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1、We will continue to improve the companys internal control system, and steady improvement in ability to manage and control, optimize business processes, to ensure smooth processes, responsibilities in place; to further strengthen internal controls, play a control post independent oversight role of ev
2、aluation complying with third-party responsibility; to actively make use of internal audit tools detect potential management, streamline, standardize related transactions, strengthening operations in accordance with law. Deepening the information management to ensure full communication zero resistan
3、ce. To constantly perfect ERP, and BFS+, and PI, and MIS, and SCM, information system based construction, full integration information system, achieved information resources shared; to expand Portal system application of breadth and depth, play information system on enterprise of Assistant role; to
4、perfect daily run maintenance operation of records, promote problem reasons analysis and system handover; to strengthening BFS+, and ERP, and SCM, technology application of training, improve employees application information system of capacity and level. Humanistic care to ensure zero. To strengthen
5、ing Humanities care, continues to foster company wind clear, and gas are, and heart Shun of culture atmosphere; strengthening love helped trapped, care difficult employees; carried out style activities, rich employees life; strengthening health and labour protection, organization career health medic
6、al, control career against; continues to implementation psychological warning prevention system, training employees health of character, and stable of mood and enterprising of attitude, created friendly fraternity of Humanities environment. To strengthen risk management, ensure that the business of
7、zero risk. To strengthened business plans management, will business business plans cover to all level, ensure the business can control in control; to close concern financial, and coal electric linkage, and energy-saving scheduling, national policy trends, strengthening track, active should; to imple
8、mentation State-owned assets method, further specification business financial management; to perfect risk tube control system, achieved risk recognition, and measure, and assessment, and report, and control feedback of closed ring management, improve risk prevention capacity. To further standardize
9、trading, and strive to achieve according to law, standardize and fair. Innovation of performance management, to ensure that potential employees zero fly. To strengthen performance management, process control, enhance employee evaluation and levels of effective communication to improve performance ma
10、nagement. To further quantify and refine employee standards . Work, full play party, and branch, and members in five type Enterprise construction in the of core role, and fighting fortress role and pioneer model role; to continues to strengthening four good leadership construction, full play levels
11、cadres in enterprise development in the1. 工程概况新河浃大桥，桥长 176.13 米，是本项目长度最长的桥梁。新河浃大桥结构类型为725m预应力组合箱梁，25m箱梁7*8=56片。桥址区属冲洪积平原地貌，跨越新河浃河，河宽约70m，水深约3.0m，沟底公布冲洪积淤泥，岸坡稳定。新河浃大桥分布洪冲积平原区，上部层粉质粘土、淤泥、卵石、下伏中风化晶玻凝灰岩、全中风化花岗岩。在凝灰岩和花岗岩间可能有破碎带（宽度不大）桥墩、台采用桩基础，以中风化岩为桩端持力层，桩长和桩径根据上部荷载确定，并满足抗冲刷、抗倾覆要求。本施工区属亚热带海洋型季风气候，温暖湿润，雨量
12、注沛，四季分明。全年无严寒酷热，年平均气温17.3左右。温差小，年温差在20左右，最高气温多出现在79月份，最高温度35.7，1月份温度最低，极端最低温度-4.1。79月份为台风活动期，多大风天气，最大风速可达60米/秒（2006年“桑美”超强台风），全年大于8级大风日为44.7天。降水主要集中在每年的49月，多年平均降雨量1382.6，最大连续降雨天数为23天，降雨量达354.8；枯水期为11月至次年1月，最大连续无雨天数为48天。蒸发强烈期为79月份，多年平均蒸发量为1112.8.年蒸发量8001200，相对温度8082。2.钢便桥方案及荷载验算2.1 平面布置形式 结合桥梁的平面布置形式
13、和工程现场的地形、地貌，以保证避免破坏江河环保为前提条件，考虑到现浇段桥梁施工工期较长，施工内容复杂的特点，本项目的钢便桥考虑采用沿路线纵向在桥位中间搭设纵向通道，在每墩左右位置横向搭设操作平台，并通过横向码头式便桥与纵向通道相连接的方式。具体平面布置形式见“附图1”根据结构计算的钢管桩入土深度和受力要求，钢便桥搭设采用25T吊车，搭配激振力75KN的振动锤（重约3t）插打钢管桩。钢便桥从新河浃大桥6墩位置开始搭设。总长108米，宽4.5米。2.2 结构形式确定 为了保证便桥施工的安全和进度，特别考虑拆除便桥时的施工安全，钢便桥按照 汽20进行荷载验算。便桥结构根据计算确定，便桥中心线与桥轴线
14、保持平行。便桥横向打设4根325mm钢管桩，钢管横向间距1.25m+1.5m+1.25m；上铺二根I30a “工”字钢作为横梁；纵向间距以3.0m为一跨，部分段采用3.5m为一跨，钢管横向、纵向均设置剪力撑；横梁上纵向铺4根I22a “工”字钢作为纵梁；纵梁上面以间距25cm横铺I16工字钢，I16工字钢上用8mm钢板作为桥面板。 为简便计算方法，桥梁自重荷载按均布荷载考虑，车辆荷载按集中荷载考虑。以单片工字钢受力情况分析确定q值。 q值确定由资料查得I30a工字钢每米重48.1kg，I22a工字钢每米重30.7kg，I16工字钢每米重20.5kg，再加上钢板重量，单片工字钢自重按2KN/m计
15、算，及q=2KN/m。 桥面板计算根据施工需要，并通过调查（25T吊车自重约26t，振动锤自重约3t），便桥承载力验算应按照最大要求能通过后轮重30吨的大型车辆计算，即单侧车轮压力为300KN。取单片I22a工字钢为研究对象当活载移动到如“图1”的位置时产生最不利荷载。 图1、通过力法求得支座反力：RA =73.2KN；RB=244.9KN；RC=270.3KN；RD=19.2KN； Mmax=85.7KNm；作弯矩图如“图2”：图2I22a的截面系数W=309cm3， （为I22a工字钢净截面弹性抵抗矩，查表得到为309cm3）纵梁计算：由“图1”可得C位置的工字钢（I22a）受力最大，因此
16、，取C位置作为研究对象，图3、 集中荷载的弯矩 当以汽-20荷载行驶至“图3”位置时，产生最不利荷载。集中荷载产生的弯矩如“图4”所示： 图4通过力法求得弯矩MPmax=33.08KNm、均布荷载的弯矩桥面板自重=20.513kg/m4.5m（3.50.25）10N/kg1000N/KN+62.8kg/m23.5m4.5m10N/kg1000N/KN =22.81KN 施工荷载=2.5KN/m23.5m4.5m=39.38KN全桥共设有4排I22a纵梁， 则均布荷载q=（22.81+39.38）KN/4/3.5m=4.44KN/mMQmax=1/84.443.52=6.8KNm I30a的截面
17、系数W=597cm3，= Mmax /W=（33.08 KNm +10.96 KNm）103/（59710-6）=73.77Mpa=210MPa纵梁由4根I22a组成符合要求。、钢管受力计算、单桩承载力计算桥面板自重=20.513kg/m4.5m（3.50.25）10N/kg1000N/KN +62.8 kg/m23.5m4.5m10N/kg1000N/KN =22.81KN I22a纵梁自重=30.7 kg/m3.5m410N/kg1000N/KN =4.3KN2I30a横梁自重=48.1 kg/m4.5m210N/kg1000N/KN =4.33KN施工荷载=2.5KN/m24.5m3.5
18、m=39.38KN自重作用4根管桩上，每根管桩的受力P1=（22.81KN+4.3KN+4.33KN+39.38KN）4=17.71KN活载汽-20作用下，管桩的最大受力：P2=270.3KN单根管桩最大受力：Pmax=270.3KN+17.71KN=288.01KN根据工程地质勘察报告的钻探资料可知改便桥段，淤泥：24m 含粘性碎石土：68.5m 常水位：2.92m钢管桩高度取常水位以上2m则取最不利断面，即淤泥：4m， 极限摩阻力取9.6KPa， 含粘性碎石土：h， 极限摩阻力取110KPa， 水位：2.92m单桩最大承载力288.01 KN桩尖极限承载力35006000Kpa，取3500Kpa。
