Numerical study on effects of the cofferdam area in liquefied natural gas storage tank on the leakage and diffusion characteristics of natural gas

The leakage and diffusion characteristics of natural gas were investigated in the condition of the leakage of liquefied natural gas(LNG) in the storage tank.Fluent was adopted to simulate the process in a series of three-dimension unsteady state calculations.The effects of different heights of the cofferdam(1.0 m, 2.0 m and 3.0 m),wind directions,ambient temperature,leakage location,leakage volume on the diffusion process of natural gas were investigated.The diffusion characteristics of the natural gas clouds over cofferdam were found.Under windless condition,when the gas clouds met,the gas clouds rose due to the collision,which made them easier to cross the cofferdam and spread out.The higher the ambient temperature was,the higher the gas concentration around the cofferdam was,and the smaller the gas concentration difference was.When the leakage occurred,the higher coffe rdam was more beneficial to delay the outward diffusion of gas clouds.However,when the leaka ge stopped,the higher cofferdam went against the dissipation of gas clouds.Under windy condition,the time to form stable leakage flow field was faster than that of windless,and the lower cofferdam further reduced this time.Therefore,considering the effect of barrier and dissipation,it was suggested that the rational height of cofferdam should be designed in the range of 1.0 m to 2.0 m.In case of emergency,the leakage of gas should be deduced reasonably by combining the measurement of gas concentration with the rolling of gas clouds.When windless,the leakage area should be entered between the overflows of gas clouds.

Influence of Artificial Cofferdam and Spartina alterniflora Expansion on Evolution of Suaeda salsa Marsh in Yancheng Coastal Wetland of East China

Suaeda salsa is an important local species in the intertidal beach of the Western Pacific coast. However,under the artificial cofferdam and Spartina alterniflora expansion,Suaeda marsh has degraded seriously. Therefore,using Yancheng Nature Reserve as a case study area,taking ETM+images in 2000,2006 and 2011 as the basic data sources,we revealed the evolution characteristics of Salsa marsh which was impacted. The research results are as follows. From 2000 to 2011,Salsa marsh area in the artificial area tempestuously degraded,decreasing by 87. 158%,more than 22% than those in the natural area. The landscape was fragmentized. Landscape polymerization degree index dropped from 95. 780 to 65. 455,more than 16% than those in the natural area. The mean patch area fell down to 21. 429 ha from 389. 333 ha,more than 11% that in the natural area. Compared to the steady change in natural conditions,the area was reduced by 118. 167 ha/a from 2000 to 2006,while during 2006-2011,it was only 51. 500 ha/a in artificial area. As for spatial change of landscape,in artificial area,the Salsa marsh centroid moved forward to the southeast with 666. 350 m,but that in natural area moved forward to the north with 1 042. 710 m from 2000 to 2006. From 2006 to 2011,the centroid moved forward to east and north respectively. Artificial cofferdam transformed the area into freshwater ecosystem,and meanwhile the freshwater was beneficial to Reed marsh. During 2000 to 2006,in the artificial area,539 ha Salsa marsh controlled by cofferdam transferred into reed marsh and aquaculture ponds,of which the transformation rate was nearly 4% higher than that in natural area. From 2006 to 2011,178 ha Salsa marsh was transferred into reed marsh,the transformation rate was 20% higher than that in natural area. With rapid spreading and strong competition of Spartina species,the coastal wetland has formed the pattern of " Salsa – Spartina marshes". From 2000 to 2006,in artificial area,15. 24% of Salsa marsh was transferred into Spartina marsh,of which the transformation rate was13% higher than that in natural area. And from 2006 to 2011,30. 07% Salsa marsh was replaced by the Spartina marsh in artificial area,the rate was almost 10% higher than that in the natural area.

Structural Analysis of Offshore Cofferdam Subjected to Wave Load and Suction Pressure

This study presented a novel circular cofferdam for offshore bridges consisting of ring segments and investigated its structural behaviors using ANSYS Mechanical. Because the bottom segment of the cofferdam which has a double sleeve cross-section was installed by suction, contact behaviors of the cofferdam wall and the lid plate during installation are important for design and the behaviors were also analyzed. Prior to numerical investigation of the bottom segment and complete cofferdam after dewatering, a suction modeling for structural analysis was proposed and evaluate by seepage analysis. Hydrodynamic loads applied to the cofferdam were also evaluated using panel method based on the potential flow theory. Through numerical analyses, structural behaviors of the cofferdam during installation were then investigated. First, contact behaviors between the lid plate and the wall were analyzed using different contact conditions imposed on the interface. Sharp stress increases were shown while the stress jumps were limited to contact area. Next, structural behaviors were investigated by considering seepage pressure. Using an axisymmetric seepage model, the total water pressure considering seepage was estimated and applied to structural analysis. The analysis results showed that strong effects of seepage on the stress change in cofferdam occurred and the seepage effects are necessary to be considered in design of the cofferdam induced by suction.

Phase Ⅲ Rolled Compacted Concrete Cofferdam Construction

Phase Ⅲ Rolled Compacted Concrete(RCC) cofferdam construction belongs to Phase Ⅲ diversion works. It is a key item to ensure an achievement in the reservoir impoundment, navigation and power generation in 2003 and a guarantee to the safety construction of the follow up right bank intake dam section and the powerhouse. Restrained by conditions for construction, navigation, the worksite and the duration, both the concreting intensity and the height of Phase Ⅲ RCC cofferdam exceed the current construction level. In view of these difficulties, a great deal of research work performed by relevant departments is described in the paper.

重庆官栈河大桥主桥主墩基础锁口钢管桩围堰加固

重庆官栈河大桥主桥为(62+110+62)m三跨连续刚构桥,主墩基础采用锁口钢管桩围堰施工。围堰施工正常水位+325.300 m,施工期控制水位+330.500 m。在该桥主墩围堰完成四周锁口钢管桩插打及前4道内支撑安装后,因极端天气原因,长寿湖水位上涨到+332.200 m,危及围堰安全。为解决钢管桩围堰的安全问题,提出采用水下施工内支撑的加固方案。待围堰内部水头与外部保持一致后,将已经插打的锁口钢管桩加高至标高+334.000 m,拆除已安装好的4道内支撑,重新安装6道内支撑。采用MIDAS Civil软件分别建立加固前、后钢管桩围堰结构有限元模型,分析钢管桩及内支撑的受力安全与稳定性。结果表明:施工控制水位+330.500 m下,围堰结构最大正应力由加固前的162.6 MPa下降到加固后的82.3 MPa,下降了49.3%;承载水位可从施工控制水位+330.500 m增加到目标控制水位+333.500 m,且强度和刚度等均留有一定储备。水下施工内支撑的加固方案可提升围堰的承载能力。该桥围堰加固后整体受力效果良好,已顺利完成承台浇筑施工。

TRD工法在赣江尾闾围堰防渗工程中的应用

赣江下游尾闾综合整治工程4支枢纽采用TRD工法对防渗墙进行施工,并针对重难点区段调整了施工工艺,该做法克服了地质条件复杂、砂卵砾石地层厚度大、防渗墙深度大等不利因素的影响,施工效率高且安全环保,取得了良好的防渗效果。

深水薄覆盖层区大型双壁钢围堰施工技术

以长沙香炉洲大桥索塔墩基础施工为依托,综合考虑桥址区的地质、水文、沿岸地形地貌、吊装能力等因素,对双壁钢围堰制造、下水、浮运、精确定位、着床等施工关键技术进行研究,提出竖向分节、水平成环接高、整体浮运、平台拉锚系统精确定位大型钢围堰施工工艺。工程实践证明,提出的深水薄覆盖层场域钢围堰精确定位施工成套技术是成功的,可为类似工程提供参考。

钢板桩围堰结构设计及稳定性分析

钢板桩围堰适用于深水、滩涂等复杂地质,对钢板桩围堰打桩及工作过程进行了稳定性分析。采用Fluent软件对不同工况下打桩过程进行流体动力学研究并计算其动载荷。并对钢板桩稳定性进行了校核。提出流体动力学和固体力学相结合的打桩过程稳定性分析方法。采用ANSYS屈曲分析外压载荷作用下围堰整体结构的稳定性。结果表明:动载荷受幂律指数、稠度系数及静载荷的综合影响,稠度系数与流体黏度呈线性关系,幂律指数体现了流体的非牛顿性,而不同载荷作用下流体黏度也会发生变化,需结合屈曲分析结果、打桩时间等综合选择适宜打桩力。采用特征值屈曲分析和非线性屈曲分析得到的围堰临界失稳应力较为接近,非线性屈曲分析考虑了材料的非线性,包含塑性变形成分,因此临界失稳应力更大。

强涌潮区管袋围堰施工安全风险仿真研究

强涌潮区的水域环境复杂多变,这极大增加了管袋围堰施工安全管理的难度。为确定强涌潮区管袋围堰施工从清基到维护阶段的安全管控重点,首先利用系统理论过程分析法(STPA)对施工安全风险因素进行定性分析,从人员、物资、管理、技术、环境5个维度构建了强涌潮区管袋围堰施工安全风险指标体系;然后建立系统动力学(SD)演化模型,并运用网络层次分析法(ANP)确定各指标权重;最后结合工程实例进行模拟仿真。结果表明:随着工程推进以及对安全投入的逐步增加,管袋围堰施工安全风险水平呈现出先大幅上升,后逐步下降,最终趋于平缓的趋势;人员、物资是清基和吹填期影响施工安全的主要因素,而在排水和维护期,环境、管理是主要影响因素;人员、管理和环境这三因素对安全投入变化更为敏感。建议在施工过程中重视不同阶段之间的管控重点差异,及时转换管理策略并采取针对性措施以有效降低施工安全风险。

济阳黄河公铁两用特大桥施工关键技术

济阳黄河公铁两用特大桥主桥为(84+144+228+240+300+120+60)m非对称、多跨、不等高、矮塔钢桁梁斜拉桥,采用塔梁固结、塔墩分离的结构体系。主梁采用N形双主桁、双层桥面布置,上层通行6车道公路,下层通行双线铁路。主墩桩基利用黄河枯水期采用大型旋挖钻机成孔,位于黄河主河槽的主墩承台采用锁口钢管桩围堰成套施工技术,其余主墩采用钢板桩围堰施工。主墩承台大体积混凝土结构采用自动测温及内部循环冷却水控制的智能化温度控制系统,承台混凝土未出现有害裂纹。钢桁梁利用门吊吊装杆件,设置墩旁托架和临时墩,采用双悬臂拼装+单侧悬臂拼装方式架设,结合钢塔两侧跨度不对称及跨黄河险工河段、施工条件受限等特点,通过定点精确配重+移动配重+索力调整,确保了钢桁梁线形满足设计要求、架设过程安全稳定。钢塔利用组合起重设备和定位工装分节组拼,钢横梁利用塔顶吊架整体提升,保证了钢塔安装精度。

张靖皋长江大桥南航道桥南塔防撞方案研究

张靖皋长江大桥南航道桥为主跨2300 m的双塔双吊跨钢箱梁悬索桥,桥下船舶通航密度大、船舶平均吨位大、船舶碰撞概率高、南塔所受船撞力计算值大。经综合分析,传统被动防撞方案均不能很好满足南塔防撞要求,故提出采用锁口钢管桩围堰外挂软体护舷的新型防撞方案。该防撞方案通过在承台外围设锁口钢管桩围堰形成裙墙,在围堰外侧外挂软体护舷,并在围堰与承台之间空隙处填充耗能材料实现防撞及消能,裙墙同时兼作临时施工围水设施以及起到永久冲刷防护和船撞消能作用。为验证新型防撞装置的防撞效果并选择合适的耗能材料,进行船桥碰撞有限元分析。最终采用填充沙粒的新型防撞装置方案,该方案可削减36.68%南塔承台撞击力,防撞效果好。新型防撞方案施工简单,后期仅需对钢管桩作防腐处理,撞后便于修复,工程造价低。

嵌岩低桩承台锁口钢管桩围堰设计与施工技术

昌九高铁扬子洲赣江公铁大桥西支主桥为(48+144+320+144+48)m无砟轨道钢箱桁组合梁斜拉桥。桥塔墩位于通航河道内,桥位处河床覆盖层浅,基岩强度高,基础由大直径钻孔桩和矩形嵌岩低桩承台组成,承台采用锁口钢管桩围堰施工方案。G33号主墩围堰平面设计尺寸54.56 m×28.52 m,锁口钢管桩采用Q345B材质∅1020 mm螺旋钢管,长28 m,钢管桩之间采用C-T形锁扣连接;围堰设置4层内支撑,单层内支撑设3道对撑,内支撑四角设型钢斜撑;基底设置混凝土垫层参与围堰结构受力。围堰采用XR360旋挖钻机在岩层中引孔,孔内换填细砂后插打钢管桩,钢管桩壁内、外两侧换填砂采用高压旋喷注浆加固。围堰设置智能化监测系统,对围堰受力、变形等进行实时动态监控。实践证明,该桥围堰结构安全可靠、止水效果良好、施工快捷高效。

基坑提前排水围堰渗流稳定及排水策略研究

围堰渗流及边坡稳定关系到围堰自身稳定以及基坑能否及时形成干地施工条件,极大影响到主体建筑物的工期。依托于澜沧江TB水电站围堰施工与基坑排水工作,对围堰防渗墙各施工阶段基坑水位骤降条件下的堰体渗流稳定与边坡稳定性进行了研究。结果表明:随着防渗墙的施工逐步完成,围堰体浸润线的再次稳定用时逐步减小,且基坑内外水位差更大的条件下浸润线稳定用时更长;在围堰防渗墙处于一期槽施工完成二期槽泥浆固壁条件下,若能控制基坑单次水位骤降不超过0.9 m,则堰体边坡能保持稳定,此时可允许基坑提前排水。在此基础上,对TB水电站基坑提前排水策略及方案进行了研究。研究结果可为类似工程提供参考。

基于BP神经网络的高密度电法在水库清淤扩容坝后排泥区围堰探测中的应用

高密度电法具有采集数据量大、效率高、反演信息丰富等特点,在水库大坝病险隐患探测领域得到广泛应用。目前,使用基于最小二乘法的反演容易受地电数据局部极值影响,使得探测到的病害位置和规模不准确。对此,通过建立不同参数值、形态大小及位置分布的异常体正演模型,将模型数据作为训练样本,以此构建基于BP神经网络的高密度电法反演模型;将训练完成的反演模型应用于水库清淤扩容坝后排泥区围堰的高密度电法探测结果分析中。结果表明,所提方法能够减小局部电流极值引起的屏蔽作用,缩小隐患排查范围,提高了高密度电法受高阻屏蔽影响下分辨隐患的准确性和反演精度,可对物探资料作出更为精确的解释。

16m级盾构始发筑岛围堰湖相淤泥原位固化试验研究

为满足城市内湖筑岛围堰内超大直径盾构始发作业需求,依托武汉两湖隧道(南湖段)PPP项目3标围堰淤泥固化工程,开展湖相淤泥固化剂适配性试验,探究固化剂成分配比、固化剂质量分数、喷搅工艺及浮淤对固化效果的影响;通过轻型动力触探试验、固化翻浆层厚度测试明晰淤泥固化效果,以获取最佳固化剂质量分数及固化工艺。试验研究表明:1)通过固化剂适配性试验、现场原位固化试验可知,湖相淤泥采用原位固化工艺是可行的,能满足施工承载力等指标要求;2)针对南湖湖相淤泥,考虑固化土强度及均匀性,选取m_(水泥)∶m_(工业废渣)=6∶4、固化外加剂质量分数为1‰及固化剂质量分数为10.5%的固化剂处理效果较好;3)采用“4搅4喷”固化工艺,可以减少翻浆浪费,且可以均匀加固淤泥地层。通过评估不同工况下筑岛围堰内试验田淤泥固化效果,提出了最佳固化剂质量分数及固化工艺,解决了淤泥固化强度不足、均匀性不良等质量问题。

丹江口水库特大桥钢-混凝土组合围堰施工技术

丹江口水库特大桥为主跨760 m双塔双索面部分地锚式混合梁斜拉桥,主墩采用整体式承台+大直径群桩基础,主墩承台平面为八边形,尺寸为48 m(横桥向)×26 m(顺桥向)×6.5 m(高),承台底部设置26根直径2.8 m钻孔灌注桩。为适应库区倾斜裸岩地形,降低施工难度及施工费用,主墩围堰采用下部混凝土挡墙围堰+上部单壁钢围堰的钢-混凝土组合围堰方案。下部混凝土挡墙围堰采用衡重式挡墙围堰及抗滑桩挡墙围堰,高3~11 m;上部单壁钢围堰分块设置,其长度与下部挡墙围堰匹配,高8 m。钢-混凝土组合围堰施工时,首先根据地形条件进行挡墙围堰分段,之后采用破碎锤开挖混凝土挡墙围堰基础;混凝土挡墙围堰采用分层、分块施工,顶部圈梁与挡墙围堰同步浇筑;上部单壁钢围堰采用加工厂预制+现场分块安装,并预留竖向型钢接长部分;最后进行单壁钢围堰底部及组合围堰山体连接处止水混凝土施工,完成钢-混凝土组合围堰施工。钢-混凝土组合围堰的应用,有效缩短了基础施工周期,降低了围堰施工难度及施工费用,经济合理,满足现场施工各项要求。

湖中基坑-双排钢管桩围堰受力变形分析

为便于施工,位于水域中的基坑工程通常需要施作围堰来保证施工场地干燥,但目前对围堰变形的研究尚不完善。以南昌艾溪湖隧道工程为研究背景,利用Midas GTS NX有限元软件,研究围堰宽度、拉杆位置对双排钢管桩围堰变形规律的影响,并通过将模拟计算结果与实测数据进行对比,验证了模型的合理性。研究结果表明:围堰宽度有一个合适的范围,过小过大均会造成围堰变形过大。在本工程中,围堰合理宽度范围为3.5~4.5 m,围堰宽度的改变对围堰内基坑开挖变形影响较小;综合两侧钢管桩变形来看,拉杆设置在围堰顶部0.8 m处时两侧钢管桩变形较小。

基于模糊贝叶斯网络的钢管桩围堰安全评价研究

为探明施工过程中影响钢管桩围堰事故发生率的主要因素,降低桥梁基础工程的事故发生率,建立FBN与MIDAS模型,对围堰工程进行事前安全风险研究。首先参照条例规范与4M1E原则将主要因素统筹为人、机、料、法、环五大方面,构建起具有普适性的的风险评估指标体系,其中含有5个一级指标和18个二级指标。其次根据因素间的逻辑关系构建贝叶斯网络模型,基于模糊数理论确定根节点的先验概率,后利用Leaky Noisy-OR Gate模型计算出非根节点的条件概率,通过NETICA软件得到因素耦合效应以及主要影响因素,最后依据实际案例建立MIDAS有限元模型进行定量化分析。结果表明,主要影响因素有水流压力、土体稳定性、支护体系稳定性、焊接质量以及安全防护设备配备程度。

COUPLING EFFECT BETWEEN RELIABILITY OF BEDDING LAYER AND STABILITY OF DOWNSTREAM CONCRETE SLAB OF OVERFLOW EARTH-ROCK COFFERDAM

The protection of downstream concrete slab is a key issue for the stability of overflow earth-rock cofferdam. The coupling effect between bedding layer and concrete slab was taken into account when the stability of downstream concrete slab was researched. The characteristics of overflow and seepage over the downstream concrete slab were investigated when floodwater passes over the cofferdam. Firstly a limit equation of seepage failure for the bedding layer was derived with the consideration of geometric and mechanical factors, and a reliability model was established and numerically simulated. Then based on the reliability calculation for the bedding layer, the coupling effect between bedding layer and downstream concrete slab was analyzed. Under the most unfavorable pressure condition for the concrete slab, its instability criterion was put forward, which offers a structural design tool of downstream concrete slab for overflow earth-rock cofferdam. Compared with model tests, it shows that the model of reliability calculation of bedding layer and the stability analysis of downstream concrete slab are effective.