某人行索桥计算书

-1-目录一、工程概况···········································································2二、索桥布置···········································································2三、荷载计算···········································································3四、索桥验算···········································································31、110m跨受力简图：······················································32、110m跨索桥验算··························································4五、附件1：«××大桥主桥人行索桥布置图»·····················4六、附件2：××大桥桥型布置图…………………………..5-2-××大桥主桥人行索桥计算书一、工程概况××大桥是一座（60＋110＋60）连续刚构＋（8×40m）简支T梁的桥梁，桥梁全长556m，主桥跨××而设，地形总体呈南北侧高、中间低，沿桥梁轴线为一宽缓“u”形地形，桥梁下游约500m处现有一漫水路堤，雨季期间经常被淹，为解决主桥2#墩施工人员通行问题，拟在主桥0#至1#墩及1#墩至2#墩修建人行索桥便于施工人员通行。桥位平面示意图二、索桥布置该人行索桥利用φs15.2mm钢绞线穿过墩身拉杆眼孔，两头利用钢绞线锁头器及钢绞线锚具锁紧钢绞线形成3根承重索及4根扶手索，3根承重索之间利用φ16mm螺纹钢筋加工的定位卡每2m定位，-3-上面满铺2.8m长、0.2m宽竹夹板形成人行通道，承重索及扶手索之间用φ12mm螺纹钢加工的竖向定位卡上挂扶手索，下拉承重索，使承重索及扶手索共同承担全部荷载，竖向定位卡每2m设1道，扶手索上满挂安全网，形成2.4m宽，1.6m高，跨度60m及110m人行索桥。为防止底部三根承重索错位，每隔8m设置横向14槽钢连接，以加强φ16mm螺纹钢筋定位卡的刚度。同时考虑到××河水影响，在设置索桥高度时，将墩柱处三根承重索的位置设置在353m高程上，为此跨中的最低点高程为349m，比设计最高洪水位344.26m高4.74m，比2011年7月6日洪水位348高1m，保证了安全。具体详见«××大桥主桥人行索桥布置图»。三、荷载计算以110m跨度人行索桥计算：1、人行荷载，假设人行通过时每4米1人每人按100kg计算，则：q1=100/4*10/1000=0.25KN/m2、钢绞线荷载：q2=7*1.101*10/1000=0.08KN/m3、竹夹板荷载：q3=2.8*0.03*1*750*10/1000=0.63KN/m4、定位卡荷载，每道定位卡使用φ16mm钢筋3.6m，φ12mm钢筋2.2m，则：q4=（3.6*1.58+2.2*2*0.88）*10/2/1000=0.05KN/m5、考虑其他因素，则：q=（q1+q2+q3+q4）*1.2=1.22kN/m四、索桥验算1、110m跨受力简图：-4-2、110m跨索桥验算主索垂度：mf4，主索跨径：ml110，承重索及扶手索均为公称抗拉强度1860Mpa的φs15.2mm钢绞线7根，3根承重索其容许拉力总和kNTn02.66485.0*1000/3*140*1860最大水平张力kNfqlH3.4614811022.1822max145.03.461211022.12Hql主索最大拉力：KNTKNHTn02.66416.46628.8cos3.461cos/0maxmax664.02、466.16=1.424，符合要求。五、附件：1、«××大桥主桥人行索桥布置图»2、××大桥布置图3、现场照片