別面積抗彎慣性矩形心至上緣抗扭慣性矩空心面積錢縫面積(m2)(m4)(m)(ni4)(m2)(m2)20.4974000.0592240.4970350.0977040.3777000.1144001-60.7036000.0802020.4141170.1006770.3777000.0572001-50.6748500.0774230.4267490.1001710.3777000.0572001-30.6386000.0740890.4428990.0994810.3777000.0572001-20.6123500.0708830.4573290.0991090.3777000.057200※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※派※※※※橫向分布系數(shù)※※※※※※※※※※※※※※※※※※※※※※※※※派※※※※※※※※※※※※※※支點橫向分布系數(shù)板號恒載(kN/m)汽車人群23.8540.5000.0001-65.5850.5620.0001-55.2320.5000.0001-34.8840.4380.0001-24.5670.3750.000跨中橫向分布系數(shù)板號恒載(kN/m)汽車人群23.8540.2340.0001-65.5850.3250.0001-55.2320.3030.0001-34.8840.2830.0001-24.5670.2650.000※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※派※※ 各截面荷載作用效應(yīng)標(biāo)準(zhǔn)值 ※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※派※恒載產(chǎn)生的彎矩板號H/2(kN-m)L/8(kN-m)L/4(kN-m)3L/8(kN-m)跨中(kN-m)2100.8443.7760.6950.81014.21-6130.7575.4986.51233.21315.41-5124.7549.2941.51176.91255.4

1-31-2恒載產(chǎn)117.9112.4性的剪カ518.9494.8889.6848.31112.11060.31186.21131.0板號H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)2196.4155.2103.551.70.01-6254.8201.4134.267.10.01-5243.1192.2128.164.10.01-3229.7181.6121.060.50.01-2219.1173.1115.457.70.0汽車荷載產(chǎn)生的最大彎矩板號H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN~m)269.8249.0304.9378.3402.81-681.6307.1417.2519.0552.91-573.2279.4388.7483.8515.51-365.0252.1361.2449.9479.51-256.8225.9336.6419.6447.3汽車荷載產(chǎn)生的最大彎矩的相應(yīng)剪カ板號H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)2160.2111.762.347.933.51-6186.7137.686.466.446.41-5167.5125.280.762.043.41-3148.4113.075.257.840.51-2129.5101.270.454.137.9汽車荷載產(chǎn)生的最大剪カ板號H/2L/8L/43L/8跨中(kN-m)(kN~m)(kN-m)(kN-m)(kN-m)2160.2112.364.451.840.11-6186.7138.489.071.655.31-5167.5125.983.166.851.61-3148.4113.677.462.348.11-2129.6101.772.358.244.9汽車荷載產(chǎn)生的最大剪カ的相應(yīng)彎矩板號H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)269.1237.7274.4329.8338.21-680.9293.7379.0455.2466.11-572.6267.4353.8424.9434.91-364.4241.5329.6395.7404.91-256.3216.6308.1369.8378.2汽車沖擊カ產(chǎn)生的最大彎矩板號H/2L/8L/43L/8跨中(kN~m)(kN-m)(kN~m)(kN-m)(kN-m)219.067.782.9102.8109.5

1-622.283.5113.4141.1150.31-519.976.0105.7131.5140.11-317.768.598.2122.3130.31-215.461.491.5114.1121.6汽車沖擊カ產(chǎn)生的最大彎矩的相應(yīng)剪カ板號H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)243.630.416.913.09.11-650.837.423.518.112.61-545.534.021.916.911.81-340.330.720.515.711.01-235.227.519.114.710.3汽車沖擊カ產(chǎn)生的最大剪カ板號H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)243.630.517.514.110.91-650.837.624.219.515.01-545.534.222.618.214.01-340.330.921.016.913.11-235.227.719.715.812.2汽車沖擊カ產(chǎn)生的最大剪カ的相應(yīng)彎矩板號H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)218.864.674.689.791.91-622.079.9103.0123.8126.71-519.772.796.2115.5118.21-317.565.789.6107.6110.11-215.358.983.8100.5102.8※※※※※※※※※※※※※※※※※※※※※※※※※※※※派※※※※※※※※※※※各截面荷載作用效應(yīng)組合設(shè)計值※※※※※※※※※※※※※※※派※※※※※※※※※※※※※※※※※※※※※※※※承載能力極限狀態(tài)——承載彎矩板號H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)2245.2975.81455.61814.51934.21-6302.11237.31926.72404.02563.01-5280.11156.51821.92273.82424.41-3257.11071.71710.82135.62277.21-2236.0996.01617.32019.62153.7承載能力極限狀態(tài)ー承載剪カ板號H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)2521.0386.3238.8154.471.41-6638.2488.1319.5208.098.51-5590.1454.8301.6195.991.9

1-3540.0420.2283.0183.585.61-2493.6388.9267.3172.980.0正常使用極限狀態(tài)ー—短期彎矩板號H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)2149.7618.0974.01215.61296.11-6187.8790.41278.61596.51702.51-5176.0744.81213.61515.61616.21-3163.4695.41142.51427.01521.81-2152.2652.91083.91354.11444.1正常使用極限狀態(tài)ー 長期彎矩板號H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)2128.7543.3882.61102.11175.31-6163.3698.31153.41440.81536.61-5154.0660.91097.01370.41461.61-3143.9619.81034.11292.01378.01-2135.1585.2982.91228.21309.9※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※派※配筋計算結(jié)果※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※派※※※※位置標(biāo)準(zhǔn)強(qiáng)度直徑位置標(biāo)準(zhǔn)強(qiáng)度直徑根數(shù)位置標(biāo)準(zhǔn)強(qiáng)度(MPa)(mm)（根）(MPa)上緣335127.支點235ド緣3351210.跨中2351-5號邊板普通鋼筋1-5號邊板箍筋直(11111肢數(shù)間距布置長度（肢）(m)(m)40.102*1.1840.1517.60位置標(biāo)準(zhǔn)強(qiáng)度直徑根數(shù)位置標(biāo)準(zhǔn)強(qiáng)度直徑肢數(shù)間距布置長度(MPa)(mm)（根）(MPa)(mm)（肢）(m)(m)上緣33512支點2351040.102*1.18下緣335128.跨ヨ2351040.1517.60中板普通鋼筋中板箍筋1-6號邊板普通鋼筋1-6號邊板箍筋位置標(biāo)準(zhǔn)強(qiáng)度直徑根數(shù)位置標(biāo)準(zhǔn)強(qiáng)度直徑肢數(shù)間距布置長度(MPa)(mm)（根）(MPa)(mm)（肢）(m)(m)上緣335127.支點2351040.102*1.18下緣3351210.跨中2351040.1517.601-3號邊板普通鋼筋1-3號邊板箍筋位置標(biāo)準(zhǔn)強(qiáng)度直徑根數(shù)位置標(biāo)準(zhǔn)強(qiáng)度直徑肢數(shù)間距布置長度(MPa)(mm)（根）(MPa)(mm)（肢）(m)(m)上緣335127.支點2351040.102*1.18下緣3351210.跨中2351040.1517.601-2號邊板普通鋼筋1-2號邊板箍筋

位置標(biāo)準(zhǔn)強(qiáng)度直徑根數(shù)位置標(biāo)準(zhǔn)強(qiáng)度直徑肢數(shù)間距布置長度(MPa)(mm)(根)(MPa)(mm)(肢)(m)(m)上緣335127.支點2351040.102*1.18下緣3351210.跨中2351040.1517.60OOOO87658)/HK〇〇〇〇3148OOOO87658)/HK〇〇〇〇314876氏號板26532----中板預(yù)應(yīng)カ鋼筋類型(共5類)編號標(biāo)準(zhǔn)強(qiáng)度(MPa)公稱直徑(mm)有效長度(m)根數(shù)1186015.2019.96062186015.2018.20023186015.2016.60024186015.2013.30025186015.209.90021-6號邊板預(yù)應(yīng)カ鋼筋類型(共7類)編號標(biāo)準(zhǔn)強(qiáng)度(MPa)公稱直徑(mm)有效長度(m)根數(shù)1186015.2019.96062186015.2018.20023186015.2016.60024186015.2014.90025186015.2013.30026186015.2011.60027186015.209.90021-5號邊板預(yù)應(yīng)カ鋼筋類型(共6類)編號1標(biāo)準(zhǔn)強(qiáng)度(MPa)1860公稱直徑(mm)15.20有效長度(m)19.960根數(shù)72186015.2018.20023186015.2016.60024186015.2014.90025186015.2013.30026186015.209.90021-3號邊板預(yù)應(yīng)カ鋼筋類型(共6類)編號標(biāo)準(zhǔn)強(qiáng)度(MPa)公稱直徑(mm)有效長度(m)根數(shù)1186015.2019.96062186015.2018.20023186015.2016.60024186015.2014.90025186015.2013.3002

6 1860 15.20 9.900 21-2號邊板預(yù)應(yīng)カ鋼筋類型(共5類)編號標(biāo)準(zhǔn)強(qiáng)度公稱直徑有效長度根數(shù)(MPa)(mm)(m)1186015.2019.96072186015.2018.20023186015.2016.60024186015.2013.30025186015.209.9002※※※※※※※※※※※※※※※※※※※※※※※※※※派※※※※※※※※※※※※※換算截面特性※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※派※※※※位置面積(m2)抗彎慣性矩(m4)形心至上緣位置面積(m2)抗彎慣性矩(m4)形心至上緣(m)支點0.4645420.0507680.494L/80.1689550.0514900.497L/40.4707870.0517850.4993L/80.4721240.0520000.500跨中0.4721240.0520000.500中板換算截面特性——預(yù)制階段1-6號邊板換算截面特性——預(yù)制階段位置面積(m2)抗彎慣性矩(m4)形心至上緣(m)H/20.5035820.0604770.503L/80.5076870.0612920.506L/40.5093920.0616260.5083L/80.5106360.0618690.509跨中0.5106360.0618690.509中板換算截面特性——使用階段1-6號邊板換算截面特性——使用階段面積抗彎慣性矩形心至上緣位置面積抗彎慣性矩形心至上緣(m2)(m4)(m)(m2)(m4)(m)0.6353520.0691140.417H/20.7108150.0822530.4200.6398700.0701600.421L/80.7150180.0834280.4230.6439350.0710880.424L/40.7188000.0844740.4250.6457140.0714910.4253L/80.7204560.0849290.4270.6457140.0714910.425跨中0.7204560.0849290.427置點/8/4/8中位支LL丸跨1-5號邊板換算截面特性——預(yù)制階段 1-5號邊板換算截面特性——使用階段位置面積抗彎慣性矩形心至上緣位置面積抗彎慣性矩形心至上緣(m2)(m4)(m)(m2)(m4)(m)支點0.6132020.0666710.429H/20.6823910.0794640.433L/80.6180570.0677380.433L/80.6869070.0806660.436L/40.6211740.0684140.435L/40.6898080.0814290.4383L/80.6225110.0687020.4363L/80.6910520.0817550.439跨中0.6225110.0687020.436跨中0.6910520.0817550.4391-3號邊板換算截面特性——預(yù)制階段1-3號邊板換算截面特性——ー使用階段位置面積抗彎慣性矩形心至上緣位置面積抗彎慣性矩形心至上緣(m2)(m4)(m)(m2)(m4)(m)支點0.5828340.0633830.445H/20.6457980.0759190.449L/80.5873520.0643110.449L/80.6500010.0769690.452L/40.5904690.0649420.451L/40.6529020.0776860.4543L/80.5918060.0652110.4523L/80.6541460.0779920.455跨中0.5918060.0652110.452跨中0.6541460.0779920.455

位置面積(m2)抗彎慣性矩(m4)形心至上緣(in)位置面積(m2)抗彎慣性矩(m4)形心至上緣(m)支點0.5631830.0606670.458H/20.6198730.0726870.463L/80.5679320.0615860.462L/80.6242920.0737270.467L/40.5697650.0619360.463L/40.6259960.0741240.4683L/80.5711020.0621900.4643L/80.6272410.0744120.469跨中0.5711020.0621900.464跨中0.6272410.0744120.4691-2號邊板換算截面特性——預(yù)制階段1-2號邊板換算截面特性——使用階段※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※派※※ 承載能力 ※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※派※板號H/2(kN-m)L/8(kN-m)L/4(kN~m)板號H/2(kN-m)L/8(kN-m)L/4(kN~m)3L/8(kN-m)跨中(kN-m)2601.41641.82080.32362.52362.51-6663.91758.52665.23110.03110.01-5725.31909.22652.22946.32946.31-3660.31745.82487.62782.12782.11-2722.41874.52324.82617.42617.4抗彎承載能力是否滿足>>>>>

是是是是日疋

くくくくく結(jié)構(gòu)重要性系數(shù)X承載彎矩板號H/2(kN-m)L/8(kN-m)L/4(kN~m)3L/8(kN-m)跨中(kN-m)2269.71073.41601.11996.02127.61-6332.31361.02119.42644.42819.41-5308.11272.22004.12501.12666.81-3282.81178.81881.82349.12504.91-2259.71095.61779.02221.52369.0結(jié)構(gòu)重要性系數(shù)X承教剪力板號H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)2573.1424.9262.7169.978.51-6702.0536.9351.4228.9108.31-5649.1500.3331.8215.5101.11-3594.0462.2311.3201.994.11-2542.9427.8294.1190.288.0抗剪承載能力是否滿足>>>>>是是是是是くくくくく板號H/2(kN)L/8(kN)L/4(kN)3L/8(kN)跨中(kN)21215.21034.11052.11063.81063.81-61353.11143.11175.11190.91190.91-51354.81147.91174.31184.81184.81-31350.91141.51168.01178.61178.61-21352.51145.51161.81172.41172.4抗剪承載能力限值梁位下限值（kN）上限值（kN）是否滿足邊板331.71307.1く是〉中板266.01048.2く是〉※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※派※※預(yù)應(yīng)カ損失/有效預(yù)應(yīng)カ※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※冰※※※※各階段各計算截面預(yù)應(yīng)カ鋼筋的有效預(yù)應(yīng)カ。pe板號階段混凝土齡期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)21 7.01279.11243.41229.11218.81218.82 97.01218.61153.71133.81118.51120.33 100.01218.41153.31133.41118.11120.04 102.01218.21153.11133.21117.91119.85 3650.01174.31099.21081.71066.71070.71-61 7.01282.11248.51219.51207.11207.12 97.01230.51174.01127.31109.51111.53 100.01230.31173.71126.91109.11111.14 102.01230.21173.51126.71108.91110.95 3650.01187.61123.51071.81053.91058.11-51 7.01279.21243.21220.91211.61211.62 97.01223.81162.21128.61116.41118.43 100.01223.61161.81128.21116.01118.04 102.01223.41161.61127.91115.71117.75 3650.01178.01107.21072.31061.51065.71-31 7.01281.61247.81225.41215.91215.92 97.01228.11170.01135.31122.61124.53 100.01227.91169.71134.81122.21124.14 102.01227.81169.41134.61121.91123.95 3650.01182.91116.31079.61068.01072.11-21 7.01278.71243.21229.91220.41220.42 97.01221.31159.51143.01129.91131.93 100.01221.01159.11142.61129.51131.54 102.01220.91158.91142.41129.31131.35 3650.01173.31101.91088.61076.31080.4夂補(bǔ)田的科杉1宙小M仙作田?小的杏鉆 由廂奇P丿1墳1「リる口忸里ノJ中泄11?用ノ土ラ釈 ”’儂階段齡期 H/2L/8L/43L/8跨中(天)(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)17.0 56.7249.9428.6535.8571.5297.0 0.00.00.00.00.03100.0 25.8112.9193.3241.5257.64102.0 18.380.9138.7173.5185.053650.0 0.00.00.00.00.0幻:おい后わ吊［山竹:田戸小め左回飾宙バ、萬卜的。良）鋭+注向由-h如M里刀畢?ク出作用廠十.け、J班肋里心處H'J優(yōu)徹匚，玄冋!hJ叱刀階段齡期 H/2L/8L/43L/8跨中（天）（MPa）(MPa)(MPa)(MPa)(MPa)17.0 -0.45-1.95-3.32-4.12-4.39297.0 0.000.000.000.000.003100.0 -0.21-0.89-1.50-1.87-1.99

4 102.0 -0.14 -0.59 -1.00 -1.24 -1.325 3650.0 0.00 0.00 0.00 0.00 0.00由結(jié)構(gòu)重力產(chǎn)生的鋼筋重心處的混凝土法向壓應(yīng)カ累計值——中板階段齡期H/2L/8（天）(MPa)(MPa)17.02.577.07階段齡期H/2L/8（天）(MPa)(MPa)17.02.577.07297.02.496.893100.02.015.224102.01.814.4553650.01.814.45各階段的結(jié)構(gòu)重力單獨作用產(chǎn)生的彎矩8)4/a〇IP-3M9階段 齡期（天）1 7.02 97.03 100.04 102.05 3650.01209942175441-6萬邊板hl)742444a75488跨MP88533/(\L/8L/43L/8跨中(kN~m)(kN~m)(kN-m)(kN-m)342.5587.4734.3783.30.00.00.00.0115.6198.1247.5264.0117.2201.1251.4268.10.00.00.00.0階段齡期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.45-1.95-3.32-4.12-4.39297.0-0.45-1.95-3.32-4.12-4.393100.0-0.66-2.84-4.82-5.99-6.394102.0-0.80-3.43-5.82-7.22-7.7053650.0-0.80-3.43-5.82-7.22-7.70由預(yù)加力產(chǎn)生的鋼筋重心處的混凝土法向壓應(yīng)カ累計值——中板階段齡期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.03.039.0211.4313.1613.16297.02.948.8511.2312.9412.943100.02.678.0610.2411.7811.814102.02.617.8810.0111.5211.5553650.02.617.8810.0111.5211.54由永久作用產(chǎn)生的鋼筋重心處的混凝土法向壓應(yīng)カ累計值——中板結(jié)構(gòu)重力單獨作用產(chǎn)生的鋼筋重心處的混凝土法向壓應(yīng)カ——1-6號邊板階段齡期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.54-2.34-3.94-4.88-5.21297.00.000.000.000.000.003100.0-0.19-0.79-1.33-1.65-1.764102.0-0.17-0.74-1.25-1.55-1.6553650.00.000.00〇.000.000.00由結(jié)構(gòu)重力產(chǎn)生的鋼筋重心處的混凝土法向壓應(yīng)カ累計值——1-6號邊板階段 齡期H/2 L/8 L/4 3L/8 跨中(天)(MPa)(MPa)(MPa)(MPa)(MPa)1 7.0 -0.54 -2.34 -3.94 -4.88 -5.21

297.0-0.54-2.34-3.94-4.88-5.213100.0-0.73-3.13-5.27-6.53-6.974102.0-0.90-3.88-6.52-8.08-8.6253650.0-0.90-3.88-6.52-8.08-8.62階段234597.0100.0102.03650.階段234597.0100.0102.03650.0H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)-0.53-2.28-3.85-4.78-5.10-0.53-2.28-3.85-4.78-5.10-0.71-3.03-5.12-6.36-6.79-0.87-3.73-6.31-7.83-8.36-0.87-3.73-6.31-7.83-8.36階段12345由永っ齡期(天)7.097.0100.0102.03650.0く作用產(chǎn)生H/2(MPa)2.772.702.482.412.41的鋼筋重心クL/8(MPa)8.408.257.637.437.43セ的混凝土汽L/4(MPa)13.2713.0611.9711.6611.66ミ向壓應(yīng)カキ3L/8(MPa)15.3415.1113.8213.4613.46累計值一跨中(MPa)15.3415.1113.8613.5013.49-1-6號邊板階段齡期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.02.236.069.3310.4610.13297.02.165.919.1210.239.903100.01.754.506.707.296.894102.01.513.555.145.384.8753650.01.513.555.145.384.87各階段的結(jié)構(gòu)重力單獨作用產(chǎn)生的彎矩ー15號邊板階段齡期H/2L/8L/43L/8跨中（天）(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)17.074.9330.3566.4708.0755.2297.00.00.00.00.00.03100.025.0109.1186.8233.4249.04102.024.9109.8188.3235.5251.253650.00.00.00.00.00.0結(jié)構(gòu)重力單獨作用產(chǎn)生的鋼筋重心處的混凝土法向壓應(yīng)カ——15節(jié)邊板階段齡期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.53-2.28-3.85-4.78-5.10297.00.000.000.000.000.003100.0-0.18-0.76-1.28-1.58-1.694102.0-0.16-0.70-1.18-1.47-1.5753650.00.000.000.000.000.00由結(jié)構(gòu)重力產(chǎn)生的鋼筋重心處的混凝土法向壓應(yīng)カ累計值——1-5號邊板由預(yù)加力產(chǎn)生的鋼筋重心處的混凝土法向壓應(yīng)カ累計值——1-5號邊板階段齡期H/2 L/8 L/4 3L/8跨中（天）（MPa）（MPa）（MPa）（MPa）（MPa）

17.03.239.2813.0114.5814.58297.03.169.1112.8014.3514.353100.02.898.3811.7313.1513.184102.02.818.1611.4212.8112.8453650.02.818.1511.4212.8012.84由永久作用產(chǎn)生的鋼筋重心處的混凝土法向壓應(yīng)カ累計值ー-15號邊板階段齡期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.02.717.009.169.809.48297.02.636.838.959.579.263100.02.195.356.616.796.394102.01.954.425.124.974.4853650.01.954.425.114.974.48各階段的結(jié)構(gòu)重力單獨作用產(chǎn)生的彎矩ー-1-3號邊板階段齡期H/2L/8L/43L/8跨中（天）(kN-m)(kN~m)(kN-m)(kN-m)(kN-m)17.071.2313.9538.3672.9717.8297.00.00.00.00.00.03100.023.5102.5175.6219.4234.04102.023.2102.5175.8219.8234.453650.00.00.00.00.00.0結(jié)構(gòu)重力單獨作用產(chǎn)生的鋼筋重心處的混凝土法向壓應(yīng)カ——1-3號邊板階段齡期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.51-2.20-3.72-4.62-4.93297.00.000.000.000.000.003100.0-0.17-0.72-1.22-1.52-1.624102.0-0.15-0.66-1.12-1.40-1.4953650.00.000.000.000.000.00由結(jié)構(gòu)重力產(chǎn)生的鋼筋重心處的混凝土法向壓應(yīng)カ累計值ー13號邊板階段齡期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.51-2.20-3.72-4.62-4.93297.0-0.51-2.20-3.72-4.62-4.933100.0-0.68-2.93-4.94-6.14-6.554102.0-0.83-3.59-6.06-7.53-8.0353650.0-0.83-3.59-6.06-7.53-8.03由預(yù)加力產(chǎn)生的鋼筋重心處的混凝土法向壓應(yīng)カ累計值一L-3號邊板階段齡期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.02.798.4612.2313.8113.81297.02.718.3012.0313.5913.593100.02.487.6411.0312.4612.494102.02.417.4410.7412.1312.1753650.02.417.4410.7312.1312.16由永久作用產(chǎn)生的鋼筋重心處的混凝土法向壓應(yīng)カ累計值——1-3號邊板

階段齡期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.02.286.258.519.198.88297.02.206.108.308.978.663100.01.804.726.086.325.944102.01.583.854.674.604.1353650.01.573.854.674.604.13各階段的結(jié)構(gòu)重力單獨作用產(chǎn)生的彎矩ー12號邊板階段齡期H/2L/8L/43L/8跨中（天）(kN-m)(kN~m)(kN-m)(kN~m)(kN-m)17.068.7303.0519.6649.5692.8297.00.00.00.00.00.03100.022.096.0164.3205.3219.04102.021.795.9164.4205.5219.253650.00.00.00.00.00.0結(jié)構(gòu)重力單獨作用產(chǎn)生的鋼筋重心處的混凝土法向壓應(yīng)カ——1-2號邊板階段 齡期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)1 7.0-0.50-2.15-3.66-4.55-4.852 97.00.000.000.000.000.003 100.0-0.16-0.69-1.16-1.45-1.544 102.0-0.15-0.63-1.07-1.33-1.425 3650.00.000.000.000.000.00由結(jié)構(gòu)重力產(chǎn)生的鋼筋重心處的混凝土法向壓應(yīng)カ累計值——1-2號邊板階段齡期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.50-2.15-3.66-4.55-4.85297.0-0.50-2.15-3.66-4.55-4.853100.0-0.66-2.84-4.83-5.99-6.394102.0-0.81-3.47-5.89-7.32-7.8153650.0-0.81-3.47-5.89-7.32-7.81由預(yù)加力產(chǎn)生的鋼筋重心處的混凝土法向壓應(yīng)カ累計值一1-2號邊板階段齡期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.03.269.2211.4413.0413.04297.03.189.0511.2512.8312.833100.02.908.2810.3311.7811.814102.02.828.0610.0611.4711.5053650.02.828.0610.0611.4711.50由永久作用產(chǎn)生的鋼筋重心處的混凝土法向壓應(yīng)カ累計值ー-1-2號邊板階段齡期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.02.767.067.788.498.19297.02.686.897.588.287.983100.02.245.445.505.795.424102.02.014.594.164.153.6953650.02.014.594.164.153.69※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※派※※※※※ 使用階段由預(yù)加力引起的各截面上、下緣混凝土的正應(yīng)カ ※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※派※使用階段參與受力的混凝土鋪裝層的上緣。PChl)34333I322222kkkkkutfMooooozt8)45444/322222hl)34333I322222kkkkkutfMooooozt8)45444/3222223Mooooo)22333a222228)058/a211Mooo0011120.6使用階段預(yù)制板上緣〇pc板號H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)2-0.81-2.51-3.21-3.71-3.721-6-0.61-1.94-3.06-3.53-3.551-5-0.74-2.22-3.12-3.51-3.521-3-0.66-2.12-3.08-3.49-3.501-2-0.82-2.41-3.04-3.47-3.49使用階段預(yù)制板卜.緣。pc板號H/2(MPa)L/8(MPa)L/4(MPa)3L/8(MPa)跨中(MPa)22.537.9610.2111.7911.851-62.317.5211.8513.7213.791-52.718.2211.6013.0613.131-32.297.4910.9012.3712.441-22.708.1010.2311.7111.78※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※派※※※※※ 使用階段正截面抗裂驗算 ※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※派※短期效應(yīng)組合——截面下緣混凝土的正應(yīng)カ0St板號H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)2-1.53-5.48-8.47-10.45-11.121-6-1.69-6.05-9.46-11.66-12.411-5-1.61-5.78-9.13-11.27-12.001-3-1.54-5.51-8.78-10.83-11.531-2-1.46-5.27-8.52-10.51-11.19長期效應(yīng)組合ーー截面下緣混凝土的正應(yīng)カ。!t板號H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)

1-6-1.22-5.12-8.33-10.32-11.011-5-1.17-4.91-8.04-9.99-10.661-3-1.11-4.70-7.74-9.62-10.261-2-1.06-4.51-7.52-9.35-9.97是否滿足>>>>>

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くくくくく板號H/2(MPa)L/8(MPa)L/4(MPa)3L/8(MPa)跨中(MPa)下限值（MPa）是否滿足>>>>>

是是是是是

くくくくく板號H/2(MPa)L/8(MPa)L/4(MPa)3L/8(MPa)跨中(MPa)下限值（MPa）21.002.481.751.340.73-1.861-60.621.472.392.061.38-1.861-51.102.442.471.791.13-1.861-30.761.982.121.540.91-1.861-21.242.831.711.200.58-1.86長期效應(yīng)組合ーー抗裂驗算〇lt+opc（即規(guī)范中的。lt-apc)短期效應(yīng)組合——抗裂驗算〇st+〇pc（即規(guī)范中的〇st-〇pc）>>>>>

是是是是是

くくくくく值a)0000000000限MO.O.O.S〇?下Ihl\1729791ra97418跨M122218)7/a4Lp?4\71/a7Lp?M2\)z11/a4Hp?M11143852323584516斜截面抗裂驗算※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※派是否滿足>>>>>

是是是是是

くくくくく下限值(MPa)-1.86-1.86-1.86-1.86-1.86-1)00000-HIaoooooIPエンエ，，utfM〇〇〇〇〇板號是否滿足>>>>>

是是是是是

くくくくく下限值(MPa)-1.86-1.86-1.86-1.86-1.86-1)00000-HIaoooooIPエンエ，，utfM〇〇〇〇〇板號H/2L/8L/43L/8(MPa)(MPa)(MPa)(MPa)2-1.00-0.33-0.13-0.041-6-1.10-0.44-0.13-0.041-5-0.97-0.36-0.12-0.041-3-0.93-0.33-0.11-0.031-2-0.81-0.27-0.10-0.03最大彎矩及相應(yīng)剪カ 混凝土的主拉應(yīng)カ〇tp最大剪カ及相應(yīng)彎矩 混凝土的主拉應(yīng)カ〇tp是否滿足>>>>>

是是是是是

くくくくく下限值(MPa)-1.86-1.86-1.86-1.86-1.86hx-s〇HIaooooo跨壯000003L/8(MPa)-0.05-0.04-0.04-0.03-0.034)34210//a1111111111Mooooo(-----8)34

/a34

Lp??Moo板號H/2(MPa)2-1.001-6-1.101-5-0.971-3-0.931-2-0.81※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※派※※※※派※※持久狀況混凝土的法向壓應(yīng)カ※派※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※冰※※※※參與受力的混凝土鋪裝層的上緣。kc（標(biāo)準(zhǔn)效應(yīng)組合）是否滿足>>>>>

是是是是是

くくくくく是否滿足>>>>>

是是是是是

くくくくく1)20296I322223跨M&77778)69642/378888LP M544442)78889/339999HP M32222板號H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)22.767.6311.0713.5014.311-62.236.038.9510.9011.551-52.256.079.0911.0711.741-32.276.169.3111.3512.041-22.306.249.5411.6312.33預(yù)制板上緣。kc(標(biāo)準(zhǔn)效應(yīng)組合)板號H/2L/8L/43L/8跨中上限值(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)23.475.967.048.118.4516.201-63.075.056.237.157.4416.201-53.085.046.257.167.4516.201-33.085.026.307.227.5216.201-23.105.036.367.307.6016.20預(yù)制板上緣〇kc+〇pt板號H/2L/8L/43L/8跨中上限值(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)21.955.117.859.7910.5916.201-61.624.095.907.378.0016.201-51.513.865.977.568.2116.201-31.614.046.247.868.5316.201-21.483.836.518.168.8416.20參與受力的混凝土鋪裝層的上緣。kc+opt※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※派※※※持久狀況預(yù)應(yīng)カ鋼筋的最大拉應(yīng)カ※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※派※※是否滿足>>>>>是是是是是くくくくく板號支點(MPa)L/8(MPa)L/4(MPa)3L/8(MPa)跨中(MPa)上限值(MPa)2609.81132.81131.61128.21136.11209.01-6617.21161.01128.81124.11132.91209.01-5611.91142.71127.01129.01137.61209.01-3614.21149.81131.91132.61140.91209.01-2608.91133.61139.11138.71146.81209.0〇pe+〇p※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※派※※※※派 ※持久狀況主壓應(yīng)カ※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※派※混凝上的主壓應(yīng)カ〇cp(最大彎矩及相應(yīng)剪カ/標(biāo)準(zhǔn)效應(yīng)組合)>>>>>是是是是是くくくくく跨中上限值(MPa)(MPa)10.5919.448.0019.448.2119.448.5319.448.8419.44是否滿足4\7535/a822LP???M7668)6/a9LP?M5點a)47支(MPエ是否滿足>>>>>是是是是是くくくくく66817.&5.23〇〇5.5.板號支點(MPa)L/8(MPa)L/4(MPa)3L/8(MPa)跨中(MPa)上限值(MPa)23.465.847.569.339.9819.441-63.064.965.997.017.5119.441-53.084.966.017.217.7319.441-33.074.946.077.518.0419.441-23.104.966.307.808.3519.44混凝土的主壓應(yīng)カ。CP(最大剪カ及相應(yīng)彎矩/標(biāo)準(zhǔn)效應(yīng)組合)※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※派※※※※※ 放松預(yù)應(yīng)カ鋼筋時預(yù)制板上、下緣法向正應(yīng)カ ※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※派※預(yù)制板上緣法向正應(yīng)カ>>>>>>>>>>>>>>>是是是是是是是是昆是是是是是是くくくくくくくくくくくくくくく板號動カ系數(shù)H/2L/8L/43L/8跨中下限值上限值(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)2 0.85-0.53-0.93-0.270.020.32-2.7618.761.00-0.44-0.570.350.801.14-2.7618.761.20-0.33-0.091.171.832.24-2.7618.761-6 0.85-0.34-0.52-0.60-0.43-0.18-2.7618.761.00-0.27-0.21-0.080.230.52-2.7618.761.20-0.180.200.621.101.45-2.7618.761-5 0.85-0.50-0.81-0.60-0.28-0.03-2.7618.761.00-0.42-0.50-0.060.390.69-2.7618.761.20-0.33-0.070.661.291.65-2.7618.761-3 0.85-0.39-0.64-0.44-0.120.15-2.7618.761.00-0.32-0.310.120.580.89-2.7618.761.20-0.220.130.871.511.89-2.7618.761-2 0.85-0.57-0.93-0.260.060.34-2.7618.761.00-0.49-0.590.330.791.11-2.7618.761.20-0.39-0.141.101.762.15-2.7618.76是否滿足>>>>是是是是くくくぐ板號動カ系數(shù)H/2(MPa)L/8(