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In designing the flexural reinforcement for the major moment for a particular beam for a particular section, the following steps are involved:· Determine the maximum factored moments · Determine the reinforcing steel Determine Factored Moments In the design of flexural reinforcement of moment resisting concrete beams, the factored moments for each load combination at a particular beam section are ob- tained by factoring the corresponding moments for different load cases with the corresponding load factors.

在设计一个特定部分，特别是梁为关键时刻抗弯增强，下面的步骤涉及：·确定时刻的最大因素·确定钢筋确定的因素时刻在目前的抗弯曲钢筋混凝土梁的设计，在特定的梁截面为每个荷载组合的因素是肥胖的时刻，由保理与相应的负载系数不同的负载情况下，不引起相应的时刻。

In designing the flexural reinforcement for the major moment for a particular beam for a particular section, the following steps are involved:· Determine the maximum factored moments · Determine the reinforcing steel Determine Factored Moments In the design of flexural reinforcement of moment resisting concrete beams, the factored moments for each load combination at a particular beam section are ob- tained by factoring the corresponding moments for different load cases with the corresponding load factors.

在设计的抗弯加固梁为一个特定的时间为某一特定部分，下面的步骤被涉及。·确定时刻的最大因素·确定钢筋决定因素的时刻在设计的弯加固混凝土梁的时刻抵制因素的时刻，每个荷载组合作用在某一特定的梁截面——同时运用保理的指挥不同载荷工况相应的时刻与相应的荷载等因素的影响。

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。

The construction of the high load websites should start from the malfunctions in the websites,apply the technique of load balance,and choose the proper detecting methods of the load balance calculation and the web system status,so as to realize the reliability, high efficiency and extendability of the web service.

从引起web站点的故障出发，结合负载均衡技术，通过选择适当的负载均衡算法和网络系统状况的检测方式，建设起高负载的WEB站点，从而实现WEB服务的可靠性、高效性和可扩展性。

By transforming load acting location and load acting area, the influence of load acting mode on mechanical properties of RC slab and SFRC slab is studied.

通过变换荷载作用位置、荷载作用面积，研究不同加载方式对钢筋混凝土板和钢纤维混凝土板受力性能的影响。

The fibers in the matrix carry most of the external loads applied on composite, while the matrix only acts as the bridge to transfer the loads. Currently, the one-dimension load transfer model presented by Cox and the two-dimension load-transfer model proposed by Nairn are the representative theories in the field of the interface load-transfer study.

复合材料主要是通过纤维来承受外界载荷，基体只起传递载荷的桥梁作用，目前对界面载荷传递机理的研究主要以Cox的一维界面载荷传递模型和Nairn的二维界面载荷传递模型为代表。

The superstructure uses the standard drawing, the substructure has used the gravity T-shape abutment and the rectangular buttress, in the design carries on the size to the abutment and the bridge pier to draw up, simultaneously satisfies the design the principle, the abutment uses 9.3m, in satisfies the structure and under the operation requirements premise, the abutment uses 9.3m to be long, because the geological condition decided, the pillar body uses 12m to be high, the open excavation foundation, the process load computation and the load combination, has carried on the bridge abutment and the pillar bottom section stress separately to the abutment and the bridge pier examines calculated, examines calculated the result conforms to the standard requirement, the bridge span uses the straight line build, and established this bridge construction organization plan, including the engineering project characteristic, the construction plan, the job practice, the bridge building construction technology, the measure has drawn up the top cap and the tray structure and matches the muscle chart, finally has drawn up Shui Xigou the bridge overall and the horizontal plan.

上部结构采用标准图，下部结构采用了重力式T 形桥台和矩形桥墩，设计中对桥台和桥墩进行了尺寸拟定，在满足构造和使用要求的前提下，桥台采用9.3m长，由于地质条件决定，墩身采用12m高，明挖基础，经过荷载计算和荷载组合，对桥台和桥墩分别进行了台底和墩底截面应力的检算，检算结果符合规范要求，桥跨采用直线布设，并且编制了该桥的施工组织设计，其中有工程项目的特征、施工方案、施工方法、桥梁工程施工技术，措施绘制了顶帽及托盘构造及配筋图，最后绘制了水溪沟大桥的总体及平面图。

The superstructure uses the standard drawing, the substructure has used the gravity T-shape abutment and the rectangular buttress, in the design carries on the size to the abutment and the bridge pier to draw up, simultaneously satisfies the design the principle, the abutment uses 9.3m, in satisfies the structure and under the operation requirements premise, the abutment uses 9.3m to be long, because the geological condition decided, the pillar body uses 12m to be high, the open excavation foundation, the process load computation and the load combination, has carried on the bridge abutment and the pillar bottom section stress separately to the abutment and the bridge pier examines calculated, examines calculated the result conforms to the standard requirement, the bridge span uses the straight line build, and established this bridge construction organization plan, including the engineering project characteristic, the construction plan, the job practice, the bridge building construction technology, the measure has drawn up the top cap and the tray structure and matches the muscle chart, finally has drawn up Shui Xigou the bridge overall and the horizontal plan.

内昆铁路水溪沟大桥，中心里程为DK608+393.00，该桥的设计方案有三个，通过技术、经济比较，采用4×32m预应力混凝土简支梁桥方案，桥梁全长149.5m，I级单线铁路，设计时速为120km/h，设计荷载为中活载。上部结构采用标准图，下部结构采用了重力式T 形桥台和矩形桥墩，设计中对桥台和桥墩进行了尺寸拟定，在满足构造和使用要求的前提下，桥台采用9.3m长，由于地质条件决定，墩身采用12m高，明挖基础，经过荷载计算和荷载组合，对桥台和桥墩分别进行了台底和墩底截面应力的检算，检算结果符合规范要求，桥跨采用直线布设，并且编制了该桥的施工组织设计，其中有工程项目的特征、施工方案、施工方法、桥梁工程施工技术，措施绘制了顶帽及托盘构造及配筋图，最后绘制了水溪沟大桥的总体及平面图。

Features - FSK and DTMF dual mode CLIP (Calling Line Identification Presentation)- Stores up to 50 calling numbers, up to 20 digits for each number*- Stores up to 3 last dialed numbers, up to 24 digits for each number*- Stores up to 50 PSTN Phone Book numbers, up to 12 characters for each name and 24 digits for each number (while the LCD displays the maximum of 12 digits)*- LCD displays calling and dialing number - Barring numbers setting (up to 5 numbers)*- Key lock setting - Hot call setting*- Call transfer of external calls*- Internal calls*- Three-way Conference Call*- Various ring melody (up to 9 for option)- Ring volume adjusting (up to 9 levels)- Handset earpiece volume setting (up to 9 levels)- Microphone mute - Delete single or all records in PSTN Phone Book*- Redialing and preparation dialing functions - Paging function to locate the handset easily from base station - Clicking key tone on or off - Supports GAP function - Speakerphon

特点－FSK和DTMF双模的CLIP－能存储多达50组来电，每组来电能够存储20个数字*－能够存储最近的3个已拨电话号码，每个号码能够存储24个数字*－能够存储50个PSTN电话簿号码，每个名字有12个字符，每个号码有24个数字（而LCD最多只能显示12个数字）*－LCD来电显示和去电号码－不包括号码设置（5个号码）*－键盘锁设置－热键设置*－外部来电转接*－内部呼叫*－三方电话会议*－多种铃声（一共有9种可供选择）－音量调节（一共有9个级别）－话机听筒音量设置（一共有9个级别）－静音－在PSTN电话簿内删除单个或者全部记录*－回拨和准备拨号功能－寻呼功能能够简单的从话机座定位话筒－开启或关闭滴答声－支持GAP功能－免提

The work of this paper is as follows: 1. Looking back the progressing history of the linear motor, introducing the features of the elevator driven by linear induction motor, radicating the topic of this paper "the digital frequency variable control of the elevator bi-side direct driven by linear induction motor". The research of this paper covers the conventional VVVF control, space vector based VVVF control, vector control and DTC.

本文主要开展了以下几个方面的工作： 1 回顾了直线电机发展历史，电机的驱动技术演变，特别是针对直线电机的驱动，简要介绍了直线感应电机驱动电梯的优点和不同结构类型，对传统的v／f控制，基于空间矢量法的v／f控制，矢量控制，和基于电压空间矢量的直接转矩控制进行了比较，确立了本课题的研究主题：直线感应电机双边直推式驱动电梯的全数字变频控制。

The article combines with the treatment of a superficial civil air defense work to introduce how the grouting method to improve the performance of the backfill soil.

文章从治理漂浮人防工事的角度提出了注浆技术在改善回填土性质方面的应用，并详细阐述了注浆技术的施工流程。