不同参考椭球体的GIS数据转换探讨

通过一项工程和不同参考椭球转换软件的实现过程,探讨了不同参考椭球GIS数据的转换问题.首先介绍了转换的数学模型和软件的实现过程.其次介绍了几种转换方法,并通过一个工程实例介绍了具体的操作步骤.最后对这个工程实例进行了可行性分析.     

酒东盆地地温场特征及肃州城区地热开发可行性分析

酒东盆地是典型挤压造山型盆地,在以往石油勘探和水文地质普查中已发现有地下热水存在。肃州城区一带通过可控源音频大地电磁测深探测和石油普查直流电测深资料重新解释,结合以往石油勘探成果,认为酒泉凹陷具备地热资源形成的储、盖、通、源条件,属中低温盆地传导型地热资源,具有经济开发价值。     

环渤海地区地下水库开发利用前景

本文从补给水源、水文地质、环境地质、生态环境效应以及经济效益等方面,分析了环渤海地区建设地下水库的可行性.划分了滨海河谷型、山间盆地(河谷)型、山前冲洪积平原(扇)型、冲积平原埋藏古河道型等四种地下水库类型,并对地下水库的调蓄能力和新增地下水开采量进行了评价.其中,在辽宁、山东沿海地区尚有宜建滨海河谷型地下水库库址35处,总库容28.85×108m3,可新增地下水开采资源2.60×108m3;有宜建山间盆地(河谷)型4处,总库容1.22×108m3,可新增地下水开采资源0.24×108m3.目前,区内已建滨海河谷型地下水库8处,新增地下水开采资源2.89×108m3,取得显著的经济、社会和环境效益.因此,在滨海河谷等地区选择适宜地段,建设地下水库,对于缓解环渤海地区缺水、改善水质、防止海水入侵等均有重要现实意义.     

瞬变电磁法利用不完整数据进行一维反演的可行性分析

为充分利用已经采集获得的并不完整的瞬变电磁衰减曲线,以一维三层理论模型以及实测数据为例进行了计算,计算结果说明,在不能获得整条衰减曲线时,利用部份时段进行反演获取一定的的地质信息,是一种可行的补救措施。试验的前提是瞬变响应曲线是正常的符合衰减规律的曲线,而对于畸变的曲线是不适合的。     

混合气体驱替煤层气技术的可行性研究

气体驱替煤层气技术是近年来发展起来的具有温室气体减排和提高煤层气采收率双赢效果的新兴技术,相关研究受到世界主要发达国家的广泛重视。对于温室气体减排的压力,发达国家的研究主要着眼于该技术在高渗透、不可采煤层中的应用,注入气体主要为CO2,目的是尽可能多地封存CO2,同时提高煤层气采收率。目前,国内在这方面的研究刚刚起步。国内煤层具有渗透率普遍较低、不开采煤层与要开采煤层难以界定的特点,注CO2气体驱替煤层气在这种煤层中的可行性值得商榷。针对国内煤层特点和煤矿瓦斯抽采率低的现状,建议采用富N2混合气体驱替煤层气技术,以提高煤层气产采收率。通过理论分析、数值模拟和现场试验研究分析了实施混合气体驱替煤层气技术的可行性。研究结果表明,混合气体驱替煤层气技术适用于国内低渗透、可开采煤层,可以提高煤层气采收率和单产量。     

立足国内保障国家铁矿资源需求的可行性分析

中国铁矿成矿地质条件有利,铁矿床类型齐全,以沉积变质型、岩浆型铁矿成矿潜力最大,但品位较低;矽卡岩型和火山岩型铁矿规模较小,但富矿较多;沉积型铁矿多为难选冶的铁矿,风化淋滤型铁矿的成矿潜力很小。全国已查明的铁矿资源储量丰富,多属易选铁矿石类型,多分布于东部铁矿生产基地及其附近,如果铁矿石50%立足国内供应,则基础储量可以保障供应超过10年,还有大量资源量可以转化为基础储量,延长保障年限。中国还有大量铁矿点、矿化点有待进一步评价,有大量磁异常有待查证,已知铁矿区的深边部近年来找矿不断取得突破,西部地区铁矿进一步找矿的潜力巨大,具有立足国内长期保障铁矿资源供应的潜力。     

GPS-RTK监测大范围地面沉降的试验研究

在各种不同监测距离和监测时段,采用GPS-RTK测量模式对大范围地面沉降进行了现场监测。通过对试验结果的分析研究,获取了GPS-RTK监测大范围地面沉降时距离和时间的长短对监测结果影响的一些重要技术参数,这对GPS- RTK测量模式应用于实际地面沉降监测以及GPS-RTK的测量立法具有重要参考意义。     

对地裂缝地球物理勘察综合采集解释软件系统的可行性和需求的初步分析

运用软件工程的可行性、需求分析基本理论和方法，较为详细地对地裂缝地球物理勘察综合采集解释软件系统的经济可行性和技术可行性进行分析，并对该系统的需求从问题分析、需求描述、需求规格简要说明三个方面进行初步分析。证明了地裂缝地球物理勘察综合采集解释软件系统是可行的；地裂缝地球物理勘察综合采集解释软件系统的需求分析细化后形成的需求规格说明是可以预见的；本软件系统的市场潜力巨大，值得进一步研究分析。     

Three-dimensional active earth pressure from cohesive backfills with tensile strength cutoff

Most of previous analyses on the active earth pressure were performed in two-dimensional cases using the Mohr-Coulomb (M-C) failure function to describe the soil strength. However, all failures of retained slopes indicate a somewhat three-dimensional (3D) feature, and the M-C function is found to overestimate the tensile strength of cohesive soil. In this work, a kinematic limit analysis–based approach is developed for computing the 3D active earth pressure resulting from cohesive backfills. The concept of tensile strength cutoff is adopted to implement the reduction or elimination of tensile strength from the strength envelope. An extended 3D horn failure mechanism that is associated with the modified strength envelope is developed to characterize the collapse of retained slopes. The resultant of active earth pressure is evaluated from the work rate balance equation and expressed as an unfactored coefficient. The obtained results indicate that less support provided by the wall is required when allowing the existence of soil cohesion and 3D effects and that eliminating the tensile strength can observably increase the active earth pressure, especially for the backfill with a great level of cohesion.     

Influence of seismic motions on behavior of piles in liquefied soils

In the present study an analytical procedure based on finite element technique is proposed to investigate the influence of vertical load on deflection and bending moment of a laterally loaded pile embedded in liquefiable soil, subjected to permanent ground displacement. The degradation of subgrade modulus due to soil liquefaction and effect of nonlinearity are also considered. A free headed vertical concrete elastic nonyielding pile with a floating tip subjected to vertical compressive loading, lateral load, and permanent ground displacement due to earthquake motions, in liquefiable soil underlain by nonliquefiable stratum, is considered. The input seismic motions, having varying range of ground motion parameters, considered here include 1989 Loma Gilroy, 1995 Kobe, 2001 Bhuj, and 2011 Sikkim motions. It is calculated that maximum bending moment occurred at the interface of liquefiable and nonliquefiable soil layers and when thickness of liquefiable soil layer is around 60% of total pile length. Maximum bending moment of 1210 kNm and pile head deflection of 110 cm is observed because of 1995 Kobe motion, while 2001 Bhuj and 2011 Sikkim motions amplify the pile head deflection by 14.2 and 14.4 times and bending moment approximately by 4 times, when compared to nonliquefiable soil. Further, the presence of inertial load at the pile head increases bending moment and deflection by approximately 52% when subjected to 1995 Kobe motion. Thus, it is necessary to have a proper assessment of both kinematic and inertial interactions due to free field seismic motions and vertical loads for evaluating pile response in liquefiable soil.