...wd......wd......wd...裝配式鋼筋混凝土簡(jiǎn)支T梁橋計(jì)算一：根本設(shè)計(jì)資料1、跨度和橋面寬度標(biāo)準(zhǔn)跨徑：13m〔橋墩中距〕。計(jì)算跨徑：12.5m。主梁全長(zhǎng)：12.96m。橋面寬度(橋面凈空)：凈9m〔行車(chē)道〕+2×1.5m〔人行道〕。技術(shù)標(biāo)準(zhǔn)設(shè)計(jì)荷載：公路—Ⅰ級(jí)，人群荷載3km／m2。主要材料〔1〕混凝土：混凝土簡(jiǎn)支T梁橋及橫梁采用C50混凝土；橋面鋪裝上層采用0.06m瀝青混凝土，下層為厚0.06～0.14m的C50混凝土，瀝青混凝土重度按23KN／m3計(jì)，混凝土重度按26KN／m3。〔2〕鋼筋：主筋采用HRB335級(jí)鋼筋，其他配筋用R235級(jí)鋼筋。4.設(shè)計(jì)依據(jù)⑴《公路橋涵設(shè)計(jì)通用標(biāo)準(zhǔn)》〔JTJD60—2004〕⑵《公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計(jì)標(biāo)準(zhǔn)》〔JTJD62—2004〕；參考資料⑴構(gòu)造設(shè)計(jì)原理：葉見(jiàn)曙，人民交通出版社；⑵橋梁工程：姚玲森，人民交通出版社；⑶公路橋梁設(shè)計(jì)手冊(cè)《梁橋》〔上、下冊(cè)〕人民交通出版社⑷橋梁計(jì)算例如叢書(shū)《混凝土簡(jiǎn)支梁(板)橋》(第三版)易建國(guó)主編.人民交通出版社(5)《鋼筋混凝土及預(yù)應(yīng)力混凝土簡(jiǎn)支梁橋構(gòu)造設(shè)計(jì)》閆志剛主編.機(jī)械工業(yè)出版社6.構(gòu)造形式及截面尺寸設(shè)計(jì)對(duì)于主梁：跨徑為13m的簡(jiǎn)支梁橋設(shè)計(jì)標(biāo)準(zhǔn)所采用的梁高為1.0m。梁肋寬度為15～18cm，本設(shè)計(jì)采用16cm。翼板通常都做成變厚度的，即端部較薄，向根部逐漸加厚。為保證翼板與梁肋連接的整體性，翼板與梁肋銜接處的厚度應(yīng)不小于主梁高度的1／10。本設(shè)計(jì)中翼板端部厚度為14cm，端部厚度為10cm。對(duì)于橫隔梁：跨中橫隔梁的高度應(yīng)保證具有足夠的抗彎剛度，通常可做成主梁高度的3／4左右，本設(shè)計(jì)采用80cm。橫隔梁勒寬一般取12～16cm。本設(shè)計(jì)采用15cm。夠造尺寸及截面形式如圖1所示：圖1橋梁橫斷面和主梁縱斷面圖〔單位：cm〕如圖1所示，全橋共由7片T形梁組成，單片T形梁高為1.0m，寬1.6m；橋上橫坡為雙向2%，坡度由C50混凝土橋面鋪裝控制；設(shè)有三根橫梁。二:主梁的計(jì)算主梁的荷載橫向分布系數(shù)計(jì)算(比較正交異形板法)1．跨中荷載橫向分布系數(shù)計(jì)算幾何特征：1〕主梁抗彎慣性矩計(jì)算翼緣板厚度按平均厚度計(jì)算，其平均厚度為h1=12cm，則截面形心距翼板頂面距離e為：圖2主梁抗彎及抗扭慣性矩計(jì)算圖式〔單位：cm〕抗彎慣性矩I為I=1/12×16×1003+〔16×100〕(100/2-27.154)2+1/12×〔160-16〕×123+〔160-16〕×12×〔27.154-12/2〕2=2187880.026cm4主梁得比較抗扭慣性矩計(jì)算2〕橫隔梁抗彎慣性矩圖3：橫隔梁截面圖〔單位尺寸：cm〕查表得：所以：求橫隔梁截面重心位置故橫隔梁抗彎慣性矩為：橫隔梁比較單寬抗彎慣性矩為：3〕主梁和橫隔梁的抗扭慣性矩對(duì)于主梁梁肋：(平均厚度12cm)t/b=16/(100-12)=0.181查表得：c=0.295則：對(duì)于橫隔梁梁肋t/b=15/(80-11)=0.217查表得：c=0.287則：計(jì)算參數(shù)θ和α則：計(jì)算各主梁影響線坐標(biāo)θ=0.731從附錄中查"G-M法"計(jì)算圖表可查得影響系數(shù)K1和K0的值，如下表：系數(shù)梁位荷載位置校核B3B/4B/2B/40-B/4-B/2-3B/4-B00.690.830.991.181.131.180.990.830.698.00B/41.041.131.261.311.150.930.720.560.948.05B/21.541.611.561.270.980.710.520.390.287.953B/42.201.961.571.150.810.580.430.300.238.01B0.190.230.320.480.690.981.522.192.907.960-0.150.501.041.631.811.631.040.50-0.158.00B/40.691.181.601.751.561.080.580.08-0.397.94B/22,002,.062.011.601.040.570.23-0.20-0.508.063B/44.003.022.051.250.490.089-0.19-0.38-0.508.07B6.504.001.160.55-0.19-0.42-0.47-0.45-0.438.01用內(nèi)插法求實(shí)際梁位處K1和K0的值，實(shí)際梁位與列表梁位關(guān)系如圖圖4：梁位關(guān)系圖〔尺寸單位：cm〕對(duì)①號(hào)梁:對(duì)于②號(hào)梁：對(duì)于③號(hào)梁：對(duì)于④號(hào)梁：現(xiàn)將①到④號(hào)梁的橫向影響線坐標(biāo)值列表計(jì)算如下表所示：梁號(hào)算式荷載位置B3/4B1/2B1/4B0-1/4B-1/2B-3/4B-B11.3391.2191.3040.8630.7590.7510.8971.1101.3745.0713.4402.011.0.9500.199-0.134-0.310-0.410-0.470-3.372-2.221-0.977-0.0870.5600.8851.2071.5201.844-0.530-0.315-0.139-0.012-0.0800.1260.1710.2160.262405413.1251.8720.9380.279-0.008-0.139-0.194-0.2080.6490.4460.2670.1340.040-0.001-0.020-0.028-0.03021.7291.7101.5631.2360.9100.6730.4940.3640.2662.5712.3442.2011.5000.8830.4300.110-0.251-0.500-0.842-0.624-0.458-0.2640.0270.2430.3840.6150.766-0.120-0.089-0.065-0.0370.0040.0350.0550.0870.1092.4512.2451.9561.4620.8870.4650.1650.164-0.3910.3500.3210.2790.2090.1270.0660.0240.023-0.056續(xù)上表梁號(hào)算式荷載位置B3/4B1/2B1/4B0-1/4B-1/2B-3/4B-B31.1111.1991.3031.3041.1260.8990.6910.5360.8460.8001.3061.6591.7291.4861.0070.5300.040-0.4060.311-0.107-0.356-0.425-0.363-0.1080.1610.4961.2520.044-0.015-0.051-0.060-0.052-0.0150.0230.0700.1780.8441.2911.6081.6691.4340.9920.5530.110-0.2280.1210.1840.2300.2380.2050.1420.0790.016-0.03340.6900.8300.9901.1801.3101.1800.9900.8300.690-0.1500.5001.0401.6301.8101.6301.0400.500-0.1500.8400.330-0.050-0.450-0.500-0.450-0.0500.3300.8400.1190.047-0.007-0.067-0.071-0.064-0.0070.0470.119-0.0310.5471.0331.5661.7391.5661.0330.547-0.031-0.0040.0780.1480.2240.2480.2240.1480.078-0.004在影響線線上按橫向最不利位置布置荷載后，就可按相對(duì)的影響線坐標(biāo)值求得主梁的荷載橫向分布系數(shù)：〔圖見(jiàn)下頁(yè)〕對(duì)于1號(hào)梁：車(chē)輛荷載：人群荷載：對(duì)于2號(hào)梁車(chē)輛荷載：人群荷載：荷載橫向分布系數(shù)的計(jì)算〔尺寸單位：cm〕對(duì)于3號(hào)梁：車(chē)輛荷載：人群荷載：對(duì)于4號(hào)梁：車(chē)輛荷載：人群荷載：人行道板：〔二〕．梁端剪力橫向分布系數(shù)計(jì)算〔杠桿原理法〕汽車(chē)荷載：人群荷載：〔三〕作用效果計(jì)算1．永久作用效應(yīng)鋼筋混凝土T形梁橋永久荷載計(jì)算表構(gòu)件名構(gòu)件尺寸／㎝構(gòu)件單位長(zhǎng)度體積／m3重度〔KN/m3〕每延米重〔KN/m〕主梁0.39862610.3186橫隔梁中梁0.1180263.0680邊梁0.05901.5340橋面鋪裝瀝青混凝土〔厚6cm〕0.096232.2080混凝土墊層〔取平均厚度9cm〕0.1620263.88806.0960人行道6〔1〕永久作用：假定橋面構(gòu)造各局部重力平均分配給各主梁承當(dāng)人行道重力按人行道板橫向分布系數(shù)分配至各梁板重為：各梁的永久荷載匯總結(jié)果見(jiàn)下表：各梁的永久荷載值單位：KN/m梁號(hào)主梁橫隔梁人行道橋面鋪裝層總計(jì)1〔7〕10.31681.53403.61803.888019.35682〔6〕10.31683.06801.37403.888018.64683〔5〕10.31683.06800.57003.888017.8428410.31683.06800,04803.888017.3208〔2〕永久作用效應(yīng)計(jì)算影響線面積計(jì)算見(jiàn)下表。影響線面積計(jì)算表工程計(jì)算面積影響線面積M1//2M1/4V1/2V02)永久作用效應(yīng)計(jì)算見(jiàn)下表永久作用效應(yīng)計(jì)算表梁號(hào)1〔7〕19.356819.53378.038314.