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On the basis of solid-liquid coupling theory and the gas absorption law under different temperatures, the mathematical model of gas flow under unequal temperature s and its numerical solution are obtained.

根据瓦斯的吸附解吸规律和煤与瓦斯固流耦合作用的机理，建立了非等温条件下瓦斯流动的数学模型，并给出用有限元求其数值解的方法及程序。

With wireless Internet access capability, that is, the need to support GSM or GPRS network under the CDMA network under the 3G or CDMA 1X network.

具备无线接入互联网的能力，即需要支持GSM网络下的GPRS或者CDMA网络下的CDMA 1X或者3G网络。

The water from open area inset under the ice cover to form a warm water region under ice with the temperature greater than 1℃, which leads to ice melting. Obstructed by the Herald Shoal, the northward flow bypassed the shoal and formed a cold water region under ice behind the shoal with the temperature lower than -1℃.

开阔海域的水体向冰下扩展，表层水温在1℃以上，形成冰下暖水区，加速了海冰的融化；Herald浅滩阻挡了海水的流动形成绕流，其北部处于绕流的死角，表层水温在-1℃以下，形成冰下冷水区。

The drained behavior of Hokksund sand under low confining pressure was studied through static triaxial test, and the samples were prepared through the dry sedimentation method. The test results were corrected through the membrane effect which is often neglected under high confining pressure, the correction to axial stress for dense sample under a cell pressure of 10 kPa is equal to 12%.

采用干样沉降法制备样品，选用静三轴仪对松砂和密砂样在10kPa 至100kPa的低围压下的排水行为进行了实验研究，并对实验结果作了橡皮膜校正，在围压为10kPa的密砂实验中，轴向应力的校正值可达到12%。

Separate under the SMAS to 2.0 cm above the supraorbital edge and 1.5 cm above zygomatic arch, where the periosteum and superficial layer of deep temporal fascia were incised to expose fracture;②Separate under the SMAS to the supraorbital edge and zygomatic arch, and then as in method Ⅰ, incise at 2.0 cm above the supraorbital edge and 1.5 cm above zygomatic arch to expose fracture.③ As in method 2, separate under the SMAS to the supraorbital edge and zygomatic arch, and then incise the periosteum directly to expose fracture.

对27例面中部骨折行头皮冠状切口患者分别采用，方法Ⅰ：沿SMAS下分离至眶上缘上2cm处和颧弓上1.5cm处，先在此切开骨膜和颧深筋膜浅层，分离暴露骨折；方法Ⅱ：沿SMAS下分离至眶上缘和颧弓处，然后再在眶上缘上2cm和颧弓上1.5cm切开直至暴露骨折；方法Ⅲ：同方法Ⅱ分离至眶上缘及颧弓处并直接切开骨膜，暴露骨折。

Such parameters as the percentage of ordinary reinforcment, amounts and configuration of unbonded prestressed tendons, the ratio of span to depth and the loading patterns were considered. Based on the results, the fomula for the eqivalent length of deformation zone on the beams at ultimate were developed. A simple formula was developed for the ultimate mid-span deflection of concrete beams with concept of equivalent length of deformation zone, and the deformation of beam before internal reinforcement yielding was predicted by the traditional formula for the deformation of partically prestressed concrete beam. Then an analytical model was deduced for analyzing the ultimate stress increment in those concrete beams prestressed with external or internal unbonded tendons based on the mid-span deflection.(4) Testes were carried out on a thin-walled concrete box beam presressed with external CFRP tendons to study its short-term performances under uniform load, long-term behaviors under uniform load, and full-time performance under four-point load in turn.

3以体内非预应力钢筋配筋率、体外预应力筋配筋率、体外预应力筋布置形式、预应力度、跨高比、荷载形式等为参数，用非线性分析程序对体预应力筋混凝土梁进行了参数分析，依据分析结果提出了以综合配筋指标和预应力度为参数的等效变形区长度的计算公式，进而提出了基于等效变形区长度的极限挠度计算公式；体内非预应力钢筋屈服前的挠度计算采用常用的部分预应力混凝土梁挠度计算公式；依据试验和非线性数值计算结果，将不同转向块布置形式的体外预应力混凝土梁简化为跨中一个转向块的体外预应力混凝土梁，推导了基于跨中挠度的体外预应力筋应力增量的简化计算公式。

Such parameters as the percentage of ordinary reinforcment, amounts and configuration of unbonded prestressed tendons, the ratio of span to depth and the loading patterns were considered. Based on the results, the fomula for the eqivalent length of deformation zone on the beams at ultimate were developed. A simple formula was developed for the ultimate mid-span deflection of concrete beams with concept of equivalent length of deformation zone, and the deformation of beam before internal reinforcement yielding was predicted by the traditional formula for the deformation of partically prestressed concrete beam. Then an analytical model was deduced for analyzing the ultimate stress increment in those concrete beams prestressed with external or internal unbonded tendons based on the mid-span deflection.(4) Testes were carried out on a thin-walled concrete box beam presressed with external CFRP tendons to study its short-term performances under uniform load, long-term behaviors under uniform load, and full-time performance under four-point load in turn.

3以体内非预应力钢筋配筋率、体外预应力筋配筋率、体外预应力筋布置形式、预应力度、跨高比、荷载形式等为参数，用非线性分析程序对体预应力筋混凝土梁进行了参数分析，依据分析结果提出了以综合配筋指标和预应力度为参数的等活动房效变形区长度的计算公式，进而提出了基于等效变形区长度的极限挠度计算公式；体内非预应力钢筋屈服前的挠度计算采用常用的部分预应力混凝土梁挠度计算公式；依据试验和非线性数值计算结果，将不同转向块布置形式的体外预应力混凝土梁简化为跨中一个转向块的体外预应力混凝土梁，推导了基于跨中挠度的体外预应力筋应力增量的简化计算公式。

This invention discloses one lithium ion battery anode materials, which is made by following steps: a, mixing lithium salt, microcosmic salt and ferrous oxalate for grinding with mole proportion as one to one to one; after drying under nitrogen gas protection in 300-400DEG C for heating for five to eight hours; b, adding addictive agent into the mixture with weight proportion as3-10:1; c, bursting the mixture gas under inertia gas protection under temperature of 500-800DEG C for 10 to 24 hours; d, adding the product into crucible with active carbon 10 to 40 g and adjusting the microwave frequency into 140 to 700 W with control time as 1 to 14 minutes.

本发明公开了一种锂离子电池正极材料，由70-90wt％的LiFePO 4 和10-30wt％的碳组成，按照以下步骤制备：(1)将锂盐、磷盐和草酸亚铁混合球磨，所述锂、铁和磷元素的摩尔比为1∶1∶1，干燥后在氮气保护下300～400℃预热5～8小时；(2)在上述的混合物中加入添加剂，所述混合物与添加剂的重量比为3～10∶1；(3)将步骤(2)得到的混合物在惰性气体保护下，进行焙烧，焙烧温度为500～800℃，焙烧时间为10～24小时；(4)将焙烧后的产物压片，放入装有活性炭10～40g的坩锅，再将坩锅放入微波炉中，微波功率调至140～700W，控制时间为1～14分钟。

The main research contents are as follows:1. Through massive calculation, analysis and comparison, sum up the similarities and differences between the special-shaped cross sections and rectangular cross sections in mechanical features, between reinforced concrete special-shaped columns and rectangular columns in load-bearing capacity, ductility performance and provide necessary basic concepts and data for further understanding the characteristics of the special-shaped columns;2. Through massive elastic calculations and elasto-plastic analysis, under the preconditions of satisfying the code's requirements for axial compression ratio, limit value of lateral displacement and load-bearing capacity of normal section,oblique section and beam-column joint, under circumstances of different intensity of earthquake, structure dead weight, sort of site and column grid bay dimension, the variation regularity of maximum suitable height of structure, and thus sum up the maximum suitable height of structure for code for the purpose of macro-control while deciding the design scheme;3. Make a preliminary study on the stress feature of reinforced concrete special-shaped column and Z-shaped column of which the ratio of limb length to limb thickness is between 4~5 ,and the preliminary design method is suggested;4. Through elato-plastic time history dynamic analysis of typical projects, check up the weak storey of the special-shaped column structure and yielding, breaking and collapse mechanism to satisfy the earthquake resistant requirement to buildings of remaining stand under strong earthquake;5. Derive for project use simplified calculation formula of vibration period, suitable vibration period, suitable rigidity of special-shaped column structure through theoretical analysis, and provide an easy and practical method for deciding the structure scheme economically, safely and reasonably;6. Based on the study achievements in theory and massive analysis and calculations of this paper, sum up the regularities of inner force, deformation of special-shaped column structure and seismic conceptual design, and thus the suggection of seismic design of special-shaped column structures is presented.

本文研究的主要内容如下：通过大量的计算、分析和对比，总结出异形截面与矩形截面在力学特性、钢筋混凝土异形截面柱与矩形截面柱在承载能力、延性性能等方面的异同，为深入了解异形截面柱的特点提供必要的基本概念和数据；通过大量的弹性及弹塑性计算分析，在满足规程对轴压比、侧移限值及正截面、斜截面、节点承载力抗震验算要求的前提下，在不同抗震设防烈度、结构自重、场地类别及柱网开间尺寸情况下最大适宜高度的变化规律，并在此基础上总结归纳出异形柱结构的最大适用高度规定，可用于规程，以便于在确定方案时起到宏观控制的作用；对肢长与肢厚比在4～5的钢筋混凝土异形截面柱及Z形柱的受力特点进行初步探讨，提出初步的设计方法；通过对典型工程的弹塑性动力时程分析，检验异形柱结构的薄弱层及屈服、破坏、倒塌机制，以达到建筑物大震不倒的抗震设防要求；通过理论分析，推导出异形柱结构自振周期，以及适宜自振周期、适宜刚度的工程实用简化计算公式，为经济、安全、合理地确定结构方案提供简便实用的方法；在本文理论分析、计算以及大量的研究成果基础上，总结归纳出异形柱结构内力、变形的规律及抗震概念设计内容，并在此基础上提出异形柱结构的抗震设计建议。

September 25, 1949 liberation of Jiuquan Prefecture, in October to set up South West People's Government, directly under the County People's Government, under the jurisdiction of Huangcao, Changsha, Hong Zhuang, deep, Xifeng, Po Levin, of Tartu, Feng Hou, Manjusri, estuaries 12 Township People's Government, in January 1954, will Huangcao, Changsha, Hong Zhuang, deep, Xifeng, pagoda was placed under the 12th six rural area, in November 1955 revocation of the Central Government, by the Xifeng , pagoda Second Rural Township, the merger of People's Committee for Xifeng, in April 1958, the People's Committee and the Rural Xifeng Feng Hou, Xiang Zhuang two combined to set up the Southwest Rural Township, in September 1958 the establishment of rural people's communes Xifeng.

1949年9月25日酒泉县解放，10月成立西南区人民政府，直属县人民政府，下辖黄草、长沙、香庄、中深、西峰、蒲莱、塔尔、冯侯、文殊、河口12个乡人民政府，1954年1月，将黄草、长沙、香庄、中深、西峰、塔寺6个乡划归第十二区，1955年11月撤销区政府，由西峰、塔寺二乡合并成立西峰乡人民委员会，1958年4月，西峰乡人民委员会与冯侯、香庄两乡合并成立西南乡，1958年9月成立西峰乡人民公社。1959年4月19日成立西峰乡人民公社管理委员会，1966年11月7日更名为红旗人民公社管理委员会，1971年2月10日恢复原称，1968年3月30日成立西峰乡公社革命委员会，1980年4月改为西峰公社管理委员会，1983年3月成立西峰乡人民政府，2002年10月撤地设市，撤市设区，更名为肃州区西峰乡人民政府。

I didn't watch TV last night, because it .

昨晚我没有看电视，因为电视机坏了。

Since this year, in a lot of villages of Beijing, TV of elevator liquid crystal was removed.

今年以来，在北京的很多小区里，电梯液晶电视被撤了下来。