4 strength tension and compression member

聚合物性能指标解释1、拉伸强度拉伸强度(tensile strength)是指材料产生最大均匀塑性变形的应力。

（1）在拉伸试验中，试样直至断裂为止所受的最大拉伸应力即为拉伸强度，其结果以MPa 表示。

（2）用仪器测试样拉伸强度时，可以一并获得拉伸断裂应力、拉伸屈服应力、断裂伸长率等数据。

（3）拉伸强度的计算：σt = p /( b×d)式中，σt为拉伸强度（MPa）；p为最大负荷（N）；b为试样宽度（mm）；d为试样厚度（mm）。

注意：计算时采用的面积是断裂处试样的原始截面积，而不是断裂后端口截面积。

（4）在应力应变曲线中，即使负荷不增加，伸长率也会上升的那一点通常称为屈服点，此时的应力称为屈服强度，此时的变形率就叫屈服伸长率；同理，在断裂点的应力和变形率就分别称为断裂拉伸强度和断裂伸长率。

2、弯曲模量又称挠曲模量。

是弯曲应力比上弯曲产生的形变。

材料在弹性极限内抵抗弯曲变形的能力。

E为弯曲模量；L、b、d分别为试样的支撑跨度、宽度和厚度；m为载荷(P)-挠度(δ)曲线上直线段的斜率，单位为N/m2或Pa。

弯曲模量与拉伸模量的区别：拉伸模量即拉伸的应力与拉伸所产生的形变之比。

弯曲模量即弯曲应力与弯曲所产生的形变之比。

弯曲模量用来表征材料的刚性，与分子量大小有关，同种材质分子量越大，模量越高，另外还与样条的冷却有关，冷却越快模量越低。

即弯曲模量的测试结果与样品的均匀度及制样条件有关，测试结果相差太大，无意义，应找到原因再测试。

2GB/T9341—2000中弯曲模量的计算方法。

新标准中规定了弹性模量的测量，先根据给定的弯曲应变εfi=0.0005和εfi=0.0025，得出相应的挠度S1和S2（Si=εfiL2/6h），而弯曲模量Ef=（σf2-σf1）/（εf2-εf1）。

其中σf2和σf1分别为挠度S1和S2时的弯曲应力。

新标准还规定此公式只在线性应力-应变区间才是精确的，即对大多数塑料来说仅在小挠度时才是精确的。

Aacceptable quality 合格质量acceptance lot 验收批量aciera 钢材admixture 外加剂against slip coefficient between friction surface of high-strength bolted connection 高强度螺栓摩擦面抗滑移系数aggregate 骨料air content 含气量air-dried timber 气干材allowable ratio of height to sectional thickness of masonry wall or column 砌体墙、柱容许高厚比allowable slenderness ratio of steel member 钢构件容许长细比allowable slenderness ratio of timber compression member 受压木构件容许长细比allowable stress range of fatigue 疲劳容许应力幅allowable ultimate tensile strain of reinforcement 钢筋拉应变限值allowable value of crack width 裂缝宽度容许值allowable value of deflection of structural member 构件挠度容许值allowable value of deflection of timber bending member 受弯木构件挠度容许值allowable value of deformation of steel member 钢构件变形容许值allowable value of deformation of structural member 构件变形容许值allowable value of drift angle of earthquake resistant structure 抗震结构层间位移角限值amplified coefficient of eccentricity 偏心距增大系数anchorage 锚具anchorage length of steel bar 钢筋锚固长度approval analysis during construction stage 施工阶段验算arch 拱arch with tie rod 拉捍拱arch-shaped roof truss 拱形屋架area of shear plane 剪面面积area of transformed section 换算截面面积aseismic design 建筑抗震设计assembled monolithic concrete structure 装配整体式混凝土结构automatic welding 自动焊接auxiliary steel bar 架立钢筋Bbackfilling plate 垫板balanced depth of compression zone 界限受压区高度balanced eccentricity 界限偏心距bar splice 钢筋接头bark pocket 夹皮batten plate 缀板beam 次梁bearing plane of notch 齿承压面bearing plate 支承板bearing stiffener 支承加劲肋bent-up steel bar 弯起钢筋block 砌块block masonry 砌块砌体block masonry structure 砌块砌体结构blow hole 气孔board 板材bolt 螺栓bolted connection 钢结构螺栓连接bolted joint 木结构螺栓连接bolted steel structure 螺栓连接钢结构bonded prestressed concrete structure 有粘结预应力混凝土结构bow 顺弯brake member 制动构件breadth of wall between windows 窗间墙宽度brick masonry 砖砌体brick masonry column 砖砌体柱brick masonry structure 砖砌体结构brick masonry wall 砖砌体墙broad—leaved wood 阔叶树材building structural materials 建筑结构材料building structural unit 建筑结构单元building structure 建筑结构built—up steel column 格构式钢柱bundled tube structure 成束筒结构burn—through 烧穿butt connection 对接butt joint 对接butt weld 对接焊缝Ccalculating area of compression member 受压构件计算面积calculating overturning point 计算倾覆点calculation of load-carrying capacity of member 构件承载能力计算camber of structural member 结构构件起拱cantilever beam 挑梁cap of reinforced concrete column 钢筋混凝土柱帽carbonation of concrete 混凝土碳化cast-in—situ concrete slab column structure 现浇板柱结构cast-in—situ concrete structure 现浇混凝土结构cavitation 孔洞cavity wall 空斗墙cement 水泥cement content 水泥含量cement mortar 水泥砂浆characteriseic value of live load on floor or roof 楼面、屋面活荷载标准值characteristi cvalue o fwindload 风荷载标准值characteristic value of concrete compressive strength混凝土轴心抗压强度标准值characteristic value of concrete tensile strength 混凝土轴心抗拉标准值characteristic value of cubic concrete compressive strength混凝土立方体抗压强度标准值characteristic value of earthquake action 地震作用标准值characteristic value of horizontal crane load 吊车水平荷载标准值characteristic value of masonry strength 砌体强度标准值characteristic value of permanent action 永久作用标准值characteristic value of snowload 雪荷载标准值characteristic value of strength of steel 钢材强度标准值characteristic value of strength of steel bar 钢筋强度标准值characteristic value of uniformly distributed live load均布活标载标准值characteristic value of variable action 可变作用标准值characteristic value of vertical crane load 吊车竖向荷载标准值charaeteristic value of material strength 材料强度标准值checking section of log structural member 原木构件计算截面chimney 烟囱circular double—layer suspended cable 圆形双层悬索circular single—layer suspended cable 圆形单层悬索circumferential weld 环形焊缝classfication for earthquake-resistance of buildings 建筑结构抗震设防类别clear height 净高clincher 扒钉coefficient of equivalent bending moment of eccentrically loaded steel memherbeam-column 钢压弯构件等效弯矩系数cold bend inspection of steelbar 冷弯试验cold drawn bar 冷拉钢筋cold drawn wire 冷拉钢丝cold—formed thin—walled sectionsteel 冷弯薄壁型钢cold-formed thin-walled steel structure 冷弯薄壁型钢结构cold—rolled deformed bar 冷轧带肋钢筋column bracing 柱间支撑combination value of live load on floor or roof 楼面、屋面活荷载组合值compaction 密实度compliance control 合格控制composite brick masonry member 组合砖砌体构件composite floor system 组合楼盖composite floor with profiled steel sheet 压型钢板楼板composite mortar 混合砂浆composite roof truss 组合屋架compostle member 组合构件compound stirrup 复合箍筋compression member with large eccentricity 大偏心受压构件compression member with small eccentricity 小偏心受压构件compressive strength at an angle with slope of grain 斜纹承压强度compressive strength perpendicular to grain 横纹承压强度concentration of plastic deformation 塑性变形集中conceptual earthquake—resistant design 建筑抗震概念设计concrete 混凝土concrete column 混凝土柱concrete consistence 混凝土稠度concrete floded—plate structure 混凝土折板结构concrete foundation 混凝土基础concrete mix ratio 混凝土配合比concrete wall 混凝土墙concrete-filled steel tubular member 钢管混凝土构件conifer 针叶树材coniferous wood 针叶树材connecting plate 连接板connection 连接connections of steel structure 钢结构连接connections of timber structure 木结构连接consistency of mortar 砂浆稠度constant cross—section column 等截面柱construction and examination concentrated load 施工和检修集中荷载continuous weld 连续焊缝core area of section 截面核芯面积core tube supported structure 核心筒悬挂结构corrosion of steel bar 钢筋锈蚀coupled wall 连肢墙coupler 连接器coupling wall—beam 连梁coupling wall—column 墙肢coursing degree of mortar 砂浆分层度cover plate 盖板covered electrode 焊条crack 裂缝crack resistance 抗裂度crack width 裂缝宽度crane girder 吊车梁crane load 吊车荷载creep of concrete 混凝土徐变crook 横弯cross beam 井字梁cup 翘弯curved support 弧形支座cylindrical brick arch 砖筒拱Ddecay 腐朽decay prevention of timber structure 木结构防腐defect in timber 木材缺陷deformation analysis 变形验算degree of gravity vertical for structure or structural member结构构件垂直度degree of gravity vertical forwall surface 墙面垂直度degree of plainness for structural memer 构件平整度degree of plainness for wall surface 墙面平整度depth of compression zone 受压区高度depth of neutral axis 中和轴高度depth of notch 齿深design of building structures 建筑结构设计design value of earthquake-resistant strength of materials 材料抗震强度设计值design value of load—carrying capacity of members 构件承载能力设计值designations f steel 钢材牌号designvalue of material strength 材料强度设计值destructive test 破损试验detailing reintorcement 构造配筋detailing requirements 构造要求diamonding 菱形变形diaphragm 横隔板dimensional errors 尺寸偏差distribution factor of snow pressure 屋面积雪分布系数dogspike 扒钉double component concrete column 双肢柱dowelled joint 销连接down-stayed composite beam 下撑式组合粱ductile frame 延性框架dynamic design 动态设计Eearthquake-resistant design 抗震设计earthquake-resistant detailing requirements 抗震构造要求effective area of fillet weld 角焊缝有效面积effective depth of section 截面有效高度effective diameter of bolt or high-strength bolt 螺栓或高强度螺栓有效直径effective height 计算高度effective length 计算长度effective length of fillet weld 角焊缝有效计算长度effective length of nail 钉有效长度effective span 计算跨度effective supporting length at end of beam 梁端有效支承长度effective thickness of fillet weld 角焊缝有效厚度elastic analysis scheme 弹性方案elastic foundation beam 弹性地基梁elastic foundation plate 弹性地基板elastically supported continuous girder 弹性支座连续梁elasticity modulus of materials 材料弹性模量elongation rate 伸长率embeded parts 预埋件enhanced coefficient of local bearing strength of materials局部抗压强度提高系数entrapped air 含气量equilibrium moisture content 平衡含水率equivalent slenderness ratio 换算长细比equivalent uniformly distributed live load 等效均布活荷载etlectlve cross—section area of high-strength bolt 高强度螺栓的有效截面积ettectlve cross—section area of bolt 螺栓有效截面面积euler's critical load 欧拉临界力euler's critical stress 欧拉临界应力excessive penetration 塌陷Ffiber concrete 纤维混凝仁filler plate 填板门fillet weld 角焊缝final setting time 终凝时间finger joint 指接fired common brick 烧结普通砖fish eye 白点fish—belly beam 角腹式梁fissure 裂缝flexible connection 柔性连接flexural rigidity of section 截面弯曲刚度flexural stiffness of member 构件抗弯刚度floor plate 楼板floor system 楼盖four sidesedgessupported plate 四边支承板frame structure 框架结构frame tube structure 单框筒结构frame tube structure 框架—简体结构frame with sidesway 有侧移框架frame without sidesway 无侧移框架frange plate 翼缘板friction coefficient of masonry 砌体摩擦系数full degree of mortar at bed joint 砂浆饱满度function of acceptance 验收函数Ggang nail plate joint 钉板连接glue used for structural timberg 木结构用胶glued joint 胶合接头glued laminated timber 层板胶合木glued laminated timber structure 层板胶合结构grider 主梁grip 夹具grith weld 环形焊缝groove 坡口gusset plate 节点板Hhanger 吊环hanging steel bar 吊筋heartwood 心材heat tempering bar 热处理钢筋height variation factor of wind pressure 风压高度变化系数heliral weld 螺旋形僻缝high—strength bolt 高强度螺栓high—strength bolt with large hexagon bea 大六角头高强度螺栓high—strength bolted bearing type join 承压型高强度螺栓连接high—strength bolted connection 高强度螺栓连接high—strength bolted friction—type joint 摩擦型高强度螺栓连接high—strength holted steel slsteel structure 高强螺栓连接钢结构hinge support 铰轴支座hinged connection 铰接hlngeless arch 无铰拱hollow brick 空心砖hollow ratio of masonry unit 块体空心率honeycomb 蜂窝hook 弯钩hoop 箍筋hot—rolled deformed bar 热轧带肋钢筋hot—rolled plain bar 热轧光圆钢筋hot-rolled section steel 热轧型钢hunched beam 加腋梁Iimpact toughness 冲击韧性impermeability 抗渗性inclined section 斜截面inclined stirrup 斜向箍筋incomplete penetration 未焊透incomplete tusion 未溶合incompletely filled groove 未焊满indented wire 刻痕钢丝influence coefficient for load—bearing capacity of compression member 受压构件承载能力影响系数influence coefficient for spacial action 空间性能影响系数initial control 初步控制insect prevention of timber structure 木结构防虫oinspection for properties of glue used in structural member结构用胶性能检验inspection for properties of masnory units 块体性能检验inspection for properties of mortar 砂浆性能检验inspection for properties of steelbar 钢筋性能检验integral prefabricated prestressed concrete slab—column structure 整体预应力板柱结构intermediate stiffener 中间加劲肋intermittent weld 断续焊缝Jjoint of reinforcement 钢筋接头Kkey joint 键连接kinetic design 动态设计knot 节子木节Llaced of battened compression member 格构式钢柱lacing and batten elements 缀材缀件lacing bar 缀条lamellar tearing 层状撕裂lap connectlon 叠接搭接lapped length of steel bar 钢筋搭接长度large pannel concrete structure 混凝土大板结构large-form cocrete structure 大模板结构lateral bending 侧向弯曲lateral displacement stiffness of storey 楼层侧移刚度lateral displacement stiffness of structure 结构侧移刚度lateral force resistant wallstructure 抗侧力墙体结构leg size of fillet weld 角焊缝焊脚尺寸length of shear plane 剪面长度lift—slab structure 升板结构light weight aggregate concrete 轻骨料混凝土limit of acceptance 验收界限limitimg value for local dimension of masonry structure砌体结构局部尺寸限值limiting value for sectional dimension 截面尺寸限值limiting value for supporting length 支承长度限值limiting value for total height of masonry structure 砌体结构总高度限值linear expansion coeffcient 线膨胀系数lintel 过梁load bearing wall 承重墙load-carrying capacity per bolt 单个普通螺栓承载能力load—carrying capacity per high—strength holt 单个高强螺桂承载能力load—carrying capacity per rivet 单个铆钉承载能力log 原木log timberstructure 原木结构long term rigidity of member 构件长期刚度longitude horizontal bracing 纵向水平支撑longitudinal steel bar 纵向钢筋longitudinal stiffener 纵向加劲肋longitudinal weld 纵向焊缝losses of prestress 预应力损失lump material 块体Mmain axis 强轴main beamb 主梁major axis 强轴manual welding 手工焊接manufacture control 生产控制map cracking 龟裂masonry 砌体masonry lintel 砖过梁masonry member 无筋砌体构件masonry units 块体masonry—concrete structure 砖混结构masonry—timber structure 砖木结构mechanical properties of materials 材料力学性能melt—thru 烧穿method of sampling 抽样方法minimum strength class of masonry 砌体材料最低强度等级minor axls 弱轴mix ratio of mortar 砂浆配合比mixing water 拌合水modified coefficient for allowable ratio of height to sectionalthickness of masonry wall 砌体墙容许高厚比修正系数modified coefficient of flexural strength for timber curved mem弧形木构件抗弯强度修正系数modulus of elasticity of concrete 混凝土弹性模量modulus of elasticity parellel to grain 顺纹弹性模量moisture content 含水率moment modified factor 弯矩调幅系数monitor frame 天窗架mortar 砂浆multi-defence system of earthquake-resistant building 多道设防抗震建筑multi—tube supported suspended structure 多筒悬挂结构Nnailed joint 钉连接，net height 净高net span 净跨度net water／cementratio 净水灰比non-destructive inspection of weld 焊缝无损检验non-destructive test 非破损检验non-load—bearingwall 非承重墙non—uniform cross—section beam 变截面粱non—uniformly distributed strain coefficient of longitudinal tensile reinforcement 纵向受拉钢筋应变不均匀系数normal concrete 普通混凝土normal section 正截面notch and tooth joint 齿连接number of sampling 抽样数量Oobligue section 斜截面oblique—angle fillet weld 斜角角焊缝one—way reinforcedor prestressedconcrete slab 单向板open web roof truss 空腹屋架ordinary concrete 普通混凝土ordinary steel bar 普通钢筋orthogonal fillet weld 直角角焊缝outstanding width of flange 翼缘板外伸宽度outstanding width of stiffener 加劲肋外伸宽度over-all stability reduction coefficient of steel beam 钢梁整体稳定系数overlap 焊瘤overturning or slip resistance analysis 抗倾覆、滑移验算Ppadding plate 垫板partial penetrated butt weld 不焊透对接焊缝partition 非承重墙penetrated butt weld 透焊对接焊缝percentage of reinforcement 配筋率perforated brick 多孔砖pilastered wall 带壁柱墙pit 凹坑pith 髓心plain concrete structure 素混凝土结构plane hypothesis 平截面假定plane structure 平面结构plane trussed lattice grids 平面桁架系网架plank 板材plastic adaption coefficient of cross—section 截面塑性发展系数plastic design of steel structure 钢结构塑性设计plastic hinge 塑性铰plastlcity coefficient of reinforced concrete member in tensile zone 受拉区混凝土塑性影响系数plate—like space frame 干板型网架plate—like space truss 平板型网架plug weld 塞焊缝plywood 胶合板plywood structure 胶合板结构pockmark 麻面polygonal top-chord roof truss 多边形屋架post—tensioned prestressed concrete structure 后张法预应力混凝土结构precast reinforced concrete member 预制混凝土构件prefabricated concrete structure 装配式混凝土结构presetting time 初凝时间prestressed concrete structure 预应力混凝土结构prestressed steel structure 预应力钢结构prestressed tendon 预应力筋<pre—tensioned prestressed concrete structure 先张法预应力混凝土结构primary control 初步控制production control 生产控制properties of fresh concrete 可塑混凝土性能properties of hardened concrete 硬化混凝土性能property of building structural materials 建筑结构材料性能purlin“—””—檩条Qqlue timber structurer 胶合木结构quality grade of structural timber 木材质量等级quality grade of weld 焊缝质量级别quality inspection of bolted connection 螺栓连接质量检验quality inspection of masonry 砌体质量检验quality inspection of riveted connection 铆钉连接质量检验quasi-permanent value of live load on floor or roof 楼面、屋面活荷载准永久值Rradial check 辐裂ratio of axial compressive force to axial compressive ultimate capacity of section 轴压比ratio of height to sectional thickness of wall or column砌体墙柱高、厚比ratio of reinforcement 配筋率ratio of shear span to effective depth of section 剪跨比redistribution of internal force 内力重分布reducing coefficient of compressive strength in sloping grain for bolted connection 螺栓连接斜纹承压强度降低系数reducing coefficient of liveload 活荷载折减系数reducing coefficient of shearing strength for notch and tooth connection 齿连接抗剪强度降低系数regular earthquake-resistant building 规则抗震建筑reinforced concrete deep beam 混凝土深梁reinforced concrete slender beam 混凝土浅梁reinforced concrete structure 钢筋混凝土结构reinforced masonry structure 配筋砌体结构reinforcement ratio 配筋率reinforcement ratio per unit volume 体积配筋率relaxation of prestressed tendon 预应筋松弛representative value of gravity load 重力荷载代表值resistance to abrasion 耐磨性resistance to freezing and thawing 抗冻融性resistance to water penetration 抗渗性reveal of reinforcement 露筋right-angle filletweld 直角角焊缝rigid analysis scheme 刚性方案rigid connection 刚接rigid transverse wall 刚性横墙rigid zone 刚域rigid-elastic analysis scheme 刚弹性方案rigidity of section 截面刚度rigidly supported continous girder 刚性支座连续梁ring beam 圈梁rivet 铆钉riveted connecction 铆钉连接riveted steel beam 铆接钢梁riveted steel girder 铆接钢梁riveted steel structure 铆接钢结构rolle rsupport 滚轴支座rolled steel beam 轧制型钢梁roof board 屋面板roof bracing system 屋架支撑系统roof girder 屋面梁roof plate 屋面板roof slab 屋面板roof system 屋盖roof truss 屋架rot 腐朽round wire 光圆钢丝Ssafety classes of building structures 建筑结构安全等级safetybolt 保险螺栓sapwood 边材sawn lumber 方木sawn timber structure 方木结构saw-tooth joint failure 齿缝破坏scarf joint 斜搭接seamless steel pipe 无缝钢管seamless steel tube 无缝钢管second moment of area of tranformed section 换算截面惯性矩second order effect due to displacement 挠曲二阶效应secondary axis 弱轴secondary beam 次粱section modulus of transformed section 换算截面模量section steel 型钢semi-automatic welding 半自动焊接separated steel column 分离式钢柱setting time 凝结时间shake 环裂shaped steel 型钢shapefactorofwindload 风荷载体型系数shear plane 剪面shearing rigidity of section 截面剪变刚度shearing stiffness of member 构件抗剪刚度short stiffener 短加劲肋short term rigidity of member 构件短期刚度shrinkage 干缩shrinkage of concrete 混凝干收缩silos 贮仓skylight truss 天窗架slab 楼板slab—column structure 板柱结构slag inclusion 夹渣sloping grain 斜纹slump 坍落度snow reference pressure 基本雪压solid—web steel column 实腹式钢柱space structure 空间结构space suspended cable 悬索spacing of bars 钢筋间距spacing of rigid transverse wall 刚性横墙间距spacing of stirrup legs 箍筋肢距spacing of stirrups 箍筋间距specified concrete 特种混凝上spiral stirrup 螺旋箍筋spiral weld 螺旋形焊缝split ringjoint 裂环连接square pyramid space grids 四角锥体网架stability calculation 稳定计算stability reduction coefficient of axially loaded compression 轴心受压构件稳定系数stair 楼梯static analysis scheme of building 房屋静力汁算方案static design 房屋静力汁算方案statically determinate structure 静定结构statically indeterminate structure 超静定结构sted 钢材steel bar 钢筋steel column component 钢柱分肢steel columnbase 钢柱脚steel fiber reinforced concrete structure 钢纤维混凝土结构steel hanger 吊筋steel mesh reinforced brick masonry member 方格网配筋砖砌体构件steel pipe 钢管steel plate 钢板steel plateelement 钢板件steel strip 钢带steel support 钢支座steel tie 拉结钢筋steel tie bar for masonry 砌体拉结钢筋steel tube 钢管steel tubular structure 钢管结构steel wire 钢丝stepped column 阶形柱stiffener 加劲肋stiffness of structural member 构件刚度stiffness of transverse wall 横墙刚度stirrup 箍筋stone 石材stone masonry 石砌体stone masonry structure 石砌体结构storev height 层高straight—line joint failure 通缝破坏straightness of structural member 构件乎直度strand 钢绞线strength classes of masonry units 块体强度等级strength classes of mortar 砂浆强度等级strength classes of structural steel 钢材强度等级strength classes of structural timber 木材强度等级strength classesgrades of concrete 混凝土强度等级strength classesgrades of prestressed tendon 预应力筋强度等级strength classesgrades of steel bar 普通钢筋强度等级strength of structural timber parallel to grain 木材顺纹强度strongaxis 强轴structural system composed of bar 杆系结构structural system composed of plate 板系结构structural wall 结构墙superposed reinforced concrete flexural member 叠合式混凝土受弯构件suspended crossed cable net 双向正交索网结构suspended structure 悬挂结构swirl grain 涡纹Ttensilecompressive rigidity of section 截面拉伸压缩刚度tensilecompressive stiffness of member 构件抗拉抗压刚度tensileultimate strength of steel 钢材钢筋抗拉极限强度test for properties of concrete structural members 构件性能检验：thickness of concrete cover 混凝土保护层厚度thickness of mortarat bed joint 水平灰缝厚度thin shell 薄壳three hinged arch 三铰拱tie bar 拉结钢筋tie beam 系梁tie tod 系杆tied framework 绑扎骨架timber 木材timber roof truss 木屋架tor-shear type high-strength bolt 扭剪型高强度螺栓torsional rigidity of section 截面扭转刚度torsional stiffness of member 构件抗扭刚度total breadth of structure 结构总宽度total height of structure 结构总高度total length of structure 结构总长度transmission length of prestress 预应力传递长度transverse horizontal bracing 横向水平支撑transverse stiffener 横向加劲肋transverse weld 横向焊缝transversely distributed steelbar 横向分布钢筋trapezoid roof truss 梯形屋架triangular pyramid space grids 三角锥体网架triangular roof truss 三角形屋架trussed arch 椽架trussed rafter 桁架拱tube in tube structure 筒中筒结构tube structure 简体结构twist 扭弯two hinged arch 双铰拱two sidesedges supported plate 两边支承板two—way reinforced or prestressed concrete slab 混凝土双向板Uultimate compressive strain of concrete 混凝土极限压应变unbonded prestressed concrete structure 无粘结预应力混凝土结构undercut 咬边uniform cross—section beam 等截面粱unseasoned timber 湿材upper flexible and lower rigid complex multistorey building上柔下刚多层房屋upper rigid lower flexible complex multistorey building上刚下柔多层房屋Vvalue of decompression prestress 预应力筋消压预应力值value of effective prestress 预应筋有效预应力值verification of serviceability limit states 正常使用极限状态验证verification of ultimate limit states 承载能极限状态验证vertical bracing 竖向支撑vierendal roof truss 空腹屋架visual examination of structural member 构件外观检查visual examination of structural steel member 钢构件外观检查visual examination of weld 焊缝外观检查Wwall beam 墙梁wall frame 壁式框架门wall—slab structure 墙板结构warping 翘曲warping rigidity of section 截面翘曲刚度water retentivity of mortar 砂浆保水性water tower 水塔water／cement ratio 水灰比weak axis 弱轴weak region of earthquake—resistant building 抗震建筑薄弱部位web plate 腹板weld 焊缝weld crack 焊接裂纹weld defects 焊接缺陷weld roof 焊根weld toe 焊趾weldability of steel bar 钢筋可焊性welded framework 焊接骨架welded steel beam 焊接钢梁welded steel girder 焊接钢梁welded steel pipe 焊接钢管welded steel strueture 焊接钢结构welding connection 焊缝连接welding flux 焊剂welding rod 焊条welding wire 焊丝wind fluttering factor 风振系数wind reference pressure 基本风压wind—resistant column 抗风柱wood roof decking 屋面木基层Yyield strength yield point of steel 钢材钢筋屈服强度屈服点。

桥梁工程英语专业词汇abutmentabutment anchor b arabutment cappingabutment shaftaccidental actionacid rainageaggregate interlockaggregateair compressorair entraining agentallowable bearing capacity of foundation soil 桥台桥台锚固栓钉台帽台身偶然作用酸雨龄期骨料咬合作用集料空气压缩机加气剂地基容许承载力major stream c hannelmanpower drillingmanually excavated cast-inplace pilemasonry bridgemasonry pier and abutmentmat curingmaterial costmaximum (minimum) stagemaximum flood stagemaximum spacing of stirrupsmean particle diameter主槽人力钻探挖孔灌注桩圬工桥圬工墩台覆盖养护材料费最高（最低）水位最高洪水位最大箍筋间距平均粒径allowable eccentricity of foundation base of bridge桥基底容许偏心mean settling velocity平均沉速alternativesanchor beamanchor bearing plateanchor bearing ringanchor plateanchorageanchorageanchorage lengthanchored in rock piles anchored pieranchoring boxangle steelangular transduceranti-creeperantifreezing a gentapproach slab used at bridge end 比较方案平衡梁锚垫板锚垫圈锚碇板锚碇锚具锚固长度嵌岩桩锚固墩锚箱角钢倾角仪防爬器防冻剂桥头渡板mean stagemean valuemedium span bridgeretaining wallmethod of prestressing externallymethod of slurry direct circulationmethod of slurry reverse circulationuse anchor bar for reinforcementmidheight-deck type arch bridgeembedded depth of pilepile spacingreinforcement ratioshear reinforcement r atiomix of concrete平均水位均值中桥挡土墙体外预应力法泥浆正循环法泥浆反循环法锚杆加强中承式拱桥桩基埋深桩间距配筋率配箍率混凝土配合比桥梁工程英语专业词汇approach spanappropriate reinforcement design arch axisarch bridgearch bridge with suspended road arch crownarch hingearch ribarch ringarch seatassembling boltauxiliary bridge for construction auxiliary pieraxial bearing capacity of pilesaxial compression strength of concrete back of archBailey bridgebalance weight abutmentbank barbargebasic wind speedbasinbeam bridgebeam loweringbearingbearing memberbearing stiffener, end stiffener 引桥适筋设计拱轴线拱桥下承式拱桥拱顶拱铰拱肋拱圈拱座拼装螺栓施工便桥辅助墩桩轴向承载力混凝土轴心抗压强度拱背贝雷桥衡重式桥台边滩驳船基本风速流域梁式桥落梁支座承重极件端加劲肋mixing of concretemodelmodular ratiomodulus of deformation for concretemodulus of elasticity for concretemodulus of elasticity in shear of timbermoisture content of soilmoment redistributionmonolithic concrete slab bridgemonolithic girder bridgemotor vehicle loadingmovable bearingmovable bridgemovable supporting framemulti-cell box girder bridgemultiple service bridgemultiple-span rigid f rame bridgemulti-spannatural erosion varying e rosionnatural groundnavigation clearancenegative skin frictionnegative stayneutral axisnominal loadnominal value of an cationnon-bearing member混凝土拌制模型模量比混凝土变形模量混凝土弹性模量木材剪弹模量土的含水量弯矩重分布整体式板桥整体式梁桥汽车荷载活动支座开启桥蝴蝶架单箱多室梁桥多用桥多跨刚架桥多跨自然冲刷天然地基通航净空负摩擦力负拉索中性轴标准荷载作用标准值非承重极件bearing stratum持力层non-destructive test by ultrasonic method 超声波无损检验bearing structure承重结极non-destructive test by γ-ray methodγ射线法无破损检验桥梁工程英语专业词汇bearing template, bed blockbed rockbenchmark (B.M.)bend test of barsbending-up of flexural reinforcement bent cap. Cappingbent-up barbituminous deck pavement bleeding of concreteblind ditchblock 支承垫石基岩水准点钢筋冷弯试验钢筋的弯起盖梁弯起钢筋沥青铺装桥面泌水盲沟砌块oblique lap jointobservation of debris flowobservation of ground waterobservation of landslideoffset of foundationone-direction raking pile foundationone-stage designone-way slabopen caisson foundationopen caisson notchopen caisson sinking method斜搭接接头泥石流观测地下水观测滑坡观测基础襟边单向斜桩桩基一阶段设计单向板沉井基础深井凹槽沉井下沉方法block for seismic protection 防震挡块open caisson with a "tailored" cutting edge高低刃脚沉井bolt connectionbond stressbored cast-in-situ pilebowstring arch bridge, tied-arch bridge box culvertbox girderbox girder with multiple cells 普通螺栓连接粘结应力钻孔灌注桩系杆拱桥箱形涵洞箱梁多室箱梁open caisson with multi-dredge wellsopen caisson with single dredge wellopen cut foundationopen floor, open deckopen spandrel abutmentopen spandrel arch bridgeopen web girder bridge多孔沉井单孔沉井明挖基础明桥面空腹式桥台空腹拱桥空腹梁桥bracket 牛腿opening of bridge and culvert, span length桥涵孔径braking force and tractive force braking pier, abutment pier bridge and culvertbridge cranebridge crossing structure over river bridge deckbridge erecting crane 制动力和牵引力制动墩桥涵桥式起重机桥渡桥面架桥机ordinary rebarorthotropic plate analogyoutlet submerged culvertoverall length of bridgeoverall span length of bridgeoverflow bridgeoverflow pavement普通钢筋比拟正交异性板法压力式涵洞桥梁全长桥梁总跨径漫水桥过水路面bridge flutter bridge foundation 桥梁颤振桥梁基础overturning stability of pier and abutment 墩台倾覆稳定over-wrest 超拧桥梁工程英语专业词汇bridge layout in plan 桥梁平面布置panel 节间bridge lighting 桥上照明panel point 节点bridge site 桥位partial erosion 局部冲刷bridge site engineering survey 桥位工程测量partially prestressed concrete 部分预应力混凝土plan 平面图particle diameter 粒径profile bridge site 纵断面图桥址（桥渡）bridge site topographic map 桥址地形图pasitioning of pontoon 浮船定位bridge tower 桥塔paved inverse arch method 反拱铺砌法broken joint 断缝pavement for inlet and outlet of culvert 涵洞洞口铺砌budget of working-drawings of a project 施工图预算peak discharge, flood-speak flow 洪峰流量buried abutment 埋置式桥台pear-type levee 梨形堤buried river 地下暗河pedestrian bridge 人行道burlap cofferdam 麻袋围堰percussion bit 冲击钻头bybrid overflow pavement 混合式过水路面percussion drill 冲击钻机critical gradient 临界坡度percussion drilling method 冲击钻孔法cable stayed bridge 斜拉桥perennial river 常水河流cable stayed bridge of multi-cable system 密索体系斜拉桥perennially frozen soil 多年冻土地基a single central cable plane 单索面permanent bridge 永久性桥cable stayed bridge with continuous girder 连续梁式斜拉桥permanent load 永久荷载cable stayed bridge with continuous rigid frame 连续刚极式斜拉桥permanent strengthening 永久性加固double inclined cable planes 双斜索面permantent action 永久作用cable tower 索塔permeable layer behind abutment 台后透水层cable with stranded wires 钢绞线索permissible stress 容许应力calcium silicate cement. Portland cement 硅酸盐水泥allowable stress design 容许应力法calculated rise 计算矢高pervious embankment 渗水路堤calling for tenders 招标phreatic water 潜水camber 预拱度（反拱度）pier 桥墩cantilever beam bridge 悬臂梁桥pier shaft 墩身桥梁工程英语专业词汇cantilever concreting 悬臂浇筑法accelerometer 加速度传感器cantilever erection 悬臂拼装法pile 桩carriageway 行车道pile bent 排架桩墩casing pipe 护筒pile cap 承台catwalk 猫道pile cap, pile cover, pile helmet 桩帽cement grouting method 水泥灌浆法pile driver 打桩机cement mortar mixer 水泥砂浆搅拌机pile extractor 拔桩机center of rainstorm 暴雨中心pile frame 桩架center-hole jack 穿心式千斤顶pile jacking method 桩压入法central span 中孔pile pier, pile bent pier 桩式桥墩centrifugal force 离心力pile pressing-in machine 压桩机centrifugal pump 离心泵pile shoe 桩靴channel section 槽钢pile sinking technique 沉桩方法check 消力槛pile test 桩基试验chute 急流槽pile vibrosinking method 振动沉桩法clasp nail 马钉pipe culvert 管式涵洞class A partially prestressed concrete bridge A类部分预应力混凝土桥plastic board drain method 塑料板排水法clearance above bridge deck 桥面净空plastic hinge 塑性铰client, proprietor 建设单位plastic limit of soil 土的塑限climbing form 爬模platform bridge, passenger foot-bridge 天桥coefficient of dynamic response 动力响应系数pontoon bridge 浮桥coefficient of runoff 径流系数pontoon support 浮船coefficient of thermal expansion of concrete 混凝土热膨胀系数pore ratio of soil 土的孔隙比cofferdam 围堰pore water 孔隙水cofferdam on the top of open caisson 井顶围堰poring 灌筑cold bending 冷弯portable concrete plant 混凝土搅拌站collapse 崩塌positioning of bridge super-structure 桥梁就位column bent pier 排柱式桥墩positioning of the piers or abutments 墩台定位columnar pier 柱式桥墩posttensioned prestressed concrete b eam后张梁桥梁工程英语专业词汇combination of loadcombined beam bridgecombined bridge, highway and railway bridge combining value of actions compatibilitycomposite beam bridge 荷载组合组合式梁桥公路铁路两用桥作用组合值相容性结合梁桥posttensioningpot type rubber b earingprecast arch bridgeprecast cantilever beam bridgeprecast girder bridgeprecast member后张法预加应力盆式橡胶支座装配式拱桥装配式悬臂梁桥装配式梁桥预制极件compression failure of an over-reinforced membe超r筋破坏precast r einforced concrete s oild pile 预制钢筋混凝土实心桩compression of soilcompressive strength of concrete concealed workconcrete gradesconcrete mixerconcrete pumpconcrete slump coneconcrete truck mixerconcrete vibratorcone penetration testconfined concreteconic pitching of abutmentconical pitching, conical revetment constant cross-section pier construction budget, construction estimate construction specification constructional barconstructional loadingcontinuous beam bridgecontinuous deck methodcontinuous rigid frame bridge continuous slab bridge 土的压缩性混凝土抗压强度隐蔽工程混凝土强度等级混凝土搅拌机混凝土泵混凝土坍落度简混凝土搅拌输送车混凝土振捣器触探约束混凝土桥台护锥锥体护坡等截面桥墩施工预算施工规范极造钢筋施工荷载连续梁桥连续桥面法连续刚极桥连续板桥precast reinforced concrete square-pileprecast-monolithic girder bridgeprecipitationprefabricated pileprecast slab bridgepreferred alternativepreliminary designpressure transducerpressuremeter test. PMTprestressing barprestressing forceprestressing systempretensioned prestressed concrete beampretensioningprinciple o f the lever distributionproportionprotection of shallow f oundationprotective shellquality control of bridge constructionquaternary period sedimentquick lime pile stabilization methodquick sand, drift sand预制钢筋混凝土方桩装配-整体式梁桥降水预制桩装配式板桥推荐方案初步设计压力传感器旁压试验粗钢筋预加力预应力体系先张梁先张法预加应力杠杆原理法比例浅基防护防护套桥梁施工质量管理第四纪沉积物生石灰桩加固法流砂桥梁工程英语专业词汇contract of construction 施工承包railing 栏杆contraction coefficient 收缩系数railway classification 铁路等级contractor, construction unit 施工单位rainfall 降雨coping, pier capping 墩帽rainfall 雨强corrugated metal pipe culvert 波纹铁管涵rainfall (precipitation) 降雨量counter weight 平衡重rainfall duration 降雨历时counterfort abutment 扶壁式桥台raingauge 雨量器coupler for tendons 预应力筋连接器rainstorm 暴雨crack chart of structure 结极裂缝图hammer piling method 锤击沉桩法crack control 裂缝控制ratio 比率cracking moment 开裂弯矩ratio of depth to length of span 高跨比creep coefficient of concrete 混凝土徐变系数rational formula 推理公式creep of concrete 混凝土徐变reaming 扩孔critical buckling load 临界压力reasonable arch axis 合理拱轴线cross beam, floor beam 横梁rebar skeleton, reinforcement skeleton 钢筋骨架cross-section of stream 河流横断面rebound tester 回弹仪cross-sectional profile 横断面图reconstruction of bridge 桥梁改造cubic compressive strength of concrete 砼立方体抗压强度rectangular cross-section pier 矩形桥墩culvert 涵洞reductive hydrological observation 简易水文观测culvert abutment 涵台regional geology 区域地质culvert body 涵洞洞身regulating construction around bridge 桥渡调治极筑物culvert foundation 涵洞基础reinforced concrete thin-walled pier 钢筋混凝土薄壁墩culvert grade 涵底坡度reinforced earth abutment 加筋土桥台culvert inlet and outlet 涵洞洞口reinforcement anchorage 钢筋的锚固culvert inlet with flared wing wall 八字翼墙洞口reinforcement for crack prevention 防裂钢筋culvert location 涵位reinforcing steel bender 钢筋弯曲机culvert outlet erosion protection 洞口冲刷防护reinforcing steel shear cutter 钢筋切断机culvert with top-fill 暗涵relative density of soil 土的相对密度culvert without top-fill 明涵reliability 可靠性桥梁工程英语专业词汇curb 缘石residual stresses 残余应力curing of concrete 混凝土养护restrained shrinkage crack of concrete 混凝土收缩裂缝curved bridge 弯桥retaining backwall 雉墙cut-off flow dike 截水坝retaining slab 挡土板cut-off wall 截水墙retarder 缓凝剂datum level of elevation 高程基准面reversible lane 双向车道dead load 恒载rib 梁肋debris flow 泥石流rib arch bridge 肋拱桥deck bridge 上承式桥right bridge 正交桥deck construction 桥面极造right culvert 正交涵洞deck drainage 桥面排水rigid culvert 刚性涵洞deck elevation 桥面标高rigid foundation 刚性基础deck pavement 桥面铺装rigid frame bridge 刚架桥deck slab 桥面板rise of arch 拱矢deck slab 行车道板rise span ratio 矢跨比deck type arch bridge 上承式拱桥river bridge 跨河桥decompression moment 消压弯矩river channel feature 河床形态deep foundation 深基础river valley 河谷shallow foundation 浅基础river width at benchland stage 平滩河宽deflection theory 挠度理论river, stream 河流deformation joint 变形缝riveted connection 铆钉连接design criteria 设计准则rolled standard section steel 型钢design department, design section 设计单位roughness coefficient 粗糙系数design discharge rate 设计流量rubber bearing 橡胶支座design discharge velocity 设计流速runoff 径流design flood 设计洪水runoff computing formula 径流计算公式design flood frequency 设计洪水频率runoff concentration 汇流design life, designed service life 设计寿命safety 安全性design load 设计荷载safety belt 安全带桥梁工程英语专业词汇design of bridge opening 孔径设计safety class 安全等级design rainstorm 设计暴雨safety factor 安全系数design reference period 设计基准期saline soil 盐渍土design water level 设计水位sand arresting dam 拦砂坝design wind speed 设计风速sand box 砂筒detour bridge 便桥sand cushion stabilization m ethod 砂垫层加固法diagonal 斜杆sand island method 筑岛法dial gauge 百分表sand mat 砂垫层dial gauge 千分表sandy soil foundation 砂土地基diaphragm 横隔板saturation of soil 土的饱和度dimension 量纲scaffolding 支架dimensional analysis 量纲分析sealing anchorage at beam end 封锚discharge 流量seat beam 座梁discharge velocity 流速secondary loading, supplementary a ction附加荷载displacement at the top of pier or abutment 墩（台）顶位移section dike 格坝displacement of pier and abutment 墩台变位sediment content 含沙量displacement restriction equipment 位移限制装置sediment transportation e quilibrium 输沙平衡distortion 畸变sedimentary rock 沉积岩distribution reinforcement 分布钢筋segmental construction method 节段施工法drainage and waterproof system 排水防水系统segregation 离析drainage channel 排水槽selection of culvert type 涵洞型式选择drainage opening 泄水孔self-anchored suspension bridge 自锚式悬索桥drainage opening 泄水口separate box girder bridge 分离式箱梁桥drainage pipe 泄水管serviceability limit state 使用枀限状态drainage pipe-line 排水管道serviceability limit state 正常使用枀限状态drainage pipe-line 泄水管道set of pile 桩的沉入度drainage slope on pier-top 墩顶排水坡settling velocity 沉降速度drill bit 钻头shallow foundation 浅基础drilled caisson 管柱shear hinge 剪力铰桥梁工程英语专业词汇drilling 钻探shear key deck method 铰接板（梁）法drilling auger 螺旋钻机shear lag effect 剪力滞后效应drilling mud 钻孔泥浆shear modulus of concrete 混凝土剪变模量drop dam 跌水坝shear span ratio 剪跨比drop hammer 落锤shear strength 抗剪强度dry bridge 旱桥shearing 剪切dry joint 干接缝sheath forming machine 波纹管卷管机ductility of steel 钢材的韧性shoal 浅滩durability 耐久性shock-absorbing bearing 减震支座dynamic response 动力响应short span bridge 小桥dynamic response 动力效应shot-blasting 喷丸除锈early strength component 早强剂shotcrete and rock bolt 喷锚法earth pressure 静止土压力shovel loader 装载机earth pressure due to live load 活载产生的土压力shrinkage stress 收缩应力earthquake load, seismic a ction 地震荷载side span 边孔earthquake magnitude 地震震级side wall 侧墙earthquake wave 地震波sidewalk loading, footway loading 人行道荷载eccentric compression method 偏心受压法sidewalk pavement 人行道铺装层economical span length 经济跨径sidewalk slab 人行道板economy-technique index 经济技术挃标sidewalk, pedestrian walk 人行道differential settlement of foundation 基础不均匀沉降sill with cantilever coping 挑坎effective flange width 有效翼缘宽度simply -supported slab bridge 简支板桥effective prestress 有效预应力simple beam bridge 简支梁桥effective slenderness ratio 换算长细比continuous beam on elastic supports 弹性支承连续梁effective span length 有效跨径simulation rate coefficient, slope 模比系数effects of actions 作用效应single column pier 独柱式桥墩elevation of base of foundation 基底标高single pylon cable stayed bridge 独塔式斜拉桥elevation of culvert 涵底标高single span 单跨embedded steel 预埋钢筋jack 千斤顶桥梁工程英语专业词汇end bearing pile, point bearing pile 支承桩skew bridge 斜桥engineering geology 工程地质skewed culvert 斜交涵洞erection bar 架立钢筋skin friction of pile 桩侧摩阻力erection of bridge girder by fishing 钓鱼法架梁skin friction pile 摩擦桩erosion coefficient 冲刷系数slab used as stiffening rib 加劲肋板erosion of stream bed 河床的冲刷slant-legged rigid frame bridge 斜腿刚架桥evaporative tank 蒸収池slide-lift from 滑升模板excavator 挖掘机sliding bearing 滑动支座execution control 施工管理sliding plate expansion joint 滑板式伸缩缝expansion agent 膨胀剂sliding stability of subsoil 地基滑动稳定性expansion joint 伸缩缝sling 吊索expansive cement 膨胀水泥slope of water surface 水面比降expansive soil 膨胀土slow traffic lane 非机动车道exploratory trench 槽深slow-down sign 减速标志exploring mining 坑探slump 坍落度external tendon 体外束slurry bored pile 泥浆护壁钻孔灌注桩fabric reinforcement 钢筋网slurry for preventing collapse of borehole 泥浆护壁fabric reinforcement in deck 桥面钢筋网slurry pump 泥浆泵fabricated gravity pier and abutment 重力式拼装墩台soft soil 软土thin-walled hollow pier 薄壁空心墩soft soil foundation 软土地基failure probability 失效概率soil cofferdam 土围堰false set 假凝solid spandrel arch bridge 实腹拱桥falsework 脚手架spandrel structure 拱上建筑fast traffic lane 机动车道span-to-span construction method 逐孔施工法fatigue curve 疲劳曲线Specially long span bridge 特大桥fatigue damage 疲劳损伤specimen 试件fatigue damage degree 疲劳损伤度speed limit sign 限速标志fatigue strength 疲劳强度spiral hoop reinforcement 螺旋箍筋fault 断层splice plate 拼接板桥梁工程英语专业词汇feasibility study reportfender islandfender pilefilling the crack with epoxy mortar final twisting of high strength bolts fineness modulusfineness of cementfixed bearingfixed position pile 可行性研究报告桥墩防撞岛护墩桩环氧砂浆填缝高强度螺栓终拧细度模数水泥细度固定支座定位桩splicing of reinforcementsplicing sleevestabilization method of replacement soilstable balancestagesstaggered arrangement of pilesstandard hook of bar standardpenetration test, SPTconcrete cube compressive strength钢筋接头连接套筒换土加固法稳定平衡水位桩的梅花式排列钢筋标准弯钩标准贯入试验立方体抗压强度fixed-end arch bridge 无铰拱桥standard value of reinforcing steel strength钢筋强度标准值fixed-end girder bridge fixed-end rigid frame bridge flange plateflare wing wall abutment flared wing wallflat plate bearingflexible bridge t owerflexible pierflexible tiefloating craneflood frequencyflood plainflood plainflood slopefloodsfloor systemflyover bridge, overpass bridge followerfollowing flow dike 固端梁桥固端刚架桥翼缘板八字形桥台八字形翼墙平板支座柔性桥塔柔性墩柔性系杆浮式起重机洪水频率河漫滩河滩洪水比降洪水桥面系跨线桥送桩顺水坝static cone penetration teststeel bridge with orthotropic plate decksteel H-pilesteel pipe pilesteel sheet pilesteel tubular columnstiffenerstiffening girder (truss)stiffness ratiostilling poolstirrupstone arch bridgestone basket for protection of foundationstone column methodstone crusherstraight abutmentstraight wing wallstrain rosettesstrand静力触探正交异性板桥面钢桥H型钢桩钢管桩钢板桩钢管柱加劲肋加劲梁（桁架）刚度比消力池箍筋石拱桥石笼护基碎石桩加固法碎石机一字形桥台一字形翼墙应变花钢绞线桥梁工程英语专业词汇form release compound 脱模剂stratum 地层form traveler 挂篮stream channel 河槽form vibrator 附着式振捣器stream of alluvial flat 宽滩漫流formwork 模板strength grade of mortar 砂浆强度等级foundation pit 基坑strengthening of bridge 桥梁加固foundation treatment 地基处理stress concentration 应力集中frequency 频率stress due to temperature difference 温差应力frictional resistance of bearing 支座摩阻力stress ratio 应力比front wall 前墙stress-strain curve of concrete 混凝土的应力-应变曲线frost heaving force 冻胀力stress-strain curve of reinforcement 钢筋的应力-应变曲线frost heaving of ground 地基冻胀subaqueous foundation 水中基础frost line 冻结线subsealing concrete of open caisson 沉井封底混凝土frost penetration 冻结深度superstructure 桥梁上部结极frozen soil 冻土surface casing 钻孔灌注桩护筒full aeroelastic bridge model wind tunnel test 全模型风洞试验surface runoff 地面径流full bridge measurement 全桥测量surface vibrator 表面式振捣器fully prestressed concrete 全预应力混凝土surfaces 面function of bridge 桥梁功能suspended beam 挂梁gang house 道班房suspended span 挂孔Ganter Bridge 甘特桥suspender 吊杆gantry 龙门架suspension bridge 悬索桥gantry crane 龙门起重机suspension cable 悬索general erosion 一般冲刷symmetry 对称general layout 总体布置T girder T梁general plan for bridge site selection 桥址平面图T-beam bridge T形梁桥general strengthening 一般加固technic economic index 技术经济挃标geologic time 地质年代technical design 技术设计geological structure 地质极造teflon bearing 聚四氟乙烯支座giant floating crane 大型浮吊teflon plate type rubber bearing 聚四氟乙烯板式橡胶支座桥梁工程英语专业词汇gin polegirder bridge with polystyle pier girder bridge with twin columns pier grade of cementgrade of deckgrade separation bridgegradingGrading curvegravelly soil foundation 扒杆多柱式梁桥双柱式梁桥水泥标号桥面纵坡立交桥级配颗粒级配曲线碎石土地基temperature stressestemporary strengtheningtendontendon prestressing equipmenttensile strength of concretetension pendulumtension supporttensioning stress in tendon at jackingtest cube温度应力临时加固预应力筋预应力筋张拉设备混凝土抗拉强度拉力摆拉力支座控制张拉应力试块gravity abutment重力式桥台test for fatigue strength of reinforcing stee钢l 筋疲劳强度试验gravity pier and abutment重力式墩台test for losses of prestress 预应力损失试验gravity prospecting重力勘探test for relaxation of the prestressing steel预应力钢筋松弛试验grillage simulationgroup action of pilesgrout holegrouting machine grouting under pressure guard railing, guard f ence guy cableGuyon-Massonnet method half-through bridgehand laying outharp-type cable stayed bridge height systemshigh strength bolt highway classificationhingehinged slab bridge historical flood stages 梁格法群桩作用泄浆孔压浆机压力灌浆护拦缆风G-M法中承式桥手工放样竖琴索斜拉桥高程系统高强度螺栓公路等级铰铰接板桥历史洪水位test of concrete s hrinkagetest of concrete slumptest of fine aggregate for concretetest of structural stabilitytesting loadthreading machine for reinforcing steelthrough bridgethrough flow cross-sectional areatietied archtimber arch bridgetimber bridgetimber piletimber sheet piletimber trestle bridgetopographic featurestopographic survey混凝土收缩试验混凝土坍落度试验混凝土细骨料试验结极稳定试验试验荷载钢筋滚丝机下承式桥过水断面积系杆系杆拱木拱桥木桥木桩木板桩木栈桥地貌地形测量桥梁工程英语专业词汇historical floods 历史洪水topography 地形hole drilling 钻孔torque coefficient 扭矩系数hollow slab 空心板torsional reinforcement 抗扭钢筋hollow slab bridge 空心板桥training levee 导流堤hook 吊钩transformed section 换算截面horizontal stiffener 水平加劲肋transmission of force 力的传递horizontal thrust of arch 拱的水平推力traversing 导线测量hydraulic gradient 水力比降tray type coping 托盘式墩帽hydraulic radius 水力半径treatment of negative skin friction 桩负摩擦力处理hydrogeology 水文地质tremie seal 水下封底hydrology for bridge and c ulverts 桥涵水文trestle bridge 栈桥I-beam 工字钢triangular cushion 三角垫层ice apron 破冰棱triple-action jack 三作用千斤顶ideal column 理想压杆truck-mounted concrete pump 混凝土泵车impact factor, coefficient of impact 冲击系数truss 桁架impact force 冲击力T-type dike 丁坝inadequater pier foundation d epth 浅基病害T-type rigid frame bridge T形刚极桥inclined bridge 坡桥two-stage design 两阶段设计inclined wall 斜坡two-way slab 双向板incomplete symmetry 不完全对称typical span length 标准跨径incremental launching jacking mechanism 顶推设备U-abutment U形桥台incremental launching method 顶推法施工ultimate limit state 承载能力枀限状态inlet unsubmerged culvert 无压力式涵洞ultimate strength of reinforcement 钢筋枀限强度installing bridge girder with launching gantry 跨墩门式吊车架梁ultimate strength of reinforcement 枀限强度installing girder by bridge e rector 架桥机架梁ultrasonic inspection 超声探伤installing of permanent end bearing 永久支座安装ultrasonic method of pile test 超声波法桩基检测interception 植物截留underlying stratum 下卧层intermediate stiffener 中间加劲肋underlying surface 下垫面intermittent river 间歇性河流underneath clearance 桥下净空桥梁工程英语专业词汇internal vibrator 插入式振捣器underpass bridge 地道桥inverted siphon culvert 倒虹吸涵洞under-reinforced design 低筋设计jack 顶升underwater concrete 水下混凝土joint 节理under-wrest 欠拧joint by cast-in-situ concrete 混凝土湿接头universal members/bars 万能杆件junior beam 次梁unsupported length 自由长度karst 岩溶uplift pile, tension pile 抗拔桩Karst water 岩溶水upper chord 上弦杆K-shaped bracing K形撑架vacuum preloading method 真空预压法laminated rubber bearing plate type rubber bearin板g式橡胶支座variable action 可变作用landslide 滑坡variable cross-section girder bridge 变截面梁桥lane loading 车道荷载vegetation 植被lane pavement 行车道铺装vent 箱梁通气孔lane separator 分隔带ventilating hole 通风洞lap joint 搭接接头vertical 竖杆lap length 搭接长度vertical pile foundation 垂直桩桩基lap splice 钢筋搭接vertical stiffener 竖加劲肋lateral bracing 横向联结系viaduct bridge 高架桥lateral distribution coefficient of live load 荷载横向分布系数vibrating 振捣lateral drainage opening 横向排水孔道volumetric ratio 体积比lateral slope of deck 桥面横坡V-shaped pier V形桥墩lateral slope of pier 桥墩侧坡water collecting area, drainage area 汇流面积launching nose 导梁water inlet 进水孔laying off 号料water level of peak discharge 洪峰水位laying out 放样water line of inundation 洪水泛滥线length of bridge opening 桥孔长度water pump 水泵light type abutment 轻型桥台water reducing agent 减水剂light type pier 轻型桥墩waterproof layer of deck 桥面防水层lines 线形waterproofing agent 防水剂桥梁工程英语专业词汇liquid limit of soil 土的液限wearing course 磨耗层live load 活载weathering 风化load effect 荷载效应web 腹板load-bearing bar, stressed bar 受力钢筋web bar 腹筋local bearing strength 局部承压强度weight of structure itself 结极自重local buckling for hollow pier 空心墩的局部压屈weldability 可焊性local buckling of member 极件局部失稳well-point system 井点系统loess 黄土wet joint 湿接缝lofting of the piers or a butments 墩台放样wetted perimeter 湿周long levee 长堤widening of bridge 桥梁加宽long span bridge 大桥width of water surface 水面宽度longitudinal bar 纵向钢筋winch 卷扬机longitudinal beam 纵梁wind aspects 风向longitudinal bracing 纵向联结系wind loading 风荷载longitudinal supplementary reinforcement 纵向辅助钢筋wind rose 风玫瑰图loss of prestress 预应力损失wind scale 风级lower chord 下弦杆wind speed 风速lowest elevation of bridge f loor 桥面最低标高wind tunnel test of bridge 桥梁风洞试验lowest erosion line elevation of bridge pier 桥墩最低冲刷线标高wind vibration, wind-excited oscillation 风振construction site 施工现场wing wall 耳墙（翼墙）construction camp 施工营地workability 和易性Hopper 料斗design for construction d rawing 施工图设计main arch ring 主拱圈yield plateau of r einforcement 钢筋屈服台阶main bearing structure 主要承重结极yield point of reinforcement 钢筋屈服点main bridge 主桥zero block 零号块main girder 主梁zinc coated wire 镀锌钢丝main span 主孔Z-steel sheet pile Z型钢板桩maintenance division 养路段П-beam bridge П形梁桥major flow 主流п-shape section 帽形截面。

Further investigation on the dynamic compressive strength enhancement of concrete-like materials based on split Hopkinson pressure bar tests.Part I:ExperimentsM.Zhang a ,H.J.Wu a ,Q.M.Li a ,b ,*,F.L.Huang aa State Key Laboratory of Explosion Science and Technology,Beijing Institute of Technology,Beijing 100081,PR ChinabSchool of Mechanical,Aerospace and Civil Engineering,The University of Manchester,PO Box 88,Manchester M601QD,UKa r t i c l e i n f oArticle history:Received 1April 2008Accepted 17April 2009Available online 23May 2009Keywords:Concrete-like materialsSplit Hopkinson pressure bar Dynamic increasing factor Compressive strength Experimental studya b s t r a c tEffects of the inertia-induced radial confinement on the dynamic increase factor (DIF)of a mortar specimen are investigated in split Hopkinson pressure bar (SHPB)tests.It is shown that axial strain acceleration is unavoidable in SHPB tests on brittle samples at high strain-rates although it can be reduced by the application of a wave shaper.By introducing proper measures of the strain-rate and axial strain acceleration,their correlations are established.In order to demonstrate the influence of inertia-induced confinement on the dynamic compressive strength of concrete-like materials,tubular mortar specimens are used to reduce the inertia-induced radial confinement in SHPB tests.It is shown that the DIF measured by SHPB tests on tubular specimens is lower than the DIF measured by SHPB tests on solid specimens.This paper offers experimental support for a previous publication [Li QM,Meng H.About the dynamic strength enhancement of concrete-like materials in a split Hopkinson pressure bar test.Int J Solids Struct 2003;40:343–360.],which claimed that inertia-induced radial confinement makes a large contribution to the dynamic compressive strength enhancement of concrete-like materials when the strain-rate is greater than a critical transition strain-rate between 101and 102s À1.It is concluded that DIF formulae for concrete-like materials measured by split Hopkinson pressure bar tests need to be corrected if they are going to be used as the unconfined uniaxial compressive strength in the design and numerical modelling of structures made from concrete-like materials to resist impact and blast loads.Ó2009Elsevier Ltd.All rights reserved.1.IntroductionThe dynamic increase factor (DIF),defined as the ratio of the dynamic strength to the quasi-static strength in uniaxial compression,has been widely accepted as an important parameter to measure the strain-rate effect on the compressive strength of concrete-like materials.Numerous experiments have been per-formed using various experimental techniques to characterize the DIF of concrete-like materials at strain-rates from 100to 103s À1.A critical review was given by Bischoff and Perry [1]to compare DIFs of concrete and mortar specimens from experiments con-ducted between 1910and 1990.It clearly demonstrated the increase of DIF with strain-rate for concrete and mortar specimens although great discrepancies were observed due to differences in material and dimensions of the specimen and the method used in testing and measurement.Among all available testing methods for dynamic compressive strength of concrete-like materials,the split Hopkinson pressure bar (SHPB),proposed originally by Kolsky [2],has been used widely to measure the DIF of concrete-like materials at strain-rates between 101and 103s À1since the 1980s.Based on studies of the applications of the SHPB to the dynamic behaviours of some metals and polymers,Davies and Hunter [3]proposed an optimumdimension for the SHPB specimen,i.e.L =D ¼ð1=2Þffiffiffiffiffiffiffi3n s p where n s is Poisson’s ratio and L and D are the length and the diameter of the specimen,respectively,in order to reduce the effects of inertia and friction on the measured dynamic stress in the specimen.Such optimal dimension is also adopted in SHPB tests for concrete-like materials (e.g.mortar,concrete,geo-material,ceramic,etc.)[4].However,researches have suggested that inertia effect cannot in general be cancelled by adjusting specimen geometry [5–8],which indicates that the inertia effect needs to be checked carefully at high strain-rates,especially in SHPB tests for brittle materials where large diameter specimens are used.Based on SHPB tests,DIFs of concrete-like materials have been studied extensively to obtain many empirical formulae,represented by CEB formula*Corresponding author.E-mail address:qingming.li@ (Q.M.Li).Contents lists available at ScienceDirectInternational Journal of Impact Engineeringjournal home page:/locate/ijimpeng0734-743X/$–see front matter Ó2009Elsevier Ltd.All rights reserved.doi:10.1016/j.ijimpeng.2009.04.009International Journal of Impact Engineering 36(2009)1327–1334[9]for concrete.It is interesting to note that all experimental data on the variation of DIF with strain-rate clearly demonstrate the existence of a critical transition strain-rate,beyond which the dependence of DIF on strain-rate becomes significant.This transi-tion strain-rate varies in different testing setups,i.e.30s À1in CEB formulae [9],63.1s À1in publications [10–13]and 266s À1in Grote et al.[4].Based on a numerical study,Li and Meng [14]demonstrated that the significant increase of DIF with strain-rate beyond the transi-tion strain-rate is mainly due to the inertia-induced radial confinement effects.The dependence of the compressive strength of concrete-like materials on radial confinement had already been shown in confined quasi-static tests and strength models (e.g.Drucker–Prager model)and confined dynamic tests and analyses (e.g.[14–18]).It was pointed out by Li and Meng [14]that the misinterpretation of the confinement enhancement as the strain-rate enhancement in a SHPB test leads to non-conservative design or analysis of a concrete structure against impact or blast loading.It should be noted that a similar point of view has been indicated in other publications (e.g.[1,6,7,19–21],Field et al.,2004).Forrestal et al.[22]recently suggested a method to investigate the effect of the axial strain acceleration on the additional axial stress and radial confinement in a brittle cylindrical sample,which further supports the previous findings on SHPB tests of concrete-like materials in Li and Meng [14].The radial stress induced by axial strain acceleration in an elastic cylinder is given by [22]:s r ¼s 0r ¼Àn ð3À2n Þ8ð1Àn Þh r 2Àb 2i r €30z ðt Þ(1)where b is the radius of the cylindrical specimen,n and r are the Poisson’s ratio and the density of the specimen material,respec-tively;€30z ðt Þis the axial strain acceleration in the specimen.Eq.(1)shows that the radial stress is influenced by two factors,i.e.the radius of the specimen and the axial strain acceleration in the specimen.The maximum radial stress occurs at the centre of the cross-section of the cylinder and reduces to zero on the outer surface of the cylinder according to a parabolic function.Unfortu-nately,the effect of the radial confinement on the measurement ofDIF of concrete-like materials in dynamic compressive tests has been largely ignored by the users of the DIF data and formulae,which were derived mainly from SHPB tests.Many recent publi-cations still employ DIF data and formulae as the dynamic compressive strength in uniaxial stress state to define the strain-rate effect on the compressive strength of concrete-like materials in corresponding constitutive models [23–26].Similar recommenda-tions also appeared in recent concrete model (K&C model)in LS-DYNA Version 971.The applications of the misinterpreted DIF in the design and numerical simulation may cause significant increase of the predicted impact or blast resistance of structures made from concrete-like materials,and thus,lead to dangerous non-conser-vative design or assessment of these structures against impact and blast loads.In the present paper,experimental evidences based on SHPB tests on solid and tubular mortar specimens are given to demon-strate the correlations between the representative axial strain-rate and the axial strain acceleration in a SHPB test on concrete-like material.A tubular specimen is introduced in order to reduce the inertia-induced radial confinement,and thus,demonstrate the influence of the inertial-induced radial confinement on DIF in SHPB tests,which further confirms the findings in Li and Meng [14].Experiments are described in Section 2,which is followed by data analyses in Section 3and discussion and conclusions in Sections 4and 5.2.Descriptions of experiment 2.1.SHPB setupSeries of experiments of solid and tubular specimens with different diameters (37mm,50mm and 74mm)were tested at various strain-rates from 50to 400s À1on a SHPB system (Fig.1).A gas gun was used to launch the striker bar.The velocity of the striker bar,which is controlled by gas pressure,is measured by two parallel light gates and an electronic time counter.The signals from the strain gauges on the incident and transmitted pressure bars are amplified and then recorded by a transient recorder.Wave shaper is used in order to reduce the stress non-equilibrium in specimen.2.2.SHPB specimenThe SHPB specimens are made of mortar which is a mixture of cement,water and medium fine sand.The mass ratio of the three materials is 533:302:1600.Typical solid and tubular specimens are shown in Fig.2.Dimensions of the specimen are shown by the specimen code,e.g.a specimen with code LT-aa-bb-cc-dd contains following information,(i)if T ¼S ,it is a solid cylinder with outer diameter ‘‘aa’’,length ‘‘bb’’,inner diameter ‘‘cc’’¼‘‘00’’and testingFig.1.The schematic diagram of a SHPB setup.Fig.2.Typical solid and tubular SHPB specimens.(a)Solid SHPB specimen and (b)Tubular SHPB specimen.M.Zhang et al./International Journal of Impact Engineering 36(2009)1327–13341328number ‘‘dd’’;(ii)if T ¼H ,it is a tubular cylinder with outer diameter ‘‘aa’’,length ‘‘bb’’,inner diameter ‘‘cc’’and testing number ‘‘dd’’.‘‘L’’is a letter used for internal reference.The quasi-static mechanical properties of the mortar are given in Table 1.Typical signals obtained from strain gauges on incident and transmitted bars are shown in Fig.3.A thin rubber ring is used as the wave shaper.A wave shaper has two functions:(i)the achievement of stress equilibrium and (ii)the achievement of nearly constant strain-rate (i.e.nearly zero axial strain accelera-tion)in the SHPB specimen.The first requirement is satisfied by increasing the rise time of the input pulse through a wave shaper.But the second requirement is not satisfied in the present SHPB tests although the use of a wave shaper generally reduces theaxial strain acceleration in the mortar specimen in SHPB test.The design of a proper wave shaper to meet the nearly constant strain-rate requirement is not always straightforward because it strongly depends on good matching between the dynamic prop-erties of the wave shaper material and the tested material as well as their geometrical dimensions [27].It will be shown in Section 3that the axial strain acceleration increases with strain-rate in the present SHPB tests.Typical incident stress pulses obtained at different impact velocities in the present SHPB tests are shown in Fig.4.The duration of the incident stress pulse is nearly a constant determined by the length of the striker.However,the amplitude of the incident stress pulse increases linearly with the impact velocity of the striker,as shown in Fig.5.The incident stress pulse can be expressed by Eqs.(2),(3a)and (3b)using data-fitting method,i.e.s ¼s i $11þe Àðt À120Þ$ 1À11þe Àðt À274Þ(2)where t (in m s)is time.s i is the amplitude of the incident stress,which increases linearly with the impact velocity of the striker,n i (in m/s),i.e.s i ¼20:6v i À7:9for 37mm SHPB(3a)ands i ¼9:2v i À16:0for 74mm SHPB :(3b)Eqs.(2),(3a)and (3b)are only suitable for the present SHPB system and will be used in the companion numerical analysis in Li et al.[28].The recovered specimens after SHPB tests are shown in Fig.6.Spalling fragments and the longitudinal cracks are observed in the recovered specimens.The spalling fragments are almost axisym-metrically formed from the outer surface toward the centre of the specimen.An intact core is left if the specimen is nottotallyTable 150100150200250300350i n c i d e n t s t r e s s p u l s e (M P a )s)Fig.4.Typical incident stress pulses for different impact velocities.1525510203050100150200250300350i n c i d e n t s t r e s s a m p l i t u d e (M P a )impact velocity(m/s)Fig.5.Variations of the incident stress amplitude and the impact velocity of the striker for 37mm and 74mm SHPBs.2004006008001000-1.0-0.50.00.51.0v o l t a g e (V )s)Fig.3.Typical strain gauge signals obtained from incident and transmitted pressurebars when wave shaper is applied.M.Zhang et al./International Journal of Impact Engineering 36(2009)1327–13341329smashed,which implies that the central part of the specimen can resist large compressive loads.The voltage signals measured in each SHPB test are processed according to the 3-wave formulae [29]to obtain the variations of the engineering stress,strain and strain-rate with time as well as the engineering stress–strain relation.The signals show that stress equilibrium in the SHPB specimen in each SHPB test is approxi-mately satisfied.Values of the dynamic longitudinal compressive strength at various strain-rates are obtained.These will be further discussed in Section 3.3.Data analysis3.1.Axial strain accelerationThe instantaneous average strain-rate in the specimen is obtained based on one-dimensional elastic stress wave theory_3s ðt Þ¼v 1ðt ÞÀv 2ðt Þl 0¼cl 0ð3i À3r À3t Þ:(4)The variations of strain-rate with time for solid specimens tested on a 74mm diameter SHPB at different impact velocities are shown in Fig.7.The figure shows that strain-rate during the effective loading period cannot be treated as a constant,especially when the impact velocity is increased to achieve high strain-rate.The gradient of the strain-rate curve in Fig.7,i.e.the axial strainacceleration,increases with impact velocity.Since the DIF measured in each SHPB test is associated with a representative strain-rate,it is necessary to give a clear definition of such repre-sentative strain-rate used in SHPB ually,such representa-tive strain-rate is defined as the mean value of the strain-rate over the loading period [4].Since mortar is a type of brittle material and most of the loading period is in the elastic deformation stage,the mean strain-rate during the loading period in a SHPB test is less relevant to the compressive failure of the specimen than the strain-rate at the failure point.Therefore,the strain-rate at the failure point,i.e.the end of the strain-rate curve in Fig.7,is used as the representative strain-rate in a SHPB test in the present paper.However,linear correlations between the strain-rate at the failure point and the mean strain-rate are revealed for all SHPB tests in the present study,e.g.Fig.8for 74mm diameter SHPB tests on solid specimens.The axial strain acceleration is defined by€3¼d _3d t(5)Although the axial strain acceleration is not a constant during the loading period,its variation with time near the failure point is very small,and therefore,the representative axial strain acceleration in the following discussion is determined as the mean value of the axial strain acceleration over the time duration of 10m s before the failure point on the strain-rate curve.It is found that the representative axial strain acceleration increases withtheFig.6.Recovered specimens after SHPB test.50100150200250300350s t r a i n r a t e (s -1)s)Fig.7.Variations of strain-rate with time for solid specimens tested on 74mm SHPB at different impact velocities.2040608010012014050100150200250300350F a i l u r e s t r a i n r a t e (s -1)Mean strain rate(s -1)Fig.8.Correlation between the failure strain-rate and the mean strain-rate for 74mm SHPB tests on solid specimens.M.Zhang et al./International Journal of Impact Engineering 36(2009)1327–133413300246810s t r a i n a c c e l e r a t i o n (x 106 s -2)strain rate(s -1)Fig.9.Correlations between the axial strain acceleration and strain-rate in solid and tubular SHPB specimens with 37mm outer diameter.501001502002503001234s t r a i n a c c e l e r a t i o n (x 106 s -2)strain rate(s -1 )Fig.10.Correlation between the axial strain acceleration and strain-rate in solid and tubular specimens with 50mm outer diameter.246810s t r a i n a c c e l e r a t i o n (x 106 s -2)strain rate(s -1)Fig.11.Correlations between the axial strain acceleration and strain-rate in solid and tubular specimens with 74mm outer diameter.246810s t r a i n a c c e l e r a t i o n (*106 s -2)strain rate(s -1)Fig.12.Correlations between the axial strain acceleration and strain-rate in solid specimens with 37mm and 74mm outer diameters.1.01.21.41.61.82.02.2D I FD I Fstrain rate(s -1)strain rate(s-1)1.01.21.41.61.82.0abFig.13.Variation of DIF with strain-rate for 37mm solid and tubular specimens.(a)Strain-rate with logarithm scale,and (b)strain-rate with linear scale.M.Zhang et al./International Journal of Impact Engineering 36(2009)1327–13341331strain-rate at the failure point,as shown in Figs.9–11where variations of the axial strain acceleration with strain-rate are given for solid and tubular SHPB specimens with 37mm,50mm and 74mm outer diameters,respectively.It is shown that axial strain acceleration increases with the increase of strain-rate.Axial strain acceleration is related to the accelerated radial expansion (i.e.the radial inertia)of the specimen material,which introduces the radial stress distribution (i.e.the radial confinement)in the cylindrical specimen.Figs.9–11indicate that the axial strain acceleration is almost independent of specimen type,i.e.whether the specimen is tubular or solid,for a given diameter of the SHPB specimen.However,due to the existence of the free inner surface in the tubular specimen,the radial confine-ment in the tubular specimen introduced by the axial strain acceleration is less than that in a solid SHPB specimen for a given specimen diameter.Fig.12gives the axial strain acceleration in solid specimens with different diameters.It is shown that the axial strain acceleration in specimens with a large diameter is greater than that in specimens with a small diameter.Therefore,in SHPB tests,it is expected that the DIF from tests on tubular specimens is less than that from solid specimens while the DIF from tests on solid specimens with small diameter is less than that from solid specimens with a large diameter.This will be discussed in Section 3.2.3.2.About dynamic increase factor (DIF)3.2.1.DIFs for solid and tubular specimensFigs.13–15give the variation of DIF with strain-rate for solid and tubular specimens with outer diameters of 37mm,50mm and 74mm.The data are presented using both logarithmic and linear scales.It shows that the DIFs from SHPB tests on solid specimens are consistently larger than those from SHPB tests on tubular specimens when they have same outer diameter.This becomes more significant when strain-rate is increased.The dependence of the SHPB test results on the dimensions of the specimen observed in this study can be explained qualitatively by inertia-induced radial confinement,which is reported quantitatively in the companion paper by Li et al.[28].Fig.16shows the variation of the percentage reduction of DIF with strain-rate for different series of SHPB tests where the percentage reduction of DIF for SHPB specimens with a given outer diameter is defined as ½ðDIF solid ÀDIF tubular Þ=DIF solid Â100.It is shown that the percentage reduction of DIF increases with strain-rate consistently.When the outer diameter of the SHPB specimen is 74mm,the percentage reduction of DIF for specimens with larger inner diameter (i.e.45mm)is much greater than that for specimens with smaller inner diameter (i.e.30mm).1E-41E-30.010.111010010001.01.21.41.61.82.0D I FD I Fstrain rate(s -1)1.01.21.41.61.82.0strain rate(s -1)abFig.14.Variation of DIF with strain-rate for 50mm solid and tubular specimens.(a)Strain-rate with logarithm scale,and (b)strain-rate with linear scale.1E-41E-30.010.111010010001.01.21.41.61.82.02.22.4D I FD I Fstrain rate(s -1)strain rate(1/s)1.01.21.41.61.82.02.22.4abFig.15.Variation of DIF with strain-rate for 74mm solid and tubular specimens.(a)Strain-rate with logarithm scale,and (b)strain-rate with linear scale DIF.M.Zhang et al./International Journal of Impact Engineering 36(2009)1327–133413324.DiscussionFig.17compares DIFs of different concrete-like materials from other SHPB tests.Since DIF is a non-dimensional quantity,the dependencies of DIF on strain-rate in Fig.17do not show obvious differences for different concrete-like materials.However,the influence of the specimen diameter on the DIF of the tested material still exists,as shown in Fig.17,i.e.DIFs obtained for specimens with larger diameter are consistently greater than those obtained for specimens with smaller diameters.Another issue which may need further discussion is the effect of the length–diameter ratio ðl ¼L =D Þon the uniaxial compressive strength of concrete-like materials.Fig.18clearly demonstrates such an effect in quasi-static compressive tests,which supports the requirement of l ¼2.0in standard quasi-static uniaxial compres-sive test.In most SHPB tests,the range of l is between 0.3and 1.0,which inevitably will contribute to the increase of the radial confinement in the tested specimen.The factors which may influ-ence the dynamic enhancement of the compressive strength of a concrete-like material include the length–diameter ratio,the diameter of the specimen,axial strain acceleration and the friction on the end surfaces of the specimen in addition to the possible existence of the real strain-rate sensitivity of the concrete-likematerial.With the decrease of length–diameter ratio,the stress state in the specimen will be changed from uniaxial stress state to uniaxial strain state.Bischoff and Perry [1]also commented that the height–width ratio of the specimen as well as its overall size could affect the crack pattern by influencing end boundary effects and thus affect the maximum strength and deformability of the tested specimen.Meng and Li [30]investigated the effect of frictional coefficient by numerical simulation and showed that the coefficient of friction has greater influence on the lateral constrains for a shorter specimen than a longer specimen.Further investigations on the DIF in concrete-like materials will be presented in a companion paper by Li et al.[28]based on numerical simulation.5.ConclusionsA series of experiments of solid and tubular cylindrical mortar specimens were performed in a SHPB system.Correlations between the axial strain acceleration and strain-rate are established and related to the influence of radial confinement on DIF of the concrete-like materials.It shows that the DIF of concrete-like materials may be greatly enhanced by the inertia-induced radial confinement,which is unavoidable in many SHPB tests on brittle specimens.Therefore,it is necessary to conduct corresponding numerical simulations to correct the pseudo strain-rate effects on DIF obtained from SHPB measurements.These conclusions are applicable to concrete-like materials in the range of strain-rate between 100and 103s À1.AcknowledgementsThis project is supported by the open funding programme (KFJJ05-3)from State Key Laboratory of Explosion Science and Technology.Third author thanks for leave of absence from the School of Mechanical,Aerospace and Civil Engineering at The University of Manchester.References[1]Bischoff PH,Perry pression behavior of concrete at high strain-rates.Mater Struct 1991;24:425–50.[2]Kolsky H.An investigation of the mechanical properties of materials at veryhigh rates of loading.Proc Phys Soc London B 1949;62(359):676–700.[3]Davies EDH,Hunter SC.The dynamic compression testing of solids by themethod of the split Hopkinson bar.J Mech Phys Solids 1963;11:155–79.2468101214p e r c e n t o f D I F r e d u c t i o n (%)strain rate(s -1)Fig.16.Percentage reduction of DIF.1.01.52.02.53.03.54.0D I Fstrain rate(s -1)Fig.17.DIFs of concrete-like materials obtained for different diameters of SHPB specimens.0.00.51.01.52.01.01.11.21.31.41.5f /f c=L/DFig.18.Variation of the normalized quasi-static compressive strength with the length–diameter ratio of the specimen in different experiments.M.Zhang et al./International Journal of Impact Engineering 36(2009)1327–13341333[4]Grote DL,Park SW,Zhou M.Dynamic behavior of concrete at high strain rate andpressure:I.experimental characterization.Int J Impact Eng2001;25:869–86.[5]Gorham DA,Pope PH,Cox O.Sources of error in very high strain ratecompression tests.Inst Phys Conf Ser1984;70:151–8.[6]Gorham DA.Specimen inertia in high strain-rate compression.J Phys D:ApplPhys1989;22:1888–93.[7]Gorham DA.An effect of specimen size in the high strain rate compressiontest.J Phys III1991;1(Coll.C3(Suppl.)):411–8.[8]Gorham DA,Pope PH,Field JE.An improved method for compressive stress-strain measurements at very high strain rates.Proc R Soc London A 1992;438:153–70.[9]Comite Euro-International du Beton.CEB-FIP model code1990.Trowbridge,Wiltshire,UK:Redwood Books;1993.[10]Ross CA,Thompson PY,Tedesco JW.Split-Hopkinson pressure-bar tests onconcrete and mortar in tension and compression.ACI Mater J1989;86: 475–81.[11]Ross A,Tedesco JW,Kuennen ST.Effects of strain rate on concrete strength.ACI Mater J1995;92(1):37–47.[12]Ross A,Jerome DM,Tedesco JW,Hughes ML.Moisture and strain rate effectson concrete strength.ACI Mater J1996;93(3):293–300.[13]Tedesco JW,Ross CA.Strain-rate-dependent constitutive equations forconcrete.ASME J Pressure Vessel Technol1998;120:398–405.[14]Li QM,Meng H.About the dynamic strength enhancement of concrete-likematerials in a split Hopkinson pressure bar test.Int J Solids Struct.2003;40:343–60.[15]Huang C,Subhash G,Vitton SJ.A dynamic damage growth model for uniaxialcompressive response of rock aggregates.Mech Mater2002;34:267–77. [16]Huang C,Subhash G,Vitton SJ.Influence of lateral confinement on dynamicdamage evolution during uniaxial compressive response of brittle solids.J Mech Phys Solids.2003;51:1089–105.[17]Chen Weinong,Ravichandran G.Dynamic compressive failure of a glass ceramicunder lateral confinement.J Mech Phys Solids1997;45(No.8):1303–28.[18]Nemat-Nasser S,Horii pression-induced nonplanat crack extensionwith application to splitting,exfoliation,and rockburst.J Geophys Res 1982;87:6805–21.[19]Brace WF,Jones parison of uniaxial deformation in shock and staticloading of three rocks.J Geophys Res1971;76:4913–21.[20]Donze FV,Magnier SA,Daudeville L,Mariotti C,Davenne L.Numerical study ofcompressive behaviour of concrete at high strain rates.ASCE J Eng Mech 1999;125(10):1154–63.[21]Field JE,Walley SM,Proud WG,Goldrein HT,Siviour CR.Review of experi-mental techniques for high rate deformation and shock studies.Int J Impact Eng2004;30:725–75.[22]Forrestal MJ,Wright TW,Chen W.The effect of radial inertia on brittle samplesduring the split Hopkinson pressure bar test.Int J Impact Eng2007;34(3): 405–11.[23]Barpi F.Impact behaviour of concrete:a computational approach.Eng FractMech2004;71:2197–213.[24]Katayama M,Itoh M,Tamura S,Beppu M,Ohno T.Numerical analysis methodfor the RC and geological structures subjected to extreme loading by energetic materials.Int J Impact Eng2007;34:1546–61.[25]Polanco-Loria M,Hopperstad OS,Børvik T,Berstad T.Numerical predictions ofballistic limits for concrete slabs using a modified version of the HJC concrete model.Int J Impact Eng2008;35:290–303.[26]Tham CY.Numerical and empirical approach in predicting the penetration ofa concrete target by an ogive-nosed projectile.Finite Elem Anal Des2006;42:1258–68.[27]Frew DJ,Forrestal MJ,Chen W.Pulse shaping techniques for testing brittlematerials with a split Hopkinson pressure bar.Exp Mech2002;42(No.1): 93–106.[28]Li QM,Lu YB,Meng H.Further investigation on the dynamic compressivestrength enhancement of concrete-like materials based on split Hopkinson pressure bar tests,Part II:numerical simulations.Int J Impact Eng 2009;36(12):1335–45.[29]Gray III GT.Classic split-Hopkinson pressure bar testing.In:Kuhn H,Medlin D,editors.Mechanical testing and evaluation.ASM handbook,vol.8.Materials Park,Ohio:ASM International;2000.p.462–76.[30]Meng H,Li QM.Correlation between the accuracy of a SHPB test and stressuniformity based on numerical experiments.Int J Impact Eng 2003;28(5):537–55.M.Zhang et al./International Journal of Impact Engineering36(2009)1327–1334 1334。

Damaged plasticity model for concrete and other quasi-brittle materialsProducts: Abaqus/Standard Abaqus/ExplicitThis section describes the concrete damaged plasticity model provided in Abaqus for the analysis of concrete and other quasi-brittle materials. The material library in Abaqus also includes other constitutive models for concrete based on the smeared crack approach. These are the smeared crack model in Abaqus/Standard, described in “An inelastic constitutive model for concrete,” Section 4.5.1, and the brittle cracking model in Abaqus/Explicit, described in “A cracking model for concrete and other brittle materials,” Section 4.5.3.The concrete damaged plasticity model is primarily intended to provide a general capability for the analysis of concrete structures under cyclic and/or dynamic loading. The model is also suitable for the analysis of other quasi-brittle materials, such as rock, mortar and ceramics; but it is the behavior of concrete that is used in the remainder of this section to motivate different aspects of the constitutive theory. Under low confining pressures, concrete behaves in a brittle manner; the main failure mechanisms are cracking in tension and crushing in compression. The brittle behavior of concrete disappears when the confining pressure is sufficiently large to prevent crack propagation. In these circumstances failure is driven by the consolidation and collapse of the concrete microporous microstructure, leading to a macroscopic response that resembles that of a ductile material with work hardening.Modeling the behavior of concrete under large hydrostatic pressures is out of the scope of the plastic-damage model considered here. The constitutive theory in this section aims to capture the effects of irreversible damage associated with the failure mechanisms that occur in concrete and other quasi-brittle materials under fairly low confining pressures (less than four or five times the ultimate compressive stress in uniaxial compression loading). These effects manifest themselves in the following macroscopic properties:different yield strengths in tension and compression, with the initial yield stress in compression being a factor of 10 or more higher than the initial yield stress in tension;softening behavior in tension as opposed to initial hardening followed by softening in compression;different degradation of the elastic stiffness in tension and compression;stiffness recovery effects during cyclic loading; andrate sensitivity, especially an increase in the peak strength with strain rate.The plastic-damage model in Abaqus is based on the models proposed by Lubliner et al. (1989) and by Lee and Fenves (1998). The model is described in the remainder of this section. Anoverview of the main ingredients of the model is given first, followed by a more detailed discussion of the different aspects of the constitutive model.OverviewThe main ingredients of the inviscid concrete damaged plasticity model are summarized below.Strain rate decompositionAn additive strain rate decomposition is assumed for the rate-independent model:where is the total strain rate, is the elastic part of the strain rate, and is the plastic part of the strain rate.Stress-strain relationsThe stress-strain relations are governed by scalar damaged elasticity:where is the initial (undamaged) elastic stiffness of the material; is the degraded elastic stiffness; and d is the scalar stiffness degradation variable, which can take values in the range from zero (undamaged material) to one (fully damaged material). Damage associated with the failure mechanisms of the concrete (cracking and crushing) therefore results in a reduction in the elastic stiffness. Within the context of the scalar-damage theory, the stiffness degradation is isotropic and characterized by a single degradation variable, d. Following the usual notions of continuum damage mechanics, the effective stress is defined asThe Cauchy stress is related to the effective stress through the scalar degradation relation:For any given cross-section of the material, the factor represents the ratio of the effective load-carrying area (i.e., the overall area minus the damaged area) to the overall section area. In the absence of damage, , the effective stress is equivalent to the Cauchy stress, . When damage occurs, however, the effective stress is more representative than the Cauchy stress because it is the effective stress area that is resisting the external loads. It is, therefore, convenient to formulate the plasticity problem in terms of the effective stress. As discussed later, the evolution of the degradation variable is governed by a set of hardening variables, , and the effective stress; that is, . Hardening variablesDamaged states in tension and compression are characterized independently by two hardening variables, and , which are referred to as equivalent plastic strains in tension and compression, respectively. The evolution of the hardening variables is given by an expression of the formas described later in this section.Microcracking and crushing in the concrete are represented by increasing values of the hardening variables. These variables control the evolution of the yield surface and the degradation of the elastic stiffness. They are also intimately related to the dissipated fracture energy required to generate micro-cracks.Yield functionThe yield function, , represents a surface in effective stress space, which determines the states of failure or damage. For the inviscid plastic-damage modelThe specific form of the yield function is described later in this section.Flow rulePlastic flow is governed by a flow potential G according to the flow rule:where is the nonnegative plastic multiplier. The plastic potential is defined in the effective stress space. The specific form of the flow potential for the concrete damaged plasticity model is discussed later in this section. The model uses nonassociated plasticity, therefore requiring the solution of nonsymmetric equations.SummaryIn summary, the elastic-plastic response of the concrete damaged plasticity model is described in terms of the effective stress and the hardening variables:where and F obey the Kuhn-Tucker conditions: The Cauchy stress is calculated in terms of the stiffness degradation variable, , and the effective stress asThe constitutive relations for the elastic-plastic response, Equation 4.5.2–1, are decoupled from the stiffness degradation response, Equation 4.5.2–2, which makes the model attractive for an effective numerical implementation. The inviscid model summarized here can be extended easily to account for viscoplastic effects through the use of a viscoplastic regularization by permitting stresses to be outside the yield surface.Damage and stiffness degradationThe evolution equations of the hardening variables and are conveniently formulated byconsidering uniaxial loading conditions first and then extended to multiaxial conditions.Uniaxial conditionsIt is assumed that the uniaxial stress-strain curves can be converted into stress versus plastic strain curves of the formwhere the subscripts t and c refer to tension and compression, respectively; and are the equivalent plastic strain rates, and are the equivalent plastic strains, is the temperature, and are other predefined field variables.Under uniaxial loading conditions the effective plastic strain rates are given asIn the remainder of this section we adopt the convention that is a positive quantity representing the magnitude of the uniaxial compression stress; that is, .As shown in Figure 4.5.2–1, when the concrete specimen is unloaded from any point on the strain softening branch of the stress-strain curves, the unloading response is observed to be weakened: the elastic stiffness of the material appears to be damaged (or degraded). The degradation of the elastic stiffness is significantly different between tension and compression tests; in either case, the effect is more pronounced as the plastic strain increases. The degraded response of concrete is characterized by two independent uniaxial damage variables, and , which are assumed to be functions of the plastic strains, temperature, and field variables:Figure 4.5.2–1 Response of concrete to uniaxial loading in tension (a) and compression (b).The uniaxial degradation variables are increasing functions of the equivalent plastic strains. They can take values ranging from zero, for the undamaged material, to one, for the fully damaged material.If is the initial (undamaged) elastic stiffness of the material, the stress-strain relations under uniaxial tension and compression loading are, respectively:Under uniaxial loading cracks propagate in a direction transverse to the stress direction. The nucleation and propagation of cracks, therefore, causes a reduction of the available load-carrying area, which in turn leads to an increase in the effective stress. The effect is less pronounced under compressive loading since cracks run parallel to the loading direction; however, after a significant amount of crushing, the effective load-carrying area is also significantly reduced. The effectiveuniaxial cohesion stresses, and , are given asThe effective uniaxial cohesion stresses determine the size of the yield (or failure) surface. Uniaxial cyclic conditionsUnder uniaxial cyclic loading conditions the degradation mechanisms are quite complex, involving the opening and closing of previously formed micro-cracks, as well as their interaction. Experimentally, it is observed that there is some recovery of the elastic stiffness as the load changes sign during a uniaxial cyclic test. The stiffness recovery effect, also known as the “unilateral effect,” is an important aspect of the concrete behavior under cyclic loading. The effect is usually more pronounced as the load changes from tension to compression, causing tensile cracks to close, which results in the recovery of the compressive stiffness.The concrete damaged plasticity model assumes that the reduction of the elastic modulus is given in terms of a scalar degradation variable, d, aswhere is the initial (undamaged) modulus of the material.This expression holds both in the tensile () and compressive () sides of the cycle. The stiffness reduction variable, d, is a function of the stress state and the uniaxial damage variables, and . For the uniaxial cyclic conditions, Abaqus assumes thatwhere and are functions of the stress state that are introduced to represent stiffness recovery effects associated with stress reversals. They are defined according towhereThe weight factors and , which are assumed to be material properties, control the recovery of the tensile and compressive stiffness upon load reversal. To illustrate this, consider the example in Figure 4.5.2–2, where the load changes from tension to compression. Assume that there was no previous compressive damage (crushing) in the material; that is, and . ThenIn tension (), ; thus, as expected. In compression (), , and . If , then ; therefore, the material fully recovers the compressive stiffness (which in this case is the initial undamaged stiffness, ). If, on the other hand, , then and there is no stiffness recovery. Intermediate values of result in partial recovery of the stiffness.Figure 4.5.2–2 Illustration of the effect of the compression stiffness recovery parameter .The evolution equations of the equivalent plastic strains are also generalized to the uniaxial cyclic conditions aswhich clearly reduces to Equation 4.5.2–4 during the tensile and compressive phases of the cycle. Multiaxial conditionsThe evolution equations for the hardening variables must be extended for the general multiaxial conditions. Based on Lee and Fenves (1998) we assume that the equivalent plastic strain rates are evaluated according to the expressionswhere and are, respectively, the maximum and minimum eigenvalues of the plastic strain rate tensor andis a stress weight factor that is equal to one if all principal stresses , are positive and equal to zero if they are negative. The Macauley bracket is defined by . In uniaxial loading conditions Equation 4.5.2–8 reduces to the uniaxial definitions Equation 4.5.2–4 and Equation 4.5.2–7, since in tension, and in compression.If the eigenvalues of the plastic strain rate tensor () are ordered such that , the evolution equation for general multiaxial stress conditions can be expressed in the following matrix form:whereandElastic stiffness degradationThe plastic-damage concrete model assumes that the elastic stiffness degradation is isotropic and characterized by a single scalar variable, d:The definition of the scalar degradation variable d must be consistent with the uniaxial monotonic responses ( and ), and it should also should capture the complexity associated with the degradation mechanisms under cyclic loading. For the general multiaxial stress conditions Abaqus assumes thatsimilar to the uniaxial cyclic case, only that and are now given in terms of the function asIt can be easily verified that Equation 4.5.2–10 for the scalar degradation variable is consistent with the uniaxial response.The experimental observation in most quasi-brittle materials, including concrete, is that the compressive stiffness is recovered upon crack closure as the load changes from tension to compression. On the other hand, the tensile stiffness is not recovered as the load changes from compression to tension once crushing micro-cracks have developed. This behavior, which corresponds to and , is the default used by Abaqus. Figure 4.5.2–3 illustrates a uniaxial load cycle assuming the default behavior.Figure 4.5.2–3 Uniaxial load cycle (tension-compression-tension) assuming default values for the stiffness recovery factors:and .Yield conditionThe plastic-damage concrete model uses a yield condition based on the yield function proposed by Lubliner et al. (1989) and incorporates the modifications proposed by Lee and Fenves (1998) to account for different evolution of strength under tension and compression. In terms of effective stresses the yield function takes the formwhere and are dimensionless material constants;is the effective hydrostatic pressure;is the Mises equivalent effective stress;is the deviatoric part of the effective stress tensor ; and is the algebraically maximum eigenvalue of . The function is given aswhere and are the effective tensile and compressive cohesion stresses, respectively.In biaxial compression, with , Equation 4.5.2–11 reduces to the well-known Drucker-Prager yield condition. The coefficient can be determined from the initial equibiaxial and uniaxial compressive yield stress, and , asTypical experimental values of the ratio for concrete are in the range from 1.10 to 1.16, yielding values of between 0.08 and 0.12 (Lubliner et al., 1989).The coefficient enters the yield function only for stress states of triaxial compression, when This coefficient can be determined by comparing the yield conditions along the tensile and compressive meridians. By definition, the tensile meridian (TM) is the locus of stress states satisfying the condition and the compressive meridian (CM) is the locus of stress states such that , where , , and are the eigenvalues of the effective stress tensor. It can be easily shown that and , along the tensile and compressive meridians, respectively. With the corresponding yield conditions areLet for any given value of the hydrostatic pressure with ; thenThe fact that is constant does not seem to be contradicted by experimental evidence (Lubliner et al., 1989). The coefficient is, therefore, evaluated asA value of , which is typical for concrete, givesIf , the yield conditions along the tensile and compressive meridians reduce toLet for any given value of the hydrostatic pressure with ; thenTypical yield surfaces are shown in Figure 4.5.2–4 in the deviatoric plane and in Figure 4.5.2–5 for plane-stress conditions.Figure 4.5.2–4 Y ield surfaces in the deviatoric plane, corresponding to different values of .Figure 4.5.2–5 Y ield surface in plane stress.Flow ruleThe plastic-damage model assumes nonassociated potential flow,The flow potential G chosen for this model is the Drucker-Prager hyperbolic function:where is the dilation angle measured in the p–q plane at high confining pressure; is the uniaxial tensile stress at failure; and is a parameter, referred to as the eccentricity, that defines the rate at which the function approaches the asymptote (the flow potential tends to a straight line as the eccentricity tends to zero). This flow potential, which is continuous and smooth, ensures that the flow direction is defined uniquely. The function asymptotically approaches the linear Drucker-Prager flow potential at high confining pressure stress and intersects the hydrostatic pressure axis at 90°. See “Models for granular or polymer behavior,” Section 4.4.2, for further discussion of this potential.Because plastic flow is nonassociated, the use of the plastic-damage concrete model requires the solution of nonsymmetric equations.Viscoplastic regularizationMaterial models exhibiting softening behavior and stiffness degradation often lead to severe convergence difficulties in implic it analysis programs. Some of these convergence difficulties can be overcome by using a viscoplastic regularization of the constitutive equations. The concrete damaged plasticity model can be regularized using viscoplasticity, therefore permitting stresses to be outside of the yield surface. We use a generalization of the Duvaut-Lions regularization, according to which the viscoplastic strain rate tensor, , is defined asHere is the viscosity parameter representing the relaxation time of the viscoplastic system and is the plastic strain evaluated in the inviscid backbone model.Similarly, a viscous stiffness degradation variable, , for the viscoplastic system is defined as where d is the degradation variable evaluated in the inviscid backbone model. The stress-strainrelation of the viscoplastic model is given asThe solution of the viscoplastic system relaxes to that of the inviscid case as , where t represents time. Using the viscoplastic regularization with a small value for the viscosity parameter (small compared to the characteristic time increment) usually helps improve the rate of convergence of the model in the softening regime, without compromising results.Integration of the modelThe model is integrated using the backward Euler method generally used with the plasticity models in Abaqus. A material Jacobian consistent with this integration operator is used for the equilibrium iterations.。

目次1总则 (3)2术语和符号 (4)2.1 术语 (4)2.2 符号 (5)3材料及性能 (6)3.1 原材料 (6)3.2 性能 (6)4设计 (8)4.1 一般规定 (8)4.2 性能设计 (8)4.3 结构设计 (9)4.4 附属工程设计 (10)4.5 设计计算 (10)5配合比 (13)5.1 一般规定 (13)5.2 配合比计算 (13)5.3 配合比试配 (14)5.4 配合比调整 (14)6工程施工 (15)6.1 浇筑准备 (15)6.2 浇筑 (15)6.3 附属工程施工 (15)6.4 养护 (16)7质量检验与验收 (17)7.1 一般规定 (17)7.2 质量检验 (17)7.3 质量验收 (18)附录A 发泡剂性能试验 (20)附录B 湿容重试验 (22)附录C 适应性试验 (22)附录D 流动度试验 (24)附录E 干容重、饱水容重试验 (25)附录F 抗压强度、饱水抗压强度试验 (27)附录G 工程质量检验验收用表 (28)本规程用词说明 (35)引用标准名录 (36)条文说明 (37)Contents1.General provisions (3)2.Terms and symbols (4)2.1 Terms (4)2.2 Symbols (5)3. Materials and properties (6)3.1 Materials (6)3.2 properties (6)4. Design (8)4.1 General provisions (8)4.2 Performance design (8)4.3 Structure design (9)4.4 Subsidiary engineering design (9)4.5 Design calculation (10)5. Mix proportion (13)5.1 General provisions (13)5.2 Mix proportion calculation (13)5.3 Mix proportion trial mix (14)5.4 Mix proportion adjustment (14)6. Engineering construction (15)6.1 Construction preparation (15)6.2 Pouring .............................................................. .. (15)6.3 Subsidiary engineering construction (16)6.4 Maintenance (17)7 Quality inspection and acceptance (18)7.1 General provisions (18)7.2 Quality evaluate (18)7.3 Quality acceptance (19)Appendix A Test of foaming agent performance (20)Appendix B Wet density test (22)Appendix C Adaptability test (23)Appendix D Flow value test.................................................................................. .. (24)Appendix E Air-dry density and saturated density test (25)Appendix F Compressive strength and saturated compressive strength test (27)Appendix G Table of evaluate and acceptance for quality (28)Explanation of Wording in this code (35)Normative standard (36)Descriptive provision (37)1总则1.0.1为规范气泡混合轻质土的设计、施工，统一质量检验标准，保证气泡混合轻质土填筑工程安全适用、技术先进、经济合理，制订本规程。

glossary of stamping dieMaterials 料Coil 料Strip 料Hot roll steel plate SPHC SPHD SPHE Zinc-galvanized hot dip cold roll steel SGC 冷Cold roll steel 冷 SPCC SPCD SPCE Zinc-galvanized hot dip hot roll steel SGHZinc electro-plating cold roll steel SECC SECD SECE 冷 Tin electro-plating steel SPTEZinc-electro-plating hot roll steel SEHC SEHD SEHE 冷 Tin-galvanized hot dip steel SPTHStainless steel SUS 不 Ferrite stainless steel 粒 不 Austenite stainless steel 不 Martensite stainless steel 不 Silicon steel AluminumMagnesium Aluminumalloy金Magnesium alloy 金Titanium alloy 金Titanium Alloy 金Phosphor bronze BrassCopper Physicalproperty理 Mechanical property StrainChemical property Stress 力Elongation 率 Tensionstrength拉 度Yield strength 降 度Working harden value Yang’s modules 數Shear strength 度Skin pass Roll direction Grain orientation Shear stress 力 DiesteelSpring back TungstencarbideAlloy steel 金 Pre-hardensteelHigh speed steel NormalizationCarbon steel Heattreatment理Tempering Rockwellhardness洛 度Annealing Hardness度Surface treatment 理QuenchingCoating High alloy steel 金Physical vapor deposition PVD 理 Chemical vapor deposition CVDPress and feeder 料Press Stamping Press Mechanical press Hydraulic press C frame press C Straight side frame press Single crank press Double crank press Link motion press 連 Toggle press Knuckle joint pressT-slots TBolster area Ram area 溜Feeder 料 Roller feeder 料 Grip feeder 料 Air feeder 料 Cam feeder 輪 料 Sheet feeder 料 料 Push feeder 料 Miss feeder 料 Die cushion Straighter LevelerTransfer finger Robotic press line Turn over device Quick die change QDCPunching process 切Punching 切 Shearing 切 Rotary shearing 切 Slitting 切 Cutting cut off Parting Blanking 料 Piercing Cam piercing Notching Trimming 切Lancing 切 切 Half-blanking 料 Fine blanking 料 Finish blanking 料 ShavingDie roll Burr Die clearance Burnish zone Side cut 切 Die gap die clearance Shear angleBending process and Forming process Natural plane 立 Natural axis 立Die bending Folding 180度 BendingV type bending V U type bending U L type bending L Z type bending Z Hemming 180度FormingRibbing 肋Necking BulgingCorrugating 浪狀 FlangeformingCurling EmbossingBurring Hole flanging Bending radialSpring back Slit bending 切Staking Beading 肋formingRubber forming RollRoll bendingDrawing process and Compression forming process Drawing Deep drawingReverse drawing RedrawingStretch forming 拉 Hot formingHydro-forming hydraulic forming Drawing rate 率Finish forming Finish drawingForming limit diagram Limit forming ratioDrawing with ironing IroningCoining Upsetting Indenting SizingMarking Spinningextrusion Extrusion ForwardBackward extrusion Swaging六 OthersSeaming RivetingPress fit Blank 料Yield yield ratio 料 率Bridge料layoutCarrier Stripstation stageBlank layout 料 列 IdleLance 切 切 Hourglass lance 漏 切料pitchCircular lance 切 FeedDirect pilot Indirect pilotCAD computer aided design Bill of material BOM 料CAE computer aided analysis CAM computer aided manufactureNC numerical control 數Stamping die press diepunch Punch PiercingpunchBending punch FormingDrawing punch Die setUpper die set Lower die setDie block Solid die blockSocket die block Yoke die blockInsert die block Insert切Die CuttingdiedieBlanking die 料 PiercingdieBending die FormingDrawing die Compound dieSingle station die Multi-stationdie Progressive die 連 Fine blanking die 料 Transfer die Die/punch edge 切Die shut height 度Feeding height pass line 料 度料stripper Stripper 料 FixedMovable stripper 料 Solid stripper 料Multi-stripper 料 Main guide post Sub-guide post Main guide bush Sub-guide bush Ejector 料Ejector pin 料 Stopper stop block 行pin 料Lifter 料 LiftGuide pin kicker kick pin 料Hook Springparallel block 行Set screw 螺 HeelblockDie shank Punch backing plateStripper backing plate 料 Cam slider 輪 滑Pressure pin 力 Dowel pinPilot pin Pilot punchStock guide plate 料 Stock guide block 料Tooling TryoutDie assembly MachiningMilling Machining center GrindingWire cut WEDM EDMTurning 車 Drilling。

1.105 Solid Mechanics LaboratoryFall 2003Experiment 51 Compressive and Tensile Strength of ConcreteObjective:This lab is designed to develop your understanding of standard measurement techniques for determining the compressive and tensile strengths of concrete.Overview:Several cylindrical concrete specimens have been prepared for testing to failure: T wo of them willbe subjected to compression. One will be subjected to a loading which engenders failure in ten­sion, albeit indirectly.The specimens are cylinders four (4) inches in diameter and eight (8) inches in height. The speci­mens were cast and cured for _______ days2.The compressive strength is given as _____________ psi, or _____________ MPa.T ests will be conducted using one of the heavy testing machines in the Rock Mechanics Labora­tory, room 1-034. A computer will automatically record the data for load level and displacement.Y ou are to record all supplementary data “by hand”, process the data, plot and describe results according to the directions and suggestions included in what follows and do so within the three hours allotted for this lab. (Leave laptop at home for this session but bring a calculator) Experiment 5.1: Compression TestThe standard for compression testing of concrete can be found in ASTM standard: D39, [1]The test specimen will be subjected to an axial load, i.e., along the axis of the cylinder, betweenthe two platens of the testing machine. The specimens are first subjected to seating load (lessthan 50 lbs) at the outset to eliminate the effects of contact surface mis-alignment and any slack within the internal mechanism of the machine.T wo extensionmeters will be used to measure the displacement over a gage length of 1 inch. Y ou will average the two readings to obtain a single measure of strain.For safety reason, you must wear a safety glass. A plastic shatter shield will be put in place priorthe starting of the subsequent loading stage to contain any flying debris.The computer will record more data than you will need to construct a plot of stress versus strain. (Y ou will need to sample pairs of load-displacement values over the full test range). The test will be stopped when specimen fail (load clearly decreased and deformation continues). Y ou will need to sketch the failure geometry. Note any failure planes and angles.1. Formerly, Experiment #52. Download the Quikrete Specs (Fast-Setting Concrete #1004-50) at (/members/ result.asp?key=quikrete) to see how the strength is thought to vary with curing time.Data1:Cylinder Dimensions:Diameter: Height:Area =1. Make sure 1) Y ou indicate units of ALL quantities and 2) Y ou include an estimate of uncertaintyData Cylinder #2.Cylinder Dimensions:Diameter: Height:Area =ResultsC o m p r e s s i v e S t r e s s , p s iStrain, in/inStress versus strain - Uniaxial Compression TestConcrete CylinderObservations and DiscussionExperiment 5.2: Indirect Tension TestIn this test, you will perform an indirect tension test. The Arrayfigure shows the how the cylinder is loaded with a dis­tributed load along diametrically opposed, sides of thecylinder. These line loads engender a uniform tensilestress distributed within the cylinder over the plane sec­tion A-A’, bisecting the cylinder - except within the vicin­ity of the circumference. This tensile stress can beshown to beσx = 2P/(πLD)where L is the length (or height) of the cylinder alongwhich the load P is distributed, and D is the cylinderdiameter.A compressive stress on planes orthogonal to A-A’ isalso engendered at each point. This can be shown to beequal to2P D2σ= -----------⋅ -------------------1–y πLD r D– r)(For this test you will record only the displacement at fracture and the failure load, and compare the failure stress in tension with the failure stress in compression obtained in experiment 6.1.DataCylinder Dimensions: Diameter: Height:Failure Load: Pounds T ensile Stress, σx =The failure stress in tension is __________% +/- of the failure stress in compression. Compressive stress, σy , at r=D/2 = _________ ; at r=D/4 = _________ .Observations and DiscussionReferences:1 ASTM standards: D392 Neville A.M., 1963, Properties of Concrete, John Wiley and Sons, Inc., New Y ork.Murdock L.J., Brook K.M., and Dewar J.D., 1991, Concrete: Materials & Practice, Edward Arnold, a division of Hodder & Stoughton, London.。

tension and compression 拉伸与压缩torsion 扭转bending 弯曲shear 剪切tension compression test 拉伸压缩试验mechanical properties of materials 材料的机械特性gauge length 标距extensometer 引伸计electrical-resistance strain gauge 电阻应变片stress-strain diagram 应力应变曲线ductile materials 塑性材料brittle materials 脆性材料Poisson’s Ratio 泊松比Saint-Venant’s principle 圣文南原理statically indeterminated 静不定的（超静定的）statically determinated 静定的NNeeww w woorrddss a anndd p phhrraasseessChapter 1. Introductionthermal stress 热应力linear coefficient of thermal expansion 热膨胀系数stress concentration 应力集中concentration factor 应力集中系数mechanical Model 力学模型sign conventionultimate Stress 极限应力allowable stress 许用应力safety factor 安全因数mild steel 低碳钢gray cast iron 灰铸铁percent elongation 延伸率percent reduction of area 断面收缩率nominal yield stress 名义屈服极限strength (plastic) index 强度(塑性)指标cold hardening 冷作硬化method of positive assumption 设正法Tensile rigidity 抗拉刚度torque 扭矩axle 车轴drive shaft 驱动轴circular shaft 圆轴angle of twist 扭转角polar moment of inertia 极惯性矩power 功率angular speed 角速度solid shaft 实心轴tubular shaft 空心轴right-hand rule 右手法则torque-loaded member 受扭构件bulge (warp) 扭曲external torque 外力偶矩(转矩) internal torque 扭矩torsional section modulus 抗扭截面系数跳beam 梁shear 剪力moment 弯矩simply supported beam 简支梁cantilevered beam 悬臂梁overhanging beam 外伸梁shear and moment functions 剪力弯矩方程shear and moment diagrams 剪力弯矩图beam sign convention 梁的内力符号规则distributed load 分布载荷differential relation 微分关系slope 斜率jump upward (downward) 向上(下)突跳planar bending 平面弯曲shearing bending 剪切弯曲pure bending 纯弯曲neutral surface 中性层neutral axis 中性轴shear flow 剪切流shear center 剪切中心thin-walled member 薄壁构件prismatic beam 等截面梁fully stressed beam 等强度梁unsymmetric bending 非对称弯曲curvature 曲率wide-flange 工字形截面rectangular cross section 矩形截面bending section modulus 抗弯截面系数of integration 积分常数boundary condition 边界条件continuity condition 连续条件slope 转角deflection 挠度the integration method 积分法method of superposition 叠加法moment-area method 力矩面积法flexural rigidity 抗弯刚度elastic curve 挠曲线constant of integration 积分常数boundary condition 边界条件continuity condition 连续条件slope 转角deflection 挠度the integration method 积分法method of superposition 叠加法moment-area method 力矩面积法plane-stress 平面应力three-dimensional stress 三维应力state of stress 应力状态principal stresses 主应力principal planes 主平面principal element volume 主单元体stress circle 应力圆Mohr’s circle 莫尔圆triaxial stress 三轴应力strain rosettes 应变花Generalized Hooke’s Law 广义虎克定理dilatation 体积应变bulk modulus 体积弹性模量material failure 材料破坏yielding 屈服fracture 断裂multiaxial state of stress 多向应力状态Maximum-shear-stress theory 最大切应力理论Tresca yield criterion Tresca屈服准则Maximum-distortion-energy theory 最大歪形能理论Maximum-normal-stress theory 最大正应力理论Mohr’s failure criterion Mohr破坏准则critical load 临界载荷long slender bar 细长杆buckling 屈曲失稳，压弯stable equilibrium 稳定平衡unstable equilibrium 不稳定平衡neutral equilibrium 随遇平衡pin supports 铰链支座radius of gyration 回转半径effective-length factor 长度因子effective-slenderness radio 长细比，柔度。