肋板坐标计算一览表
1-5肋骨型线放样.
相应肋骨处轴壳圆弧半径及R8、R9、R10和R11；
⑤ 在图a)上，以点0为圆心，分别以各半径画圆弧，
圆弧两端应接近对应的肋骨线；
⑥ 以同样的半径作反圆弧(也可按比例选取反圆弧
半径)，光顺地连接轴壳圆弧及原肋骨线。 最后，将各反圆弧的圆心连成光顺曲线，以检验
反圆弧的纵向光顺性，若有个别圆心不在曲线上，
应修改反圆弧，使圆心落在曲线上。
例： 尾轴出口处肋骨型线放样
#7
已知条件：1. 肋骨型线图 2. 轴中心（O点）位置 3. 出 口处的轴壳半径（R8） 4. 轴壳开始突出部位肋骨号(#11) ▓ 说明：反圆弧半径R’8 、 R’9 、…分别与R8 、 R9 、…等值
#8 #9 #10
A' R’9 R’10 R'8 O R8 R9 R10 R11 肋骨型线图 （轴壳部位） R'8
半径，以相应的轴心为圆心作圆弧，并用反圆弧将其与原
肋骨线光顺连接。
轴壳的纵向光顺-——通常是通过作纵向斜剖面来光顺 和检验。这又是求取圆弧半径的重要手段。
选择纵向斜剖面必须满足下述两点要求：
1）在横剖线图上的投影直线应通过尾轴的 轴心亦即通过轴壳圆弧的所有圆心； 2）在横剖线图上的投影直线应垂直于轴壳 开始凸起处的原肋骨线，使其贯穿整个轴壳
横剖线图上，用样条将同号肋骨型值点连顺。
（4）作梁拱曲线
将纵剖线图上各肋骨位置的甲板中心线高度(即
各横梁曲线的中心点高度)，转录到横剖线图上； 再将梁拱样板的中线对准横剖线图上的中线，梁 拱样板的最高点对准上述各横梁曲线中心点，并使 梁拱曲线通过对应肋骨曲线的甲板边线点，最后绘
出各横梁曲线。
（5）肋骨型线的检验 作斜剖线
板的各种计算
锚固长度La
板厚-保护 层×2
端支座负筋长度＝La+L2+h-2C 端支座负筋长度＝La+L2+h-2C+弯勾6.25d
中间支座（以hc中1为例）
弯折长 度
中间支座负筋长度＝伸入左跨内长度L3+hc中1+伸入右跨内长度L4+弯折长度 ×2
伸入左跨内长 度L3
L3
hc中1
hc中1
伸入右跨内长度L4
底筋x方向长度＝max（5d，hc左/2）+Ln+max（5d，hc右/2） 底筋x方向长度＝ max（5d，hc左/2）+Ln+max（5d，hc右/2）+6.25d×2（弯勾）
砖墙
max（120， h） 非光 圆筋 光圆筋
Ln
max（120，h）
底筋x方向长度＝Ln+max（120，h）×2 底筋x方向长度＝Ln+max（120，h）×2+6.25d×2（弯勾）
（2）根数计算
起步距离
底筋x方向的根数＝（y方向板净跨长－起步距离×2）/x方向底筋间距+1 （向上取整）
y方向板净 跨长 第一根筋距支座边为 50mm
Ly净
起步距离 50（距支座边）
底筋x方向间距 jx
底筋x方向根数＝（Ly净－50×2）/jx+1（向上取整）
（二）、板上部钢筋
1、x方向 （1）支座负筋 1）长度
分布筋长度L＝ZJ－L1-L1'(下)－L2-L2'+150×2
b.分布筋长度按照负筋布筋范围计算
分布筋长度＝净跨－起步距离×2 起步距离判断 净跨 Ln 为50mm（到支座边） 起步距离 50
肋板桥台计算要点
肋板桥台计算要点肋板桥台受力与配筋计算 V1.03一、基本情况1.荷载荷载标准公路－1级1为I级、2为II级、3为II级折减车道数3只能为2、3或4车道折减系数0.780结构重要性系数γ0=12.填土情况填土高度H=10m即承台顶面至地面高度锥坡坡率 1.5内摩擦角Φ=35°填土容重γ=19kN/m3地基系数m=15000kN/m4锥坡土压力01—考虑，0—不考虑3.桥台尺寸（1）总体桥梁斜度20°桥梁正宽度13m盖梁正宽度背墙高度 1.133m盖梁高度 1.1m（2）肋板肋板厚度B肋=0.8m肋板顶宽L肋顶=1m肋板底宽L肋底= 4.5m肋板个数n肋=2根（3）承台承台长度L承= 5.5m分离式承台承台宽度B承= 2.2m承台高度H承= 1.5m肋板后端距承台边襟边L襟=0.5m默认为前后襟边相等（也可改动）（4）系梁系梁长度L系=10m全桥宽系梁总长度（斜）系梁宽度B系= 1.2m 默认系梁设于承台中间系梁高度H系= 1.5m（5）台桩台桩间距L桩距= 3.3m4.台支座情况支座直径D支=250mm支座高度h支=42mm支座橡胶厚度t支=30mm剪切模量G支= 1.5Mpa台支座数n支=16个5.桥台锚栓锚栓或桥台处桥面连续是否设置11—设，0—不设6.跨径及联孔跨径L=20m跨径暂只能为5～50米联孔数2联孔数只能为1或27.桥墩尺寸桥墩高度h墩=8.867m平原区假设与桥台同高，不同高可修改墩柱直径D1=1m墩柱个数2根墩桩直径D2= 1.2m墩桩个数2根墩概略桩长L桩=15m8.墩支座情况支座直径D支=250mm支座高度h支=42mm支座橡胶厚度t支=30mm剪切模量G支= 1.5Mpa墩支座数n支=32个9.肋板顶受力情况（1）恒载第 1 页，共 28 页盖梁自重P盖=800kN全台宽，含耳背墙挡块等(不含搭板)上部重量2P上=4405kN全台宽一孔跨径全部重量不是桥台上的上部反力e=0m上部荷载偏心距支承线在盖梁中心线的桥跨方向为正（2）汽车按简支梁自动计算，也可手工修改车道均布荷载q K=10.5kN/m公路—I级车道集中荷载P K1=240kN车道集中荷载P K=240kN一孔一联时P汽1=105kN一列汽车产生的台顶最小竖向力P汽1=249kN一列汽车产生的台顶最大竖向力两孔一联时P汽2=0kN汽车偏载增大系数β= 2.6汽车偏载引起最大柱反力与平均反力之比单车道制动力最小值Hmin=165kN制制动力折减系数ξ=0.5车辆荷载单轴重140kN10.温度及收缩徐变情况线膨胀系数α=0.00001安装温度15℃一月平均气温-23℃收缩10℃徐变20℃11.桥墩墩身桩基混凝土情况墩身砼强度等级C30墩身砼弹性模量E c=30000Mpa墩身砼强度等级C20墩桩砼弹性模量E c=25500Mpa12.桥台肋板混凝土和钢筋情况砼强度等级C30砼抗压强度设计值f cd=11.5MPa f cd—混凝土轴心抗压强度设计值钢筋抗拉压强度f sd=f sd'=280MPa f sd=f sd'—普通钢筋抗拉、抗压强度设计值受拉区钢筋至边缘距离a s=6cm a s—构件受拉区普通钢筋合力点至受拉区边缘的距离受压区钢筋至边缘距离a s'=6cm a s'—构件受压区普通钢筋合力点至受压区边缘的距离相对界限受压区高度ξb=0.56ξb—相对界限受压区高度—查表5.2.1应力高度与实际高度比β=0.8β—截面受压区矩形应力图高度与实际受压区高度的比值—钢筋表面形状系数=C1=1光圆钢筋C1=1.4 带肋钢筋C1=1.0单侧最小配筋率P=0.20%钢筋弹性模量E s=200000Mpa13.汽车冲击力计算数据计算跨径L j=19.6m按跨径减0.4米自动计算，也可手工修改上部材料弹性模量E c=32500Mpa上部跨中截面惯矩I c=0.7677m4跨中每延米重量G=142.84kN/m14.搭板计算数据搭板长度L搭=10m搭板的影响仅在计算基础时考虑搭板宽度B搭=11.75m行车道宽度搭板厚度H搭=0.34m搭板偏心距e搭=-0.4m搭板支承线距台柱中心的距离支承线在台柱中心线的桥跨方向为正二、台身土压力计算1.台身活载土压力计算忽略了搭板的影响桥梁斜宽度b=13.834m盖梁斜宽度(1)活载等代土层厚度h a=(∑G)/(bγl0)填土高H=10.00m填土高内摩擦角Φ=35.0°内摩擦角填土容重γ=19.0kN/m3填土容重台背与竖直面夹角α=0.0°填土面与水平面夹角β=0.0°台背与填土间摩擦角δ=φ/2第 2 页，共 28 页=17.5°ω=α+δ+φ=52.5°破裂面夹角θtgθ=-tgω+sqrt[(ctgφ+tgω)(tgω-tgα)]破裂棱体破裂面与竖直线夹角=0.583破裂棱体长度l0=H×tgθ= 5.835m破棱体上作用轴数2未考虑破裂棱体长度大于8.4米的情况汽车∑G=655.2kNh a=0.427m主动土压力系数μ=cos2(φ-α)/{cos2α×cos(α+δ)×[1+sqrt(sin(φ+δ)×sin(φ-β)/cos(α+δ)/cos(α-β))]2}=0.246(2)活载土压力荷载集度q0=h a×γ×b×μ=27.6kN/m2.台身恒载土压力计算(1)台后恒载土压力h2= 2.233m背墙及盖梁高度q1恒=0kN/m背墙顶面恒载土压力集度（全桥宽）q2恒=h2×γ×b×μ盖梁底面恒载土压力集度（全桥宽）144.5kN/mB肋=0.8m肋板厚度n=2肋板个数b1=肋板计算宽度(全桥宽)。
桥梁计算表格
分块面积分块面积分块面积形心到上缘距离分块面积对上缘静矩分块面积自身惯矩di=ys-yi分块面积对截面形心惯矩I=Ii+Ix cm 2cm cm3cm4cm cm4cm4翼板36007.52700067500561136016911427669三角承托15016.667250020847331459331668腹板261087.52283754572938-2414815476054485下三角360153.3551888000-9028917672899767马蹄1080170183********-1061220946312245463∑780049666346846462827440632959052翼板27007.5202505062563.501088772410938349三角承托15016.667250020854.33442842443050腹板261087.52283754572938-16.507104105283347下三角360153.3551888000-82.3024382722446272马蹄1080170183********-99.001058467610620676∑69004899134667771250639232973169463.67cm 71.00cm36.33cm 66.36cm0.57分块面积分块面积分块面积形心到上缘距离分块面积对上缘静矩分块面积自身惯矩di=ys-yi分块面积对截面形心惯矩I=Ii+Ix cm 2cm cm3cm 4cm cm 4cm 4翼板36007.5270006750064.851513962115207121三角承托15016.667250020855.68465080465288腹板207072.51500752281313-0.15472281360下三角360123.3443888000-50.95934545942545马蹄2700155418500520833-82.651844401018964843∑888064246328778553498330337861157翼板27007.5202505062572.161406035914110984三角承托15016.667250020863.00595280595488腹板207072.515007522813137.161062172387530下三角360123.3443888000-43.64685499693499分块截面几何特性分块名称大毛截面小毛截面大毛截面形心到上缘距离ys1=小毛截面形心到上缘距离ys2=检验截面效率指标(希望>0.5)上核心距=下核心距=截面效率指标=说明以上初步拟定主梁跨中截面尺寸是合理的变化点截面跨中截面小毛截面分块名称大毛截面马蹄2700155418500520833-75.341532417415845007∑798063571328609803077152933632508ys1=72.35cm ys2=79.66cm分块面积分块面积分块面积形心到上缘距离分块面积对上缘静矩分块面积自身惯矩di=ys-yi分块面积对截面形心惯矩I=Ii+Ix cm 2cm cm3cm 4cm cm 4cm 4翼板36007.5270006750063.451449317914560679三角承托15016.667250020854.28441994442202腹板891097.586872520214563-26.55628075426495317∑12660898225202822712121592741498198翼板27007.5202505062568.311259730612647931三角承托15016.667250020859.14524608524816腹板891097.586872520214563-21.69419342524407988∑11760891475202653961731533937580736ys1=70.95cm k x =46.20cmys2=75.81cmg=17.25g1=20.18g2=10.96跨中四分点变化点支点α0.500.250.050.00弯距2110.911583.18387.950.00剪力0.00145.58263.05291.16弯距1152.17864.13211.750.00剪力0.0079.46143.58158.92弯距3263.082447.31599.690.00剪力0.00225.04406.62450.08支点Mmax Qmax Mmax Qmax Mmax Qmax Qmax KN.m KN KN.m KN KN.m KN KN 一期恒载2110.910.001583.18145.58387.95263.05291.16二期恒载1152.170.00864.1379.46211.75143.58158.92总恒载=1+23263.080.002447.31225.04599.69406.62450.08汽-201935.88104.331603.57195.59404.70225.05292.50挂-1002350.40162.091913.60266.09490.02276.53277.56恒+汽5198.96104.334050.88420.631004.39631.67742.58恒+挂5613.48162.094360.91491.131089.71683.15727.64Σ荷载类型变化点截面跨中截面四分点截面恒载内力一期内力组合计算支点截面二期小毛截面分块名称大毛截面Sji=1.2*恒+1.4*汽6625.93146.065181.77543.871286.21803.02949.60Sjm=1.2*恒+1.1*挂6501.14178.305041.73562.751258.65792.13845.41汽/6*100%0.37 1.000.400.460.400.360.39提高系数 1.03 1.00 1.03 1.03 1.03 1.00 1.03挂/7*100%0.42 1.000.440.540.450.400.38提高系数 1.00 1.03 1.00 1.02 1.00 1.00 1.00提高后Sji 6824.71146.065337.22560.191324.80803.02978.08提高后Sjm 6501.14183.655041.73574.001258.65792.13845.41钢束其弯高度y1y2L1x3ΦR N1(N2)2112.198.8110099.2571182.35N35112.1938.8110099.2575207.12N4103.325.8877.4210096.59152272.05N512025.8894.1210096.59152762.15N6120.8830.9089.9810095.11181838.41x4(cm)R （cm)sin cos a0(cm)ai(cm)ay(cm)N1(N2)/1182.3599.00N3/5207.1299.00N4/2272.0516.716.70N565.232762.150.023620.999723030.77N682.651838.410.044960.998994243.86N1(N2)71.031182.350.060070.99819911.14N3565.215207.120.108550.99409939.77N4515.342272.050.226820.9739416.775.92N5650.232762.150.235410.9719030107.63y 角度a x5x5*tan(a)a0ai N1(N2)21.007.0032.32 3.979.0026.03N351.0015.0028.637.679.0052.33N4103.3015.0029.307.8516.70112.15N5120.0015.0021.265.7030.00144.30N6RΦ曲线长S 直线长X1直线长L1有效长度预留长度N1(N2)1182.357.00144.451238.97100.002966.85140.00N35207.127.00636.17744.79100.002961.91140.00N42272.0515.00594.82794.66100.002978.96140.00N52762.1515.00723.13659.77100.002965.80140.00N61838.4118.00577.55642.35100.002639.82140.00分块名称分块面积分块面积重心到上缘距离分块面积对上缘静矩全截面重心到上缘距离分块面积自身惯矩di管道面积=46.566n=6n y =毛截面6900.0071.0048991329731694-4.2619.72钢束布置计算各计算截面钢束位置及钢束群位置1/4点支点72.17钢束长度计算49.12变化点截面面积和惯矩计算扣除管道面积-279.40160.72-449050-93.97Σ6667.1744500829731694毛截面7800.0063.67496663329590522.78钢束换算面积230.40160.7237030-94.26Σ8030.4053369332959052毛截面6900.0071.0048991329731694-4.24扣除管道面积-279.40160.28-44781-93.51Σ6667.1744513229731694毛截面7800.0063.67496663329590522.77钢束换算面积230.40160.2836928-93.83Σ8030.4053359132959052毛截面7980.0079.6663571333632508-1.54扣除管道面积-232.83130.88-30474-52.76Σ7747.1760523933632508毛截面8880.0072.35642463378611571.24钢束换算面积192.00130.8825130-57.30Σ9072.0066759337861157毛截面11760.0075.8189147537580736-0.65扣除管道面积-232.83107.83-25106-32.67Σ11527.1786636937580736毛截面12660.0070.95898225414981980.55钢束换算面积192.00107.8320704-36.33Σ12852.0091892941498198b1=180r s =66.75b2=240rs=Ai(cm2)yi(cm)Si(cm3)Ai(cm2)yi(cm)翼板270059159965翼板360059三角承托150507512三角承托15050肋板90494432肋板9049171909下三角3608731171下三角36087马蹄1080103111514马蹄1080104肋板3608329971肋板36084管道-27994-26256管道23094146401翼板270059159965翼板360058三角承托150507512三角承托15049肋板9322624108肋板93225191584-1翼板270059159965翼板360058三角承托150507512三角承托15049肋板9262624098肋板92625191575rs=67rs=Ai(cm2)yi(cm)Si(cm3)Ai(cm2)yi(cm)净截面换算截面66.7666.4578.1273.591/4点1/4点跨中66.7566.46换算截面净截面换算截面跨中75.1671.50截面对重心轴静矩计算净截面净轴以上面积对净轴静矩换轴以上面积对净轴静矩静矩翼缘对换轴静矩马蹄部分对换轴静矩净轴以上面积对换轴静矩换轴以上面积对换轴静矩静矩变化点支点净截面换算截面翼缘对净轴静矩马蹄部分对净轴静矩翼板270059160015翼板360058三角承托150507515三角承托15049肋板90494434肋板9048171963下三角3608731165下三角36088马蹄1080103111494马蹄1080104肋板3608329965肋板36084管道-27994-26128管道23095146496翼板270059160015翼板360058三角承托150507515三角承托15049肋板9322624108肋板93225191637翼板270059160015翼板360058三角承托150507515三角承托15049肋板9262624098肋板92625191628rs=78rs=Ai(cm2)yi(cm)Si(cm3)Ai(cm2)yi(cm)翼板270071190685翼板360066三角承托150619219三角承托15057肋板90615456肋板9056205359下三角3604516275下三角36050马蹄270077207565马蹄270081肋板3604215075肋板36046管道-23353-12284管道23057226632翼板270071190685翼板270066三角承托150619219三角承托15057肋板11363235862肋板108327235765翼板270071190685翼板270066三角承托150619219三角承托15057肋板10553435677肋板102530235580rs=75rs=Ai(cm2)yi(cm)Si(cm3)Ai(cm2)yi(cm)翼板270068182679翼板360064三角承托150588774三角承托15055肋板2705815568肋板27054207021翼板270068182679翼板360064三角承托150588774三角承托15055肋板32493097715肋板324926净轴以上面积对净轴静矩变化点翼缘对净轴静矩马蹄部分对净轴静矩净轴以上面积对净轴静矩净轴以上面积对换轴静矩换轴以上面积对净轴静矩静矩翼缘对净轴静矩马蹄部分对净轴静矩翼缘对换轴静矩翼缘对净轴静矩净轴以上面积对净轴静矩换轴以上面积对换轴静矩静矩翼缘对换轴静矩支点净轴以上面积对换轴静矩翼缘对换轴静矩马蹄部分对换轴静矩净轴以上面积对换轴静矩换轴以上面积对换轴静矩静矩换轴以上面积对净轴静矩静矩马蹄部分对换轴静矩289168翼板270066178443翼板360062三角承托150578538三角承托15053肋板30512886193肋板305125273174跨中四分点变化点支点A j cm 266676667774711527I j cm 427389284274122913300329637337114y js cm 67677875y jx cm 113113102105梁上边缘W js cm 3410350410580422448496776梁下边缘W jx cm 3241840242083323955356130翼缘部分面积S a-j cm 3171909171963205359253200净轴以上面积S j-j cm 3191584191637235765324446换轴以上面积S o-j cm3191575191628235580307763马蹄部分面积S h-j cm 31464011464962266320e j cm98.5193.5152.7632.67A o cm 280308030907212852I o cm 435066653350475203850508941755461y os cm 66.4666.4573.5971.50y ox cm 113.54113.55106.41108.50梁上边缘W os cm3527643527455523250583986梁下边缘W ox cm 3308846308643361850384846翼缘部分面积S a-o cm 3224128220924252332253200净轴以上面积S j-o cm 323064239638217100324446换轴以上面积S o-o cm 3239659239635217836307763马蹄部分面积S h-o cm31948911964842668420e o cm 98.8093.8357.3036.33a ycm14.7419.7249.1272.17θ=Φ-α角度弧度N1(N2)70.127.570.03080.030342.29N3150.267.540.05730.055777.66N4150.267.540.05730.055777.67N513.650.247.460.05270.051471.64N615.420.27 5.810.05700.055477.23N1(N2)70.1214.820.03800.037352.06N3150.2614.790.06450.062587.17N4150.2614.790.06450.062587.18N5150.2614.710.06450.062487.08N6180.3113.060.07280.070297.88钢束群重心到净轴距离换算截面换算面积换算惯距截面形心至上缘距离截面形心至下缘距离截面抗弯模量对形心轴静矩混凝土净截面净面积净惯矩截面形心至上缘距离截面形心至下缘距离截面抗弯模量单位截面换轴以上面积对净轴静矩静矩面积对净轴静矩截面管道摩擦损失σs1截面位置钢束x (m)μ*θ+k*x 1-e -(μθ+kx)σk [1-e-(μθ+kx)](Mpa)面积对换轴静矩换轴以上面积对换轴静矩静矩截面特性汇总1/4点钢束群重心到换轴距离钢束群重心到下缘距离对形心轴静矩名称符号跨中N1(N2)11.560.20 1.720.04000.039354.76N38.770.15 1.690.03080.030342.26N4 1.890.03 1.690.00800.007911.06N5 1.380.02 1.610.00620.00628.63N1(N2)000.320.00030.00030.45N3000.290.00030.00030.40N4000.290.00030.00030.41N5000.210.00020.00020.30钢束N1(N2)N3N4N5N6l(mm)31068.4931019.1431189.5831057.9927798.16σs2(Mpa)73.3973.5073.1073.4182.02σy0σy0*Δay cos αN y0A j =6667I j =27412291N21279.3210746.30110746.3010746.30103.751114928.70N11246.8310473.40110473.4021219.70103.751086615.52N51195.5410042.560.99972110810039.7631259.4681.98823059.59N31153.959693.1419693.1440952.60103.751005663.14N41131.349503.2619503.2650455.8796.05912788.38Aj=6667Ij=27389284.01N21269.5510664.22110664.2210664.22103.761106519.33N11237.2910393.20110393.2021057.42103.761078398.71N51179.699909.3619909.3630966.7882.76820098.48N31144.369612.6619612.6640579.44103.76997409.44N41131.269502.6019502.6050082.0496.05912724.49Aj=7747Ij=33003295.98N21266.8610641.590.99819400710622.3710622.3790.86965148.32N11244.4110453.080.99819400710434.2021056.5790.86948051.50N51299.6410916.960.97189685810610.1631666.73-5.63-59735.21N31230.3810335.190.9940914110274.1241940.8583.37856553.64N41268.7510657.470.97393711710379.7152320.5626.08270702.82A=8030.4Io=35047519.92N611235.7510380.280.99898900210369.7869.69722721.48N2914.407680.9317680.93104.55803069.23N1914.937685.3917685.39104.55803534.73N5888.337461.960.9997211087459.8882.78617553.08N3882.687414.5217414.52104.55775214.85N4881.477404.3817404.3896.54714783.45N6890.037476.230.9989890027468.6769.69520528.85Σ45113.774234684.19A=8030.4Io=35066652.86变化点1/4点支点锚具变形，钢束回缩引起的损失σs2（Mpa)截面σs4计算表钢束号锚固时预加纵向轴力N y0ΣNy0(0.1KN)e yi M y0=Ny0*eyi1/4点跨中变化点成桥后张拉N6N611235.7510380.27515110380.2751571.54742614.5091N2929.797810.24333317810.243333104.54816490.0799N1891.347487.28532117487.285321104.54782727.7499N5892.207494.47881917494.47881983.54626095.7096N3896.707532.25247817532.252478104.54787428.6581N4892.307495.27927917495.27927996.87726074.6536N6890.987484.22985217484.22985271.54535428.7432Σ45303.769084274245.594σs5=0.045*139562.775截面Ny(Mpa)My(Mpa)Mg(Mpa)My-Mg I (m 4) A (m 2)e (m)Ny/A 跨中5008.204915.152110.912804.240.273892840.670.997.511/4点5045.594943.061583.18253359.870.2741229050.670.947.57变化点5232.062980.72387.94562592.780.330032960.770.53 6.75βα(τ)=0.312u=818.74h=λ*2*Ah/u=28.58查表Φf2= 1.61Φf =2*1.61= 3.22Φ(∞,т)=Φ(t,т)= 2.77ε=0.23*10^3配筋率跨中1/4点变化点A (cm 2)8030.408030.409072.00Ay (cm2)50.4050.4050.40μ0.010.010.01跨中1/4点变化点r 24366.744364.364244.39e A98.8093.8357.30e A 29761.628804.463282.83ρ3.24 3.02 1.771+10*μ*ρ 1.20 1.19 1.10Φ(∞,т) 2.773 2.773 2.773ε=0.000230.000230.00023σh17.6019.0310.90n*σh*Φ(∞,т)271.86293.98168.36Ey*ε42.5542.5542.55n*σh*Φ(∞,314.41336.53210.91261.34282.94192.00跨中混凝土收缩须变损失σs6σh的计算分母分子σs6 (Mpa)σs1σs2σs4N11395.0052.0673.3932.261237.29N21395.0052.0673.390.001269.55N31395.0087.1773.5089.961144.36N41395.0087.1873.10112.971121.75N51395.0087.0873.4154.831179.69N61395.0097.8882.021215.10N11395.0054.7673.3922.441244.41N21395.0054.7673.390.001266.86N31395.0042.2673.5048.861230.38N41395.0011.0673.1042.091268.75N51395.008.6373.4113.321299.64截面M (KN.m)N (KN)σs5+σs6N y N y1M'M y1变化点2980.7252320.560.005232.060.002980.72（一）混凝土法向应力的验算梁截面下缘最大压应力бha ≤0.75R ab’＝0.75×0.9×35＝23.625MPa 梁截面上缘最大拉应力бhl ≤0.75R lb’＝0.70×0.9×3.0＝1.89MPa 截面应力部位M g1 （kN·m）N y0(kN)M y0(kN·m)A j （m 2）I 1（m 4)e 1s e 1x (m)上缘0.67下缘 1.13上缘0.67下缘 1.13上缘0.78下缘1.02采用两定点吊装。
道路坐标计算表(有公式)
逐 桩 坐 标 表ZY点或YZ点坐标ZY点或YZ点R L E N左右偏左侧右侧F F弧度E弧度N弧度F弧度F S 桩号X Y半径长度切线角方位角方向左侧右侧左侧右侧横向距离8525.8823590080.3521849.9370.000173.78-909083.8263.780 3.033 1.46 4.60412 8525.8823590080.3521849.93714.120.324173.78-909083.8263.780.0056 3.033 1.46 4.60412 8525.8823590080.3521849.93734.120.782173.78-909083.8263.780.0136 3.033 1.46 4.60412 8525.8823590080.3521849.93754.12 1.24173.78-909083.8263.780.0216 3.033 1.46 4.60412 8525.8823590080.3521849.93774.12 1.699173.78-909083.8263.780.0296 3.033 1.46 4.60412 8525.8823590080.3521849.93794.12 2.157173.78-909083.8263.780.0376 3.033 1.46 4.60412 8525.8823590080.3521849.937114.12 2.615173.78-909083.8263.780.0456 3.033 1.46 4.60412 8525.8823590080.3521849.937134.12 3.074173.78-909083.8263.780.0536 3.033 1.46 4.60412 8525.8823590080.3521849.937154.12 3.532173.78-909083.8263.780.0616 3.033 1.46 4.60412 8525.8823590080.3521849.937174.12 3.99173.78-909083.8263.780.0696 3.033 1.46 4.60412 8525.8823590080.3521849.937194.12 4.449173.78-909083.8263.780.0776 3.033 1.46 4.60412 8525.8823590080.3521849.937214.12 4.907173.78-909083.8263.780.0856 3.033 1.46 4.60412 8525.8823590080.3521849.937234.12 5.366173.78-909083.8263.780.0936 3.033 1.46 4.60412 8525.8823590080.3521849.937254.12 5.824173.78-909083.8263.780.1016 3.033 1.46 4.60412 8525.8823590080.3521849.937274.12 6.282173.78-909083.8263.780.1096 3.033 1.46 4.60412 8525.8823590080.3521849.937294.12 6.741173.78-909083.8263.780.1176 3.033 1.46 4.60412 8525.8823590080.3521849.937314.127.199173.78-909083.8263.780.1256 3.033 1.46 4.60412 8525.8823590080.3521849.937334.127.657173.78-909083.8263.780.1336 3.033 1.46 4.60412 8525.8823590080.3521849.937354.128.116173.78-909083.8263.780.1416 3.033 1.46 4.60412 8525.8823590080.3521849.937374.128.574173.78-909083.8263.780.1496 3.033 1.46 4.6047.995 8525.8823590080.3521849.937394.129.033173.78-909083.8263.780.1576 3.033 1.46 4.6047.995 8525.8823590080.3521849.937414.129.491173.78-909083.8263.780.1656 3.033 1.46 4.6047.995 8525.8823590080.3521849.937434.129.949173.78-909083.8263.780.1736 3.033 1.46 4.6047.995 8525.8823590080.3521849.937454.1210.41173.78-909083.8263.780.1816 3.033 1.46 4.6047.995 8525.8823590080.3521849.937474.1210.87173.78-909083.8263.780.1896 3.033 1.46 4.6047.995ZY点或YZ点坐标ZY点或YZ点R L E N左右偏左侧右侧F F弧度E弧度N弧度F弧度F S 桩号X Y半径长度切线角方位角方向左侧右侧左侧右侧横向距离8525.8823590080.3521849.937494.1211.32173.78-909083.8263.780.1976 3.033 1.46 4.6047.995 8525.8823590080.3521849.937514.1211.78173.78-909083.8263.780.2056 3.033 1.46 4.6047.995 8525.8823590080.3521849.937534.1212.24173.78-909083.8263.780.2136 3.033 1.46 4.6047.995 8525.8823590080.3521849.937554.1212.7173.78-909083.8263.780.2216 3.033 1.46 4.6047.995 8525.8823590080.3521849.937574.1213.16173.78-909083.8263.780.2296 3.033 1.46 4.6047.995 8525.8823590080.3521849.937594.1213.62173.78-909083.8263.780.2376 3.033 1.46 4.6047.995 8525.8823590080.3521849.937614.1214.07173.78-909083.8263.780.2456 3.033 1.46 4.6047.995 8525.8823590080.3521849.937634.1214.53173.78-909083.8263.780.2536 3.033 1.46 4.6047.995 8525.8823590080.3521849.937654.1214.99173.78-909083.8263.780.2616 3.033 1.46 4.6047.995 8525.8823590080.3521849.937674.1215.45173.78-909083.8263.780.2696 3.033 1.46 4.6047.995 8525.8823590080.3521849.937694.1215.91173.78-909083.8263.780.2776 3.033 1.46 4.6047.995 8525.8823590080.3521849.937714.1216.37173.78-909083.8263.780.2856 3.033 1.46 4.6047.995 8525.8823590080.3521849.937734.1216.82173.78-909083.8263.780.2936 3.033 1.46 4.6047.995 8525.8823590080.3521849.937754.1217.28173.78-909083.8263.780.3016 3.033 1.46 4.6047.995 8525.8823590080.3521849.937774.1217.74173.78-909083.8263.780.3096 3.033 1.46 4.6047.995 8525.8823590080.3521849.937775.4817.77173.78-909083.8263.780.3102 3.033 1.46 4.6047.995 ZY点或YZ点坐标ZY点或YZ点R L E N左右偏左侧右侧F F弧度E弧度N弧度F弧度F S 桩号X Y半径长度切线角方位角方向左侧右侧左侧右侧横向距离9301.3663589309.378521933.927300018.6340.356173.781-909084.1264.140.0062 3.033 1.47 4.617.995 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2.483182.631-909095.1275.110.0433 3.187 1.66 4.8027.995 13727.343584932.426522304.4622600132.66 2.923182.631-909095.5275.550.051 3.187 1.67 4.8097.995 13727.343584932.426522304.4622600152.66 3.364182.631-909096275.990.0587 3.187 1.68 4.8177.995ZY点或YZ点坐标ZY点或YZ点R L E N左右偏左侧右侧F F弧度E弧度N弧度F弧度F S 桩号X Y半径长度切线角方位角方向左侧右侧左侧右侧横向距离13727.343584932.426522304.4622600172.66 3.805182.631-909096.4276.430.0664 3.187 1.68 4.8257.995 13727.343584932.426522304.4622600192.66 4.246182.631-909096.9276.870.0741 3.187 1.69 4.8327.995 13727.343584932.426522304.4622600212.66 4.686182.631-909097.3277.310.0818 3.187 1.7 4.847.995 13727.343584932.426522304.4622600232.66 5.127182.631-909097.8277.750.0895 3.187 1.71 4.8487.995 13727.343584932.426522304.4622600252.66 5.568182.631-909098.2278.190.0972 3.187 1.71 4.8557.995 13727.343584932.426522304.4622600272.66 6.009182.631-909098.6278.630.1049 3.187 1.72 4.8637.995 13727.343584932.426522304.4622600292.66 6.449182.631-909099.1279.080.1126 3.187 1.73 4.8717.995 13727.343584932.426522304.4622600312.66 6.89182.631-909099.5279.520.1203 3.187 1.74 4.8787.995 13727.343584932.426522304.4622600332.667.331182.631-9090100279.960.1279 3.187 1.74 4.8867.995 13727.343584932.426522304.4622600352.667.772182.631-9090100280.40.1356 3.187 1.75 4.8947.995 13727.343584932.426522304.4622600372.668.212182.631-9090101280.840.1433 3.187 1.76 4.9027.995 13727.343584932.426522304.4622600392.668.653182.631-9090101281.280.151 3.187 1.77 4.9097.995 13727.343584932.426522304.4622600412.669.094182.631-9090102281.720.1587 3.187 1.78 4.9177.995 13727.343584932.426522304.4622600432.669.534182.631-9090102282.160.1664 3.187 1.78 4.9257.995 13727.343584932.426522304.4622600452.669.975182.631-9090103282.60.1741 3.187 1.79 4.9327.995 13727.343584932.426522304.4622600472.6610.42182.631-9090103283.040.1818 3.187 1.8 4.947.995 13727.343584932.426522304.4622600492.6610.86182.631-9090103283.480.1895 3.187 1.81 4.9487.995 13727.343584932.426522304.4622600512.6611.3182.631-9090104283.920.1972 3.187 1.81 4.9557.995 13727.343584932.426522304.4622600532.6611.74182.631-9090104284.360.2049 3.187 1.82 4.96312 13727.343584932.426522304.4622600552.6612.18182.631-9090105284.80.2126 3.187 1.83 4.97112 13727.343584932.426522304.4622600572.6612.62182.631-9090105285.250.2203 3.187 1.84 4.97812 13727.343584932.426522304.4622600592.6613.06182.631-9090106285.690.2279 3.187 1.84 4.98612 13727.343584932.426522304.4622600612.6613.5182.631-9090106286.130.2356 3.187 1.85 4.99412 13727.343584932.426522304.4622600632.6613.94182.631-9090107286.570.2433 3.187 1.86 5.00212 13727.343584932.426522304.4622600652.6614.38182.631-9090107287.010.251 3.187 1.87 5.00912 13727.343584932.426522304.4622600672.6614.82182.631-9090107287.450.2587 3.187 1.88 5.01712 13727.343584932.426522304.4622600692.6615.26182.631-9090108287.890.2664 3.187 1.88 5.02512 13727.343584932.426522304.4622600712.6615.7182.631-9090108288.330.2741 3.187 1.89 5.03212 13727.343584932.426522304.4622600732.6616.15182.631-9090109288.770.2818 3.187 1.9 5.0412。
钢支撑计算明细表-2012-04-20
图册：第四篇第十册第二分册第一部分 图号：BJM14-04-10-02-SS-JG01-015A、016A、017A、028B、附图二~附图五 钢支撑计算明细表—第二～四道点图一图册：第四篇第十册第二分册第一部分 图号：BJM14-04-10-02-SS-JG01-015A、016A、017A、028B、附图二~附图五 钢支撑计算明细表—第二～四道图册：第四篇第十册第二分册第一部分 图号：BJM14-04-10-02-SS-JG01-015A、016A、017A、028B、附图二~附图五 钢支撑计算明细表—第二～四道钢支撑节图册：第四篇第十册第二分册第一部分 图号：BJM14-04-10-02-SS-JG01-015A、016A、017A、028B、附图二~附图五 钢支撑计算明细表—第二～四道点图一图册：第四篇第十册第二分册第一部分 图号：BJM14-04-10-02-SS-JG01-015A、016A、017A、028B、附图二~附图五 钢支撑计算明细表—第二～四道图册：第四篇第十册第二分册第一部分 图号：BJM14-04-10-02-SS-JG01-015A、016A、017A、028B、附图二~附图五 钢支撑计算明细表—第二～四道钢支撑节点图一图册：第四篇第十册第二分册第一部分 图号：BJM14-04-10-02-SS-JG01-015A、016A、017A、028B、附图二~附图五 钢支撑计算明细表—第二～四道图册：第四篇第十册第二分册第一部分 图号：BJM14-04-10-02-SS-JG01-015A、016A、017A、028B、附图二~附图五 钢支撑计算明细表—第二～四道钢支撑节点图二图册：第四篇第十册第二分册第一部分 图号：BJM14-04-10-02-SS-JG01-015A、016A、017A、028B、附图二~附图五 钢支撑计算明细表—第二～四道钢支撑节点图三图册：第四篇第十册第二分册第一部分 图号：BJM14-04-10-02-SS-JG01-015A、016A、017A、028B、附图二~附图五 钢支撑计算明细表—第二～四道点图一图册：第四篇第十册第二分册第一部分 图号：BJM14-04-10-02-SS-JG01-015A、016A、017A、028B、附图二~附图五 钢支撑计算明细表—第二～四道图册：第四篇第十册第二分册第一部分 图号：BJM14-04-10-02-SS-JG01-015A、016A、017A、028B、附图二~附图五 钢支撑计算明细表—第二～四道图册：第四篇第十册第二分册第一部分 图号：BJM14-04-10-02-SS-JG01-015A、016A、017A、028B、附图二~附图五 钢支撑计算明细表—第二～四道钢支撑节图册：第四篇第十册第二分册第一部分 图号：BJM14-04-10-02-SS-JG01-015A、016A、017A、028B、附图二~附图五 钢支撑计算明细表—第二～四道点图三钢支撑节角部图册：第四篇第十册第二分册第一部分 图号：BJM14-04-10-02-SS-JG01-015A、016A、017A、028B、附图二~附图五 钢支撑计算明细表—第二～四道连接件数。
钢结构计算表
kg kg kg kg kg kg kg kg kg
栏杆 钢格栅板 6 160.3m钢平台 GL601 GL602 GL603 GL604 GL605 GL606 栏杆
钢管竖杆 G405/40/100
热镀锌 热镀锌
kg kg kg
口1000*400*12*30 口1000*400*12*30 H800*400*20*30 HW200*200*8*12 HW200*200*8*12 HW200*200*8*12 钢管竖杆 -30*4
4
六
不锈钢雨罩
-4.5 C3535A2 加强立柱 L160*14 -16 -16
烟道口
烟道口预埋件 （烟道口） （烟道口）上下各一圈 04图纸加劲肋（圈6） 04图纸加劲肋（圈4）
kg
1 2
Q235B钢 Q345B钢 Q345B钢 Q345B钢
kg kg kg kg
10烟道接口加劲肋环向 烟道接口加劲肋长方向
二
41.6-53.7 53.7-88.65 88.65-92.45 92.75-108.05 108.05-113.5 113.5-157.5 157.5-163.5 163.5-180.3
12mm+1.2mm 8mm+1.2mm 12mm+1.2mm 8mm+1.2mm 12mm+1.2mm 8mm+1.2mm 12mm+1.2mm 8mm+1.2mm 12mm+1.2mm 12mm+1.2mm 12mm+1.2mm 12mm+1.2mm 12mm+1.2mm
300×400 400*500
kg kg kg kg m² m² kg
肋板桥台计算
肋板桥台受力与配筋计算 V1.03一、基本情况1.荷载荷载标准公路－1级1为I级、2为II级、3为II级折减车道数3只能为2、3或4车道折减系数0.780结构重要性系数γ0=12.填土情况填土高度H=10m即承台顶面至地面高度锥坡坡率 1.5内摩擦角Φ=35°填土容重γ=19kN/m3地基系数m=15000kN/m4锥坡土压力01—考虑，0—不考虑3.桥台尺寸（1）总体桥梁斜度20°桥梁正宽度13m盖梁正宽度背墙高度 1.133m盖梁高度 1.1m（2）肋板肋板厚度B肋=0.8m肋板顶宽L肋顶=1m肋板底宽L肋底= 4.5m肋板个数n肋=2根（3）承台承台长度L承= 5.5m分离式承台承台宽度B承= 2.2m承台高度H承= 1.5m肋板后端距承台边襟边L襟=0.5m默认为前后襟边相等（也可改动）（4）系梁系梁长度L系=10m全桥宽系梁总长度（斜）系梁宽度B系= 1.2m默认系梁设于承台中间系梁高度H系= 1.5m（5）台桩台桩间距L桩距= 3.3m4.台支座情况支座直径D支=250mm支座高度h支=42mm支座橡胶厚度t支=30mm剪切模量G支= 1.5Mpa台支座数n支=16个5.桥台锚栓锚栓或桥台处桥面连续是否设置11—设，0—不设6.跨径及联孔跨径L=20m跨径暂只能为5～50米联孔数2联孔数只能为1或27.桥墩尺寸桥墩高度h墩=8.867m平原区假设与桥台同高，不同高可修改墩柱直径D1=1m墩柱个数2根墩桩直径D2= 1.2m墩桩个数2根墩概略桩长L桩=15m8.墩支座情况支座直径D支=250mm支座高度h支=42mm支座橡胶厚度t支=30mm剪切模量G支= 1.5Mpa墩支座数n支=32个9.肋板顶受力情况（1）恒载盖梁自重P盖=800kN全台宽，含耳背墙挡块等(不含搭板)上部重量2P上=4405kN全台宽一孔跨径全部重量不是桥台上的上部反力e=0m上部荷载偏心距支承线在盖梁中心线的桥跨方向为正（2）汽车按简支梁自动计算，也可手工修改车道均布荷载q K=10.5kN/m公路—I级车道集中荷载P K1=240kN车道集中荷载P K=240kN一孔一联时P汽1=105kN一列汽车产生的台顶最小竖向力P汽1=249kN一列汽车产生的台顶最大竖向力两孔一联时P汽2=0kN汽车偏载增大系数β= 2.6汽车偏载引起最大柱反力与平均反力之比单车道制动力最小值H制min=165kN制动力折减系数ξ=0.5车辆荷载单轴重140kN10.温度及收缩徐变情况线膨胀系数α=0.00001安装温度15℃一月平均气温-23℃收缩10℃徐变20℃11.桥墩墩身桩基混凝土情况墩身砼强度等级C30墩身砼弹性模量E c=30000Mpa墩身砼强度等级C20墩桩砼弹性模量E c=25500Mpa12.桥台肋板混凝土和钢筋情况砼强度等级C30砼抗压强度设计值f cd=11.5MPa f cd—混凝土轴心抗压强度设计值钢筋抗拉压强度f sd=f sd'=280MPa f sd=f sd'—普通钢筋抗拉、抗压强度设计值受拉区钢筋至边缘距离a s=6cm a s—构件受拉区普通钢筋合力点至受拉区边缘的距离受压区钢筋至边缘距离a s'=6cm a s'—构件受压区普通钢筋合力点至受压区边缘的距离相对界限受压区高度ξb=0.56ξb—相对界限受压区高度—查表5.2.1应力高度与实际高度比β=0.8β—截面受压区矩形应力图高度与实际受压区高度的比值钢筋表面形状系数=C1=1光圆钢筋C1=1.4 带肋钢筋C1=1.0单侧最小配筋率P=0.20%钢筋弹性模量E s=200000Mpa13.汽车冲击力计算数据计算跨径L j=19.6m按跨径减0.4米自动计算，也可手工修改上部材料弹性模量E c=32500Mpa上部跨中截面惯矩I c=0.7677m4跨中每延米重量G=142.84kN/m14.搭板计算数据搭板长度L搭=10m搭板的影响仅在计算基础时考虑搭板宽度B搭=11.75m行车道宽度搭板厚度H搭=0.34m搭板偏心距e搭=-0.4m搭板支承线距台柱中心的距离支承线在台柱中心线的桥跨方向为正二、台身土压力计算1.台身活载土压力计算忽略了搭板的影响桥梁斜宽度b=13.834m盖梁斜宽度(1)活载等代土层厚度 h a=(∑G)/(bγl0)填土高H=10.00m填土高内摩擦角Φ=35.0°内摩擦角填土容重γ=19.0kN/m3填土容重台背与竖直面夹角α=0.0°填土面与水平面夹角β=0.0°=17.5°ω=α+δ+φ=52.5°破裂面夹角θtgθ=-tgω+sqrt[(ctgφ+tgω)(tgω-tgα)]破裂棱体破裂面与竖直线夹角=0.583破裂棱体长度l0=H×tgθ= 5.835m破棱体上作用轴数2未考虑破裂棱体长度大于8.4米的情况汽车∑G=655.2kNh a=0.427m主动土压力系数μ=cos2(φ-α)/{cos2α×cos(α+δ)×[1+sqrt(sin(φ+δ)×sin(φ-β)/cos(α+δ)/cos(α-β))]2}=0.246(2)活载土压力荷载集度q0=h a×γ×b×μ=27.6kN/m2.台身恒载土压力计算(1)台后恒载土压力h2= 2.233m背墙及盖梁高度q1恒=0kN/m背墙顶面恒载土压力集度（全桥宽）q2恒=h2×γ×b×μ盖梁底面恒载土压力集度（全桥宽）144.5kN/mB肋=0.8m肋板厚度n=2肋板个数b1=肋板计算宽度(全桥宽)。
柱式、肋板式桥台锥护坡工程量计算示意图及计算公式
柱式、肋板式桥台锥护坡工程量计算示意图及公式
单个台左右锥坡可是为半个椭圆锥体，锥体高度为H ，a ＝H*1.5，b ＝a/cos α，平均半径R
＝(a+b)/2，椭圆锥坡弧长()
2222
1b a P +=π（半个椭圆），台前护坡长度c=a －2，台前护坡宽度w=28.5/cos α，台前护坡高度a c H h =，台前护坡坡长22c h L q +=，台后边坡坡长22a H L h +=
锥坡填土V ＝S*H/6(S=π*a*b)＝π*a*b*H/6 （半个椭圆锥体） 锥坡浆砌面积RL A s π21=（半个椭圆），22H R L +=，2221H R R A s +=π 锥护坡浆砌基础V ＝S*Lz ，Lz=2*L+w+P+Lc （L 为踏步至圆锥边长，Lc 为左右台错开长） 台前护坡填土V ＝c*h/2*w
台前护坡浆砌面积Aq ＝w*Lq ＋Ac （Ac 为左右台错开面积，Ac ≈c*h/2） 台后边坡浆砌面积Ah=L*Lh
锥坡护坡基础挖方：Aw ＝S*Lw （Lw ＝2*Lt+2*L+w+P ，Lt 为踏步宽度，S 为挖方断面面积）。
肋板式桥台计算1
-2536.09 453.36 528.92 20.33 1594.00 181.56 439.70 915.63 887.88 1536.89 4975.15 285.69 -225.64 175.23 -850.18 762.07 -601.89 467.43 489.63 1292.08 292.60 516.83 1149.93
-33.69 19
2.444 2.75 0.3 0.7 13 1.2 0.15 0.15
2 1 1.2
-33.69 19
2.444 2.75 0.3 0.7
13 1.2 0.15 0.15
2 1 1.2
4
4
4
4
2 0.7 0.5
2 4.5 2.2 0.408 0.1054
0 1761.64
0
2 0.7 0.5 2 4.5 2.2 0.408 0.1054 560 1761.64 0
2 0.7 0.5
2 4.5 2.2 0.408 0.1054
0 1761.64
0
2.408 0.1054 560 1761.64
0
0 0.25 0.26 2.00 105.70
348.89 585.00 45.98
0 0.25 0.26 2.00 105.70 0.39 348.89 585.00 45.98
1.5 7.556
5.2 9140.6 932.6 756.5 721.2 -1539.6
-2536.09 453.36 528.92 20.33 1594.00 181.56 439.70 915.63 887.88 1536.89 4975.15 285.69 -225.64 175.23 -850.18 762.07 -601.89 467.43 489.63 1292.08 292.60 516.83 1149.93 0.00 2.43 1.50 0.77 2849.45 -609.13
7肋骨型线图和外板展开图解析
3、）作为计算船体重量和重心位置的主要依据。
7.2.1、外板展开图的组成、表达特点和内容
1、组成 2、表达特点 3、表达内容
7.2.2、识读外板展开图
读图步骤通常如下： 1、）了解外板的排列与尺寸 2、）了解外板上开口与加强覆板的位置和大小
250
0
返回
BXC AXB
KXA
首部平台边线
SXG
AXE #136
#134 #132 #130
FXS
EXF
BXE 舭肘板顶线
肋板边线
旁桁材
#128
#126 #124
AXB KXA
舷侧纵桁
CXE
内底板边线
BXC
#122 C
读图时，可以先了解外板的列数。图中由相邻两条边接缝形成的一列 板，称为列板。从边接缝的数目就可确定外板的列数。
主要用途是：
1、）船体放样中，作为肋骨型线、外板接缝线和船体结构放样的依据。
2、）绘制外板展开图时，作为伸长肋骨型线，求取肋骨型线实长和确 定构件位置的依据。
3、）绘制其他船舶图样时，作为选取或剖切求得所需船体横剖面形状的 依据。
7.1.1、肋骨型线图的组成和表达内容
肋骨型线图中的线条，除了水线和纵剖线外，基本可分为四类：
1、肋骨型线 2、外板接缝线 3、构件交线 4、假想连线
7.1.2、识读肋骨型线图
1、了解外板的形状 2、了解外板的布置和数量 3、了解构件的位置
§7.２、外板展开图
外板展开图是表示船体外板排列、厚度分布以及开口位置和大小的结构图样。 它的主要用途： 1、）与肋骨型线图配合，确定外板的接缝和外板并板的位置，作为船体放样
最新版建筑工程截面几何性质计算表(L形截面)
9.2304E+05 (mm3) 截面对弱肢边缘轴的面积矩 S=∑Ai*yi
8.2400E+04 (mm3) 截面对强肢边缘轴的面积矩 SS=∑Ai*xi
1.0395E+02 (mm) 形心主轴x到弱肢边缘的距离 y=S/A
1.9605E+02 (mm) 形心主轴x到强肢下边缘的距离 yy=h-y
9.2793E+00 (mm) 形心主轴y到强肢边缘的距离 x=SS/A
1.9072E+02 (mm) 形心主轴y到弱肢下边缘的距离 xx=b-x
8.4299E+07 (mm4) 惯性矩 Ix=∑(Ix1+Ai*yi^2)
9.7433E+01 (mm) 回转半径 ix=sqrt(Ix/A)
4.3424E+07 (mm4) 惯性矩 Iy=∑(Iy1+Ai*xi^2)
Байду номын сангаас
9.7433E+01 (mm) 回转半径 iy=sqrt(Iy/A)
8.1099E+05 (mm3) 截面抵抗矩 Wx=Ix/y
4.2998E+05 (mm3) 截面抵抗矩 Wxx=Ix/(h-y)
4.6797E+06 (mm3) 截面抵抗矩 Wy=Iy/x
2.2768E+05 78.5
0.6971
((mkmN3/)m3 )(kN/m)
截面抵抗矩 Wyy=Iy/(b-x) 材料重度 γ(钢材为78.5kN/m3) 每延米自重 G=Aγ
最新版L形截面性质计算
b＝ t＝ h＝ tw＝ A＝ S＝ SS= y＝ yy＝ x＝ xx＝ Ix＝ ix＝ Iy＝ iy＝ Wx＝ Wxx＝ Wy＝ Wyy＝ γ= G＝