上部结构计算.docx

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1、工程名称：上部结构计算单梁计算书编制人：审核人:编制日期：2024-1-8单位名称：桥绘通软件1、计算费料1.1 桥跨布置酹径布置：13X)m1.2 设计荷载(一)公路桥涵设计通用规范JTG1)60-2015(二)公路钢筋混域上及预应力混旗土桥涵设计规范3JTG3362-2018(三)公路工程技术标准JTGB0I-20H(PI)公路桥涵6工技术规能.ITGTF5Q-2O11五)城市道路工程设计规范(2016年版)CJJ37-2012)(六)城市桥梁设计规范3(CJJn-2Q11)(七)公跖西工桥涵设计规范B.TGD61-2005)A)公路桥梁抗麴设计规范JTGZT2231-01-2020)OD

2、C城市桥梁抗辗设计规蒐1OO0.50.S60.54HR1.MOO.HRBF400、RRIMOO0.530.510.49I1.RBM)O0.490.470.46网线线、w0.400380.36035依应力螺纹制筋0.40038036注，Ifii而变粒K内配R不同构类制筋的爻弯构件,四Aei应透川相应于善加倒麻的较小者.26=aAn为姒向攵拉的前对受用区混M土同时ii处2J1覆度设计值时的受乐区矩形应力图高皮.5.2.2 拉形截面或翼缘位于受拉边的T形极面受弯构件.其正截面抗弯承段力应符合下列规定:九M4几版公-：）+乙九一）+（以-%）混凝土受压区高度X应按下式计匏：(5.2.2-1)M+4=Z

3、A+ZX+(4-4)4(5.2.2-2)豉面受压区高度应符合下列要求：x2a(5.2.2-4)当受仄区仅配纵向普通钢筋.或配仃普通钢筋和fft力钢M1.1.预陶力钢筋受拉时x2a(5.2.2-5)5.2.3 %缘位于受压区的T形或I形散面受弯构件,其正极面抗可承致力应按下列规定计匏:(1)当符合下列条件时Z4+M+ZX+-H(5.23-1)应以宽度为bf的矩形截面，按第5.2.2条公式计算。a)XW机按矩形截面计算b)x机按T形截面计算0三523T形面受穹构件正面承力计算(面内力作用方向与图522相同)(2)当不符合上述公式的条件时，应按下列规定计停：7.孙几卜仇-今+S网优-争+/X(4-。

4、：)+(CM(%-4)(5232)受压区高度X应按下列公式计算,并应符合公式(5.2.2-3)S5,2.27)或(5.2.2-5)要求.f+44=几及+(-协的+ZX+G-%)4(523-3)式中：h一一T形或I形截面受压翼缘厚度：b,1-T形成I形极面受翼缘行效宽度,按规范第1.3.3条的规定采用.5.2.4当计豫中考虑受压区纵向钢筋但不符合公式（5.2.2-力或（5.2.2-5）条件时,仅采用纵向体内纲筋的受雪构件正截面抗弯承载力的计徵应符合下列规定（图5.2.2）：1当受压区无有纵向普通钢筋和预应力钢筋，口理应力钢筋受压时“414S-0p-o）+A14S-q-）（5.2.4-1）2当受J

5、卡区仅能纵向普逋钢筋.或配仃普通纲筋和欣应力纲筋且预*力钢筋受拉时刖Wd4几4（-/一。：）十/4（人一一。；）一（/工一呢）4（4一。：）（5.2.4-2）5.2.9 矩形、T形和I形截面的受弯构件，当配置竖向预应力纲筋、箍筋和弯起帆筋时,共斜截面抗剪承教力计算应符合下列规定（图5.2.9）：oVVet+KbFpb+ju1(5.2.9-1)=0.451Q-iaa2aihh0y(2+O.6P)yfcJ(pnn+0.6ppvr)(5.2.9-2)=0.751011,bsina(5.2.9-3)rpb=O.75x1.O-pbsin(5.2.9-4)Er=0.751。7工4_.4rin似(529-5

6、1a）简支粱福逐续睢近边支点梁段b）U崎燮加息曾舞近中间Z点,燮中图S.2.9斜面抗剪承吸力险算5.2.11 矩形、T形和I形截面的受弯构件，其抗剪搬面应符合下列要求:d0.51103Ako（5.2.H）5.2.12 矩形、T形和I形截面的受弯构件,当符合下列条件时,可不进行斜截面抗我承效力的蕤算，仅需按第9.3.12条构造要求配置筋筋.(5.2.12)ToFd2满足26.0-1554.5086721.192满足-2975.8966721.192满足26.500-1206.2586721.192满足-2314.6866721.192湎足26.700-1073.4966721.192满足-211

7、9.3536721.192酒足27.0-881.3596721.192海足-1838.1836721.192湎足28.132232.0646721.192海足-910.5156721.192湎足29.2641418.1406721.192满足297.5426721.192满足30.3962243.7616721.192满足707.4596721.192满足31.5282821.7416721.192满足997.6886721.192满足32.6603154.2546721.192满足1168.2286721.192满足33.79232285066721.192满足1219.0806721.19

8、2满足34.9243011.0136721.192满足1150.2426721.192湎足36.0562500.2536721.192满足961.7166721.192满足37.1881695.1116721.192满足653.5026721.192湎足38.320587.2126721.192海足225,5986721.192满足38.620241.0206721.192海足92,1346721.192湎足38.820-1.5136721.192满足-96.1756721.192满足39.0000.(MX)6721.192满足0.0006721.192满足小血筋率验售表2.2.2 持久状况承

9、载能力极限状态抗剪强度跄算持久状况承能力极现状态抗剪强度图(KN)承能力极限状态抗剪强度”算表械面位置x(m)值类堂祖合剪力(IcN)抗剪上限(kN)尺寸是否满足Vsb(kN)Vpb(kN)Vcs(kN极限抗力VR(kN)抗力是否满足(kN)0.510-108.285-3503.42最-3436.290.000-5257.43-53()0.74抗大8大204力明力剪力满足要求满足要求.-1431.80-3503.42最-3436.29-0.0-5257.43-5830.15抗小28小2OI力剪剪满力力足满要足求要求12.67最1794.0633498.219最O.(XM)0.(X)04295.

10、1384295.138抗O大大力剪剪满力力足满要足钝求交求757.931S49X.219最O.(XX)0.0004295.1384295.138抗小小力剪剪满力力足满要足求要求13.33222.6153498.219最0.00.04295.1384295.138抗O大大力剪剪满力力足满要足求要求最-785.851-3498.21最-8590.730.000-4295.13-4609.47抗小9小I88力剪剪满力力足满足要求要求25.67最1630.0193498.219最O.(XX)0.(X)04295.1384295.138抗O大大力剪剪满力力足满要足要求求最.633.9253498.219

11、心0.0000.0004295.1384295.138抗小小力剪剪满力力足满要足求要求26.33心86.2793498.2190.00.04295.1384295.138抗O大大力眄满力力足满要足求求最-935.949-3498.21最-8590.730.000-4295.13-4669.51抗小9小I88力剪剪满力力足满要足要求求38.491437.4403503.428小0.0000.0005257.4305257.430抗O大大力剪剪满力力足满要足求要求小剪力503.8253503.428工小剪h满足斐求0.00.0005257.4305257.430抗力满足要求2.2.3 持久状况正常

12、使用极限状态跄算6.4耽宜度验算6.4.1 钢筋混凝土和B类预应力混凝土构件应按作用频遇组介并考虑K期作应的影响合尊裂缝宽度.6.4.2 各炎环境中,钢筋混凝土和B类Si应力混凝土构件的最大裂缝宽度计算值不应超过表642规定的限(ft.6.4.2型大SMy值坏埴类别地大裂皤窟度取值(mm)用筋混凝卜构件.采用预应力螺G纲的的B类BI应力泡及1:构件采用例统或例依及的B类f应力混凝1:构件I美一般环境0200.10I1.类滥融环境0200.10Ui类近海或海洋氧化物环境0.150.10IV类除咏秋等其他氧化物环境0.150.10V类.盐结品环缰0.10禁止使用V1.炎化学腐蚀环境0.150.10

13、V1.1.冬帚凶环境0200.106.4.3 筋混凝土构件和B类预应力混凝土受弯构件，其最大裂缝宽度/Vnm)可按下式计兑:(6.4.3)6.4.4 由作用频遇组合引起的开裂被面纵向受拉钢筋的应力几可按下列公式计算:受弯构件(6.44-2)M0.874人襄宣度“算表豉面位置x(m加值裂鳍位置裂缝宽度(mm)容许裂缱宽度(mm)是否酒足0.0上峰鼓火裂缝0.00.200满足卜蜂生人裂健0.00()0.200满足0.180上缘爆大裂缝0.0020200满足下绿奴大裂缝0.0020.200满足0.380上线t最大裂缝0.0080.200满足下缘城大裂缝0.0080.200满足0.680上绿地大裂缝0

14、.0190.200满足下缘最大裂缝0.0190.20()满足1.812上缘最大裂缝0.0560.200满足下缘最大裂缝0.0560.20()满足2.*M4上绿最大裂健0.0830.200满足下缘最大裂缝0.0830.2)满足4.076上缘用大裂舞0.0990.200满足卜缘破大裂缝0.0990.200湎足5.208上缘最大裂0.1060.200满足下绿地大裂缝0.1060.200满足6.340上绿蚣大裂缝0.1030.20()满足下绿最大裂缝0.103().20()满足7.472上绿最大裂缝0.0910.20()满足下绿G大裂健0.0910.200满足X.M)4上绿最大裂缝0.0690.2)满

15、足下修最大裂缝0.0690.2)满足9.736上修改大裂缝0.0380.200湎足下丁最大裂缝0.0380.200满足10.868上绿地大裂缝0.0290.200满足下缘爆大裂缝0.0290.200满足12.000上缘生大裂缝0.0730200满足下缘最大裂缝0.0730.20()满足12300上绿最大裂健0.0860.200满足下缘最大裂缝0.0860.2)满足12500上修最大裂缝0.0960.2)满足卜蜂最大裂缝0.0960.200湎足13.000上缘最大裂缝0.1230.200湎足卜缘最大裂缝0.1230.200满足13.500上绿城大裂缝0.1020.200满足下绿地大裂缝0.102

16、0.200满足I3.7(X)上绿蚣大裂缝0.0940.20()满足下绿最大裂缝0.0940.200满足I4.(XX)上绿最大裂缝0.0830.20()满足下缘最大裂健0.0830.200满足15.1(X)上绿最大裂缝0.0470.2)满足下缘破火裂0.0470.200满足16.200上镂t最大裂缝0.0200.200湎足卜蜂用大裂0.0200.200满足17300上绿地大裂缝0.0370.200满足下缘最大裂缝0.0370.20()满足I8.4(X)上绿最大裂缝0.050().20()满足下缘最大裂缝0.0500.20()满足19.500上绿最大裂健0.0540.200满足下缘最大裂缝0.05

17、40.2)满足20.600上嫁最大裂缝0.0500.2)满足卜蜂鼓大裂缝0.0500.200湎足21.700上缘最大裂0.0370.200满足下绿地大裂缝0.0370.200满足22.800上绿爆大裂缝0.0200.200满足下缘爆大裂缝0.0200200满足23.9(X)上绿最大裂缝0.0470.20()满足下缘最大裂健0.0470.200满足25.(XX)上绿最大裂缝0.0830.2)满足下修最大裂缝0.0830.2)满足25300上修改大裂缝0.0940.200湎足卜缘最大裂缝0.0940.200湎足25.500上线t最大裂缝0.1020.200满足下缘城大裂缝0.1020.200满足2

18、6,000上绿地大裂缝0.1230.200满足下缘最大裂缝0.1230.20()满足26.500上缘最大裂缝0.0960.200满足下缘最大裂缝0.0960.20()满足26.7(W上绿最大裂健0.0860.200满足下缘最大裂缝0.0860.2)满足27.000上缘用大裂舞0.0730.200满足卜缘破大裂缝0.0730.200湎足2S.I32上缘最大裂0.0290.200满足下绿地大裂缝0.0290.200满足29.264上绿蚣大裂缝0.0380.20()满足下绿最大裂缝0.038().20()满足30.396上绿最大裂缝0.0690.20()满足下绿G大裂健0.0690.200满足315

19、28上绿最大裂缝0.0900.2)满足下修最大裂缝0.09()0.2)满足32.660上修改大裂缝0.1030.200湎足下丁最大裂缝0.1030.200满足33.792上绿地大裂缝0.1060.200满足下缘爆大裂缝0.1060.200满足34.924上缘生大裂缝0.0990200满足下缘最大裂缝0.0990.20()满足36.056上绿最大裂健0.0830.200满足下缘最大裂缝0.0830.2)满足37.188上修最大裂缝0.0560.2)满足卜蜂最大裂缝0.0560.200湎足38320上缘最大裂缝0.0190.200湎足卜缘最大裂缝0.0190.200满足38.620上绿城大裂缝0.

20、0080.200满足下绿地大裂缝0.0080.200满足38.820上绿蚣大裂缝0.0020.20()满足下绿最大裂缝0.0020.200满足39.000上绿最大裂缝0.(KX)0.20()满足下绿G大裂健0.(XK)0.200满足2.2.4挽度4算极限状态胡度险第表最大挠度节点号坐标最大挠度值(mm)允许挠度伯(mm)是否满足33.7926.35721.667满足支座反力汇总表(fi)支座节点坐标弯矩(KN.m)剪力(KN)轴力(KN)0.1800.0449.4420.00013.00.0001206.3360.026.000O.(XX)1206.336O.(XM38.820O.(XK)449.4420.000支座反力汇总衰(汽车)支座节点坐标弯矩(KN.m)剪力(KN)轴力(KN)0.IW)0.000413.6640.000I3.O0.0(X)509.7220.00()26.00.000509.7250.00038.820().(MX)410.2620.()0()支座反力汇总衰(AW)支座反力汇总表(挂车)