涵洞20x20m计算书.docx

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1、配套路网设计K0+620.975涵洞施工图设计计算书涵洞(2.0x2.OIn)计算书一设计资料1、孔径及净空净畤径1o=2m净高%=2m2、设计安全等级一级结构重要性系数=1.I3、汽车荷载荷栽等级公路-I级4、填土情况涵顶填土高度H=6.5m土的内摩擦角=30O填土容重Yi=20kNm3地基容许承载力01=300kPa5、建筑材料普通钢筋种类HRB400主钢筋直径22mm钢筋抗拉强度设计值=330MPa涵身混凝土强度等级C30涵身混凝土抗压强度设计值fed=13.8MPa涵身混凝土抗拉强度设计值ftd=1.39MPa钢筋混凝土重力密度Y2=25kNm3基础混凝土强度等级C15混凝土重力密度Y

2、3=24kNm3二设计计算(-)截面尺寸拟定(见图1-OD顶板、底板厚度=0.5m第C1=0.25m侧墙厚度t=0.5m钢筋中心距碎边距离a0.050mC2=0.25m横梁计算跨径1p=1+1=2.5m1=1o+2t=3m侧墙计算高度hP=hf1+=2.5mh=h1,3/2m1.8/2m故横向分机宽度a=(0.62+Htan30o)2+1.3=3.100m同理，纵向，汽车后轮着地长度02m0.22+Htan30-3.853m1.4/2m故b=(0.22+Htan30)X2=1.400mG=140kN车辆荷载垂直压力q车=G(ab)=32.26kNm2车辆荷戮水平压力。车=q车tan(45-2)

3、10.75kN/m(三)内力计算I、构件刚度比K=(IiZI2)(hpU)=1.002、节点弯矩和轴向力计算(Da种荷载作用下(图1-02)涵洞四角节点弯矩MaA=MeB=MeC=MeD=-1(K+1)pU/12横梁内法向力Na1=K=0侧墙内法向力Ng=NM=p1p2恒载P=Ptg=142.50kN/m2MaA=MnB=MaC=MiID=-37.11kNmNa3=NaI=178.13kN车辆荷载p=q年=32.26kN/m2MaA=MBB=Mnf=MaD=-8.40kNmNaa=NM=40.32kN(2)b种荷载作用下(图1-03)=MbB=Mbc=MbD=-K(K+1)p/12Nb1=Nb

4、2=php2%=1=0恒我P=ep=43.33kN/m2MbA=MbB=MbC=MbD=-11.28kNmNbI=Nbe=54.17kNCD34BrrTTTrs.A -MeAUx2nJMODIII口II口IP图1-02NmbII1iMI111II11p|33/kI111I11i11ii11111i1I11I1K2tvx D 2X1TTTnTrN. A37R4IPkEIAo(3)c种荷载作用下(图1-04)MCA=MCD=-K(3K+8)(K+1)(K+3)p60MCB=MCC=-K(2K+7)(K+1)(K+3)p160图1-03Nd=ph6+(McA-Mcb)hW=Ph“3-(MCA-MCB

5、)h1NaMBIII1I1IIi1I1111111II111I1MtCNC3=NZ=0恒载P=ep2-ep=20.00kNm2MCA=McU=-2.86kNmMCB=MCC=-2.34kN.mNd=8.13kNNc2=16.88kN图1-04(4)d种荷载作用下(图1T)5)22MdA=-K(K+3)6(K+4K+3)+(10K+2)(15K+5)phP/422MdB=-K(K+3)6(K+4K+3)-(5K+3)/(15K+5)php/422=-K(K+3)/6(K+4K+3)+(5K+3)/(15K+5)J2MdD=-K(K+3)/6(K+4K+3)-(10K+2)/(1.+5)Ndi=(

6、MdI1MdC)hyIN,=php-(Mdj-Mdc)hp匚Nd3=-NdI=-(MdB-Mac)/1PhP/42,php/4车辆荷载P=N=10.75kNm2MdA=-11.48kNmMdB=5.32kNmMIJC=-8.12kNmMdD=8.68kNmNdi=672kN图1-05%=2016kN=-N(H=-538kN(5)节点弯矩、轴力计算及荷载效应组合汇总表按公路桥涵设计通用规范(JTGD60-2015)第416条进行承载能力极限状态效应组合右侧墙（图1-09）1=1.4ep=60.67kNm232=14ep2=88.67kNm2图1-07图1-08图1.-09荷载种类M(kNm)N(

7、kN)MaMbMCMDNiN2N3恒载a12EiA构.土的Jfi力-37.11-44.53-37.11-44.53-37.11-44.53-37.11-44.530000178.13213.75178.13213.75bC1.4,tMIK-11.28-2.86-19.81-11.28-2.34-19.08-11.28-2.34-19.08-11.28-2.86-19.8154.178.1387.2154.1716.8899.46000000车辆荷载ad1.4-8.40-11.48-27.83-8.405.32-4.31-8.40-8.12-23.13-8.408.680.3906.729.41

8、020.1628.2340.32-5.3848.9240.325.3863.98荷载效应组合-92.17-67.92-86.74-63.9596.62127.68262.67277.733、构件内力计算（跨中截面内力）(D顶板(图1-O6)X=1p2P=1.2pto+1.4q车=216.16Knm2NX=NI=96.62kNMX=Mb+NP342=kNmYX=PX=270.20kN(2)底板(图1-07)223I=1.2pftj+1.4(qi-3e午Hp/1p)=171.00kNm22232=1.2ptu+1.4(q+3eHp/1p)=261.32kNm2X=1p2N1=N3=262.67kN

9、23Mx=M+N3X-IX/2-X(2-j)/61P=90.81kNmVx=1x+x2(2-1)21p=241.98kN(3)左侧墙(图1-08)=1.4pt+1.4e.=75.72kNm22=1.4epz+1.4。东103.72kNm2X=hp/2NX=N3=262.67kN23MX=Mb+Nx-1x2-x(2-1)6hp-9.95kNmVx=1+2(2-)2hp=103.40kNN1=N4=277.73kN23=Mc+N-12-(2-1)6h=-17.01kNmV=1+2(-1)2hf.=84.58kN（5）构件内力汇总表构件MdNdVdMdNdVdMdNdVdBB-CCO-1-67.92

10、96.62262.6791.5496.62270.20-86.7496.62277.73A-DAA-DD-92.17127.68262.6790.81127.68241.98-63.95127.68277.73B-ABB-AA-67.92262.6796.62-9.95262.67103.40-92.17262.67127.68C-DCC-DD-86.74277.7396.62-17.01277.7384.58-63.95277.73127.68I、顶板我计算。(B-C)钢筋按左、(D跨中Io=2.50m右对称，用坳不利荷h=O.50m0.05mho=0.45m1.00mM,=91.5KNm,96.6kNVd=270.20kN长细比o=MNd=i=h12,z2=1oi=0.9470.14417.32=21-15-0.O1IOZh5.8851.100取Sj=取&2=1.001.00=1+(1oh)212ho1400eo=1.000由公路钢筋混凝土及预应力混凝土桥涵设计规范(JTGe=e0+h2-a=1.1