多种工艺相结合完成复杂地层条件下铺管施工

结合工程实践，阐述了运用多种施工工艺完成复杂地层条件下的大口径排污管线铺设施工，解决了非开施工对环境的适应性。     

知识库系统的原理

在分析了知识的定义、知识的类型、知识的分级、知识原理的基础上，详细说明了知识库系统的原理。     

某住宅楼的地基加固与纠偏

面对连云港市新浦区软土地基上施工的某住宅楼 ,施工时由于对北楼部分桩出现的缩颈及断裂未能妥善处理 ,造成楼房北倾的问题。经协商 ,及时采取了旋喷桩加固法加固北楼基础 :采用沉降法(切桩 )、纠偏 (使各承台均匀、协调、沉降 )、接桩、固封等措施 ,效果良好。     

基坑支护结构破坏原因综述及实例分析

高层建筑基坑支护结构破坏原因主要有 :支护结构整体失稳、基坑土体隆起、管涌及流沙的出现、支撑强度不足或压屈、墙体破坏、支护结构平面变形超过限度。某大厦施工中由于桩身强度不足、桩尖达到的深度不够及桩间距过大等原因 ,致使管涌发生 ,造成塌方。通过对事故针对性的处理 ,取得了良好的效果     

土坝下软基涵洞施工力学分析

通过逐级新增单元的有限元方法，模拟了土坝下软基涵洞周围土体分层填筑的施工过程。土体采用邓肯-张双曲线模型，涵洞与土体之间采用Goodman型摩擦接触单元，较好地反映了涵洞周围土体的位移场、应力场与涵洞结构内力，为实际工程设计提供了可靠依据，是涵洞结构计算的一种有效方法。     

城市地铁复杂洞群浅埋暗挖法的有限元模拟

以北京地铁复-八线王府井至东单区间隧道的施工为例，论述了城市复杂洞群浅埋暗挖法的有限元模拟，应用三维有限元理论研究、分析了施工效应问题，并对复杂洞群系统施工工艺进行了优化，解决了一系列施工中的难题，取得了很好效益。     

芜湖市航运局综合楼地基处理失误诱发地面塌陷的治理

论述航运局综合楼地基所在处的地形地貌、水文地质、工程地质条件；分析地基基础盲目施工诱发造成建筑场地工程地质灾害和危及周国民居安全的原因，提出防治措施，合理施工，治理塌陷，并取得较好效益。     

烟台市城市工程地质基本问题

该文深入分析了烟台市城市工程地质研究的基本问题,诸如建筑场地稳定问题、地基岩土特性的有效利用问题、供水水源问题、地表水、地下水的环境污染问题、城市环境工程地质问题、城市地质环境的利用与保护问题等.     

评定渗流管涌公式

根据工程实际问题，推导了在江河堤围、深基坑开挖和矿山法地铁开挖三种情况下的评定渗流管涌公式，并指出应根据不同情况选用不同的评定渗流管涌公式，及使用中必须考虑的问题。     

Storm deposits and storm-generated coarse carbonate breccias on a pelagic outer shelf (South-East Basin, France)

Uppermost Jurassic limestones of the South‐East Basin (France) are organized into four facies associations that were deposited in four distinct zones: (1) peritidal lagoonal limestones; (2) bioclastic and reefal limestones; (3) pelagic lime mudstones; (4) lime mudstones/calcarenites/coarse breccias. Calcarenite deposits of zone 4 exhibit sedimentary structures that are diagnostic of deposition under wave‐induced combined flow. In subzone 4a, both vertical and lateral transitions from lime mudstone/calcarenite to breccia indicate in situ brecciation under wave‐cyclic loading. Breccias were produced by heterogeneous liquefaction of material previously deposited on the sea floor. Deposits in subzone 4a record relatively long periods (>400 kyr) of sedimentation below wave base, alternating with periods of deposition under wave‐induced currents and periods of in situ deformation. In this zone, storm waves were attenuated by wave–sediment interaction, and wave energy was absorbed by the deformation of soft sediment. With reference to present‐day wave attenuation, water depths in this zone ranged between 50 and 80 m. Landwards of the attenuation zone, in zone 3, storm waves were reduced to fair‐weather wave heights. Storm wave base was not horizontal and became shallower landwards. As a consequence, water depth and wave energy were not linearly related. On a small area of the seaward edge of subzone 4a, cobbles were removed by traction currents and redeposited in subzone 4b. There, they formed a 100‐m‐thick wedge, which prograded over 3 km and was built up by the stacking of 5‐ to 20‐m‐thick cross‐stratified sets of coarse breccia. This wedge records the transport and redeposition of cobbles by a high‐velocity unidirectional component of a combined flow. The increase in flow velocity in a restricted area is proposed to result from flow concentration in a channel‐like structure of the downwelling in the gulf formed by the basin. In more distal subzone 4c, the hydrodynamic effect of wave‐induced currents was quasi‐permanent, and brecciation by wave–sediment interaction occurred only episodically. This indicates that, seawards of the attenuation zone, hydrodynamic storm wave base was deeper than mechanical storm wave base. Uppermost Jurassic carbonates were deposited and soft‐sediment deformed on a hurricane‐dominated ramp of very gentle slope and characterized by a zone of storm wave degeneration, located seawards of a zone of sedimentation below wave base.