BUCKLING PROPERTIES OF PRE-STRESSED

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薄壁结构在热声载荷下的疲劳寿命分析与试验验证

薄壁结构在热声载荷下的疲劳寿命分析与试验验证

薄壁结构在热声载荷下的疲劳寿命分析与试验验证王建;沙云东【摘要】数值研究了热声载荷作用下薄壁结构的动态响应,并开展了薄壁结构的热声激振试验,获取了薄壁结构的热模态频率与不同热声载荷下的动态响应结果.采用热声疲劳寿命预估模型,仿真分析了薄壁结构疲劳寿命随声压级和温度的变化规律.试验与仿真结果对比表明,试验与仿真的模态频率具有一致性,应变响应量级相同.屈曲系数由0增加到1.8,GH188金属薄壁结构疲劳寿命呈先降低后增大趋势.验证了热声试验方法的合理性与可靠性,以及薄壁结构热声响应仿真方法与模型的有效性.薄壁结构在屈曲前/后过程中表现出稳定-失稳-再稳定的过程.【期刊名称】《燃气涡轮试验与研究》【年(卷),期】2017(030)003【总页数】6页(P11-15,5)【关键词】航空航天;薄壁结构;热声载荷;疲劳寿命;试验验证;屈曲;模态频率【作者】王建;沙云东【作者单位】沈阳航空航天大学辽宁省航空推进系统先进测试技术重点实验室,沈阳110136;沈阳航空航天大学辽宁省航空推进系统先进测试技术重点实验室,沈阳110136【正文语种】中文【中图分类】V241.3experimentalverification;buckling;modal frequency航空航天薄壁结构在高温强噪声载荷作用下会使结构产生复杂的大挠度非线性响应[1-5]和快速交变应力,严重影响结构的疲劳性能,降低疲劳寿命。

这类问题也是航空航天薄壁结构在结构强度设计中的主要内容,故而开展高温强噪声作用下薄壁结构的振动响应仿真与热声疲劳寿命预估十分重要。

针对航空航天薄壁结构热声响应及疲劳问题,国外学者以及研究机构对薄壁板壳,尤其以四边固支矩形薄板为主要试验件做了大量的试验研究。

NASA Langley研究中心和美国空军W right-Patter⁃son飞行动力学实验室(AFFDL)为研究热声载荷下薄壁板结构的响应特征,采用行波管对铝板进行了热声试验[6]。

3-1-1预应力混凝土梁预制-2017

3-1-1预应力混凝土梁预制-2017

台座
台面
墩式长线台座
(1) 墩式台座
墩式台座由现浇钢筋砼做成,台 座应具有足够的强度、刚度和稳定 性,台座设计应进行抗倾覆验算与 抗滑移验算。
钢横梁 台座
预应力筋
墩式台座近景
线杆连接器
墩式台座构造示意图
抗倾覆验算Anti-- overturning checking :
K M1 GL Epe2 1.5
拉杆式千斤顶
穿心式千斤顶
ZB4-500型电动油泵
3.1.2 先张法施工pre-tensioned construction
先张法是在砼构件浇筑前先张拉预应力筋,并用夹具将其临 时锚固在台座或钢模上,再浇筑构件砼,待其达到一定强度后(约 75%)放松并切断预应力筋,预应力筋产生弹性回缩,借助砼与预 应力筋间的粘结,对砼产生预压应力。
(二) 预应力设备Prestressed equipment(device)
1. 夹具 fixture
先张法预应力混凝土构件施工时,为保持预应力筋的拉力并将其固定在生产台座 (或设备)上的临时性固定装置。
特点:工作可靠,构造简单,使用方便,能够多次使用。
常见夹具:
锥销夹具
夹片夹具
墩头夹具
螺母夹具
2、锚具(代号M)(Code M) anchorage [ˈæŋkəridʒ]
2.施工方式不同分为: 预制预应力混凝土 现浇预应力混凝土 叠合预应力混凝土
预应力混凝土叠合板
三、预应力筋与预应力设备 Tendon and prestress device
(一)预应力筋 tendon
(1)基本要求:高强度、较好的塑性以及较好的粘结性能。
(2)主要种类:钢铰线、消除应力钢丝、热处理钢筋。

亡羊补牢的寓意告诉我们什么道理英语作文

亡羊补牢的寓意告诉我们什么道理英语作文

亡羊补牢的寓意告诉我们什么道理英语作文全文共6篇示例,供读者参考篇1What Does "Closing the Pen After the Sheep Are Lost" Really Mean?You know that feeling when your mom yells at you for leaving your bike in the driveway after it got stolen? Or when your teacher scolds the whole class for being loud and rowdy after you already got in trouble for it? That's kind of what the Chinese saying "closing the pen after the sheep are lost" (亡羊补牢) is all about.It's an idiom that means taking precautions too late, after the damage is already done. Like locking the gate after all the animals have escaped and run away. Pretty silly, right? Why bother locking it then?My grandpa loves using old proverbs and idioms like this one to teach me lessons. I remember one time I accidentally broke my aunt's really expensive vase when I was throwing a ball inside the house (which I knew I wasn't supposed to do). After my aunt got mad and my parents scolded me, my grandpapulled me aside. With a kind but serious look, he said, "Drew, locking the door after the robbery is pointless. The damage is already done."I felt really awful because I knew he was talking about the vase situation. By the time they tried to punish me and prevent it from happening again, I had already broken the vase. It was too late. Hearing that old saying put things in perspective for me.My grandpa went on to explain that the idiom "closing the pen after the sheep are lost" originated a long time ago in ancient China when most people worked as farmers or shepherds. Back then, if you didn't properly lock up your sheep pen at night, the sheep could wander off and get lost or eaten by wolves. So it was really important to secure the pen before nightfall. Otherwise, you'd be foolish to lock it up after all your livestock had already escaped or gotten killed!That visual of locking up an empty pen with no sheep left really hammered the message home for me. It's about taking preventative measures before bad things happen, not just reacting after the fact when it's already too late. My grandpa told me it's the same idea as the English sayings "locking the barn door after the horse is gone" or "an ounce of prevention is worth a pound of cure."Looking back, there were so many instances growing up where that proverb could have applied to me. Like when I waited until the last minute to study for a test and bombed it. Or when I kept putting off my chores until my mom freaked out on me for letting my room get so messy. Sometimes I wish I had learned the meaning of "closing the pen after the sheep are lost" sooner!These days, I try to think ahead and take precautions before potentially bad situations, instead of regretting my actions later. Like making sure to pack an umbrella if rain is in the forecast, rather than ending up soaked and cold. Or buckling my seatbelt as soon as I get into the car, not waiting until I've already started driving. It's about being proactive instead of reactive.I see examples of this idiom's message all around me too. Like when a house with a weak roof waits until after a huge storm to fix it, rather than getting it repaired beforehand. Or when someone parties too hard and ends up with a monster hangover, wishing they had chugged some water between drinks. It's "closing the pen after the sheep are lost" taken to the extreme!Procrastinating on things just leads to more headaches down the road. The more I've learned to apply "closing the pen after the sheep are lost" to my life, the better I've gotten at avoiding unnecessary issues. Taking preventative steps ends upsaving so much time, money, and hassle compared to cleaning up after the fact.I know I'm just a kid and still have a lot to learn. But I'd like to think I've become a bit wiser from having that old Chinese idiom ingrained in me. Planning ahead, staying prepared, and taking precautions are so important if you want to avoid misfortune or disasters. Once something bad has already happened, it篇2The Lesson of Locking the Pen After the Sheep are LostHave you ever heard the saying "locking the pen after the sheep are lost"? It's an old Chinese idiom that basically means taking action too late, after the damage is already done. It paints a picture of a shepherd who doesn't secure the gate to the sheep pen until after all the sheep have already escaped and run away. Pretty silly, right?Well, this funny little phrase actually teaches us a really important life lesson that I think is super valuable, especially for kids like you and me. The moral of the story is that we need to be proactive and take preventative measures, instead of just reacting after something bad has already happened.Let me give you an example to help explain what I mean. Let's say you have a really important math test coming up on Friday. You've been slacking off and not really studying or paying attention in class. Then, Thursday night rolls around and you suddenly realize "Oh no, the test is tomorrow and I'm totally unprepared!" So you try to cram everything in at the last minute.But is that really the best strategy? Probably not. It would have been way smarter to start preparing little by little each day, reviewing your notes, doing practice problems, and asking your teacher for help if you're struggling with any concepts. That way, by the time the test day arrives, you're feeling cool, calm, and confident instead of stressed and scrambling.You're basically locking the pen (doing your work) before the sheep get out (preventing yourself from bombing the test). Make sense? Taking that proactive approach gives you your best chance at success.Now, I know what you might be thinking - "Sure, Timmy, that all sounds good in theory. But let's be real, I'm just a kid! I get distracted and procrastinate sometimes. We all do!" And you're absolutely right, that's just part of being human. None of us are perfect.The key is to develop habits and strategies to help us be a little more proactive in life. For example, you could set reminders for yourself to review class material every night after dinner. Or make a checklist of all the steps you need to take to prepare for that big project. Or just practice better time management skills in general.When we take a proactive mindset and get ahead of potential problems, it's kind of like we're "locking the pen" and preventing future headaches and stress for ourselves. It helps us perform at a higher level and achieve better results.On the flip side, a reactive mindset is what gets us into trouble. We let things slide until it's too late and then we're frantically trying to dig ourselves out of a hole. Like that shepherd who doesn't secure the gate until the sheep have already escaped - he's forced to run around like a madman trying to gather them all back up. What a mess!Now, I'm not saying you can prevent every single bad thing from ever happening. Life throws curveballs sometimes that are out of our control. In those cases, yeah, we have to be reactive and deal with the situation as best we can. But a lot of time, a little proactiveness can go a long way in avoiding preventable problems.The good news is, it's never too late to start implementing this philosophy! Why not pick one thing you've been slacking on, like cleaning your room or studying for an upcoming vocabulary quiz? Make a plan to be proactive - set reminders, make a checklist, whatever tools work best for your learning style. Prove to yourself and your parents that you've got what it takes to "lock the pen before the sheep get out!"Remember, we're all works in progress. Even adults mess up and drop the ball sometimes. But having a proactive mindset becomes a habit, just like any other good habit we try to build, like brushing our teeth, eating healthy foods, or being kind to others. The more we practice it, the better we get at avoiding those reactive scrambles.So the next time you hear that funny old saying about the shepherd and his lost sheep, let it remind you of the power in being proactive. Whether it's with schoolwork, chores, sports practice, you name it - taking care of business ahead of time puts you in the driver's seat and increases your chances of success. After all, an ounce of prevention is worth a pound of cure, right?Those are just some of my thoughts, but I'd love to hear your perspective too! How else could we apply this "locking the pen" lesson in our daily lives as students? Are there any areas whereyou tend to be more reactive instead of proactive? I'm certainly still working on building better habits myself.Developing a proactive mindset takes practice, but it's a skill that will serve us well not just in school, but in life. So let's all try to be a little more like the smart shepherd who secures the gate ahead of time - saving us a whole lot of running around and stress in the long run!篇3What Does "Closing the Pen After Losing the Sheep" Really Mean?You know that saying your grandma always uses when someone tries to fix something after it's already too late? "Closing the pen after losing the sheep." I never really understood what it meant until my dad explained it to me. It's one of those old sayings that has a really good lesson hidden inside.Basically, it means that it's no use trying to prevent something bad from happening after it has already occurred. Like if you left the gate to the sheep pen open, and all the sheep wandered out and got lost. Then you closed the gate after theywere already gone. Duh! You should have closed it before they escaped!My dad gave me a real-life example to help me understand. Last summer, we went camping and didn't put our food away properly at night. We just left the cooler and snacks out in the open. In the morning, we woke up to a huge mess! Raccoons had gotten into everything and there were potato chip crumbs and smashed granola bars all over the campsite. My dad had to spend hours cleaning it all up. He said we were "closing the pen after losing the sheep" by putting the food away neatly after the raccoons had already made the mess.So the expression is trying to teach you an important lesson - be prepared and do things the right way from the start instead of waiting until it's too late. That way you can prevent problems before they happen instead of having to fix or clean up a mess afterwards.At school, we sometimes talk about "closing the pen after losing the sheep" without even realizing it. Like when we forget to study for a test, then after we get a bad grade we promise to study harder next time. Well, duh! We should have been studying all along instead of waiting until we failed the test. That's closing the pen after the sheep got out.Or when we forget to bring a snack or water bottle to soccer practice, then we're crazy hungry and thirsty at the end. We should have prepared properly before practice started instead of whining about it after. That's closing the pen in the wrong order.My mom is always using that expression around the house too. Like if I make a giant mess with my toys, art supplies, or games, then she has to spend forever cleaning up after me. She'll say "This is like closing the pen after the sheep got out! You need to clean up after yourself AS you go instead of waiting until the end." Then I have to stop what I'm doing and tidy up right away. It's a pain, but she's right. It's way easier to keep cleaning up a little bit at a time instead of letting it all pile up into one huge mess.I think "closing the pen after losing the sheep" is a really smart way to remind me and my family to be responsible, prepared, and do things in the proper order. If we had closed the pen (or cooler) properly BEFORE the sheep (or raccoons) got out, we wouldn't have had any problems to deal with later. Doing things right from the start prevents so many headaches in the long run!So now when I hear that strange old expression, I smile because I know what important lesson it's teaching me. Don't bethe person closing the pen after it's too late. Take precautions, show up prepared, and do things the right way ahead of time. That's the wise way to live and not get stuck having to chase down a whole flock of lost sheep!篇4What the Idiom 'Mending the Pen After Losing the Sheep' Teaches UsHave you ever heard the Chinese saying "Mang Yang Bu Lao" before? It means "mending the pen after losing the sheep." At first, it might not make much sense. Why would someone fix a pen after their sheep ran away? Let me explain what this funny idiom really means and the important lesson it teaches.Imagine you are a shepherd taking care of a big flock of woolly sheep out in the fields. You have a pen made of wooden fences where the sheep stay safe and sleep at night. One day, you accidentally leave the gate to the pen wide open while going about your chores. Before you realize your mistake, several of the sheep wander out of the open gate and get lost! You scramble to chase after the missing sheep, but they have wandered too far away into the hills and woods. After hours of searching, youfinally give up for the day, defeated. Those poor sheep are gone for good.When you get back to the pen, suddenly you realize - the gate is still open! If any more sheep escape during the night, you'll lose your whole flock. So what do you do? You quickly shut and lock the gate, making sure it is nice and secure. As the idiom says, you are "mending the pen after losing the sheep." Pretty silly, right? Why didn't you just close the gate in the first place before any sheep went missing?This is exactly the lesson the idiom is meant to teach. It is criticizing the idea of only fixing a problem after something bad has already happened, instead of taking precautions in advance. Closing the gate earlier would have prevented those sheep from getting lost at all. Taking action beforehand is always better than waiting until disaster strikes.Imagine if you didn't mend the pen gate at all after those first sheep escaped. The very next night, the rest of your flock could have wandered out the open gate too! Then you'd lose your entire flock of sheep, just from one little mistake. That would be terrible for your family that depends on the sheep's wool and milk to survive. All because you didn't learn from your first mistake quickly enough.The idiom "mending the pen after losing the sheep" shows the importance of:Learning from your mistakes right awayTaking action to prevent future issuesNot letting problems snowball out of controlIt teaches the value of being proactive, not reactive. If there is a problem or risk, it's better to take steps to fix it immediately instead of waiting until the damage is already done. Closing the barn door after the horse runs away does no good - the sensible thing is to shut the door before the horse even has a chance to escape!Let me give you some more examples to help this lesson stick:What if there was a leak in your roof during a rain storm? Would you wait for even more rain to pour in before fixing the leak and letting your house get water damaged? Of course not! As soon as you noticed the dripping, you'd put out buckets to catch the water and call a roofer right away to patch the leak. Not waiting until the problem gets even worse is "mending the pen before losing the sheep."Or let's say you forgot to study for a big math test at school. When you got the test back with a failing grade, would you just shrug it off? No way! After seeing your poor score, you'd learn your lesson and study twice as hard for the next test so you don't fail again. Adjusting your habits after a failure is "mending the pen after losing the sheep."Every day, we all have many chances to be proactive and prevent bigger issues, just like mending that pen gate. If you're having trouble with a subject at school, asking your teacher for extra help stops your grades from slipping later. Cleaning your room stops toys and clothes from piling up into a huge mess over time. Following your parent's rules helps you avoid punishment down the road.The idiom reminds us it's smart to fix problems when they are still small and manageable, before they turn into bigger disasters. A little anti-proactive effort saves you a lot more work and headache later on. It's just like my mom always says: "An ounce of prevention is worth a pound of cure!"So don't be the foolish shepherd who let all the sheep run away, then belatedly mended the pen anyway. Use this wise old saying as a reminder to stay on top of problems, rather thanscrambling to clean up avoidable messes after the fact. An ounce of precaution goes a very long way!篇5The Lesson of Closing the Pen After Losing the SheepHave you ever heard the saying "closing the pen after losing the sheep"? It's an old Chinese idiom that teaches us an important lesson about being prepared and taking action before it's too late.In English, we might say "locking the barn door after the horse has bolted." It means the same thing - trying to fix a problem after the damage has already been done instead of preventing the problem in the first place.Let me tell you a story to explain what this idiom means:Once upon a time, there was a shepherd boy named Li Xiaoming who took care of his family's flock of sheep. Every morning, he would lead the woolly animals out to the pasture to graze on the fresh green grass.One sunny day, Xiaoming was feeling lazy. Instead of counting to make sure all the sheep were there before opening the pen gate, he just swung it wide open without a secondthought. The sheep happily wandered out to munch on the clover.A few hours later, Xiaoming looked up from the comic book he had been reading and did a double take. There was one sheep missing! He searched high and low, but the lost lamb was nowhere to be found.Xiaoming felt terrible. He knew his parents would be very upset with him for losing one of their precious sheep. As night fell, he sadly headed back to the pen, closing and locking the gate tightly behind him.But it was too late - the sheep was gone for good. Xiaoming had closed the pen after losing the sheep. If only he had been more careful and made sure the whole flock was there before opening the gate that morning!This little story shows why the idiom "closing the pen after losing the sheep" is used to remind us not to do things too late. Just like Xiaoming, we often don't think about taking precautions until after something bad has already happened.For example, imagine you have a report due for school tomorrow, but you spent all weekend playing video games instead of working on it. Now it's too late to get it done properly.That's kind of like closing the pen after the sheep got out - you didn't do what you were supposed to do at the right time.Or let's say you lost your new smartphone because you didn't put it in a safe place. After searching everywhere for it, you decide to be more careful about where you leave your valuables from now on. But it's too late because your phone is already gone!Whenever you find yourself doing something to fix a problem or make a situation better after the main issue has already occurred, you are closing the pen after losing the sheep. The right time to take action was earlier, before things went wrong.The moral of this idiom is: be prepared, pay attention, and don't put things off until it's too late! If we make a habit of thinking ahead and doing what needs to be done at the right time, we can prevent a lot of problems and trouble.It's like my mom always says: "An ounce of prevention is worth a pound of cure." Or as another English saying goes: "A stitch in time saves nine." Both of these proverbs remind us to take care of things quickly before they become bigger issues.So the next time you find yourself rushing to make up for a mistake or trying to fix something at the last minute, remember poor Shepherd Boy Xiaoming closing the pen's gate after his sheep had already wandered off. Don't be like him! Instead, take action upfront so you don't have to face the consequences later. It's a lesson we can all learn from this wise Chinese idiom.篇6The Old Saying: Closing the Pen After Losing the SheepThere's an old saying in English that goes "It's no use closing the pen after losing the sheep." At first, it might sound kind of funny or even a bit silly. Why would someone try to close up a pen (which is basically just a small fenced-in area) after all the sheep have already escaped and run away? That would be pointless! But if you stop and think about the deeper meaning behind this old phrase, it actually teaches us an important life lesson that can help make us wiser and more responsible.The saying is really using the image of farm animals like sheep as a metaphor. The "sheep" represent something valuable that you previously had but then carelessly lost or let slip away through your own negligence or lack of proper precautions. The "pen" symbolizes the security measures, safeguards, orpreventative steps you should have taken earlier to protect your valuable possessions or opportunities from being lost or squandered in the first place. So to try putting up strong fences and barriers after everything is already gone is a futile gesture —it's too little, too late at that point.Let me give you a few examples to better illustrate what this saying is getting at:Imagine a young boy who receives an beautiful antique pocket watch from his grandfather as a cherished family heirloom. But the boy is pretty irresponsible with his belongings. He carelessly leaves the treasured watch lying around the house, drops it on the floor, forgets where he put it, and eventually the precious watch gets lost for good. Only after it's gone does the boy's father exclaim in frustration, "It's no use locking up the house securely now — the sheep is already out of the pen!"Or let's say there's a teenage girl who has always dreamed of becoming a professional ballet dancer. But instead of diligently practicing her ballet exercises and working hard in her dance classes, she goofs off and hardly puts in any real effort. Then one day she fails the difficult audition for admission to the elite ballet academy she wanted to attend. It's only after blowing her bigchance at her dream that she finally realizes "Oh no, I've lost my sheep — it's too late to start taking ballet seriously now!"Here's one more example that might hit closer to home: Let's say you've been slacking off in math class all year. You don't pay close attention to the lessons, you neglect to do your homework regularly, and you don't bother asking the teacher for help when you're struggling to understand something. So, by the time the big end-of-year math test rolls around, you're completely unprepared and you bomb it miserably. After failing the crucial test, your parents ground you and exclaim in exasperation, "Well, it's no use cracking down on your behavior now — the sheep is already out of the pen on your math grade for the year!"In each of these cases, the "sheep" represents something of great value and importance — the antique watch, the ballet dancing dream, or the chance to do well in math class. And the "pen" stands for the precautions, hard work, and responsible actions that should have been taken ahead of time to safeguard and protect those valuable things from being squandered or lost. But by neglecting to be diligent, dedicated, and conscientious early on, the chances or opportunities slipped away before any belated efforts could salvage the situation. As my grandmawould say, "The barn door got locked after the horses already ran out."So what's the big lesson this clever old saying wants us to learn? It's all about being proactive rather than reactive when it comes to things that truly matter to us. Whether it's taking proper care of our treasured possessions, working hard to achieve our biggest goals and ambitions, or just knuckling down on our school responsibilities — we have to stay on top of what's important before it's too late to make a difference. "An ounce of prevention is worth a pound of cure," as another wise saying reminds us. It's so much easier to safeguard our valuables and opportunities from the start through hard work, discipline, advanced planning, and taking all the right precautions early on. That way we never end up in the miserable position of trying in vain to fruitlessly lock up the pen after our prized "sheep" have already escaped due to our own lack of vigilance.As young students, we're still at an age where we can really take this valuable life lesson about being proactive to heart. When we feel unmotivated to do mundane chores or homework, we should picture those tasks as the "pen" we need to diligently reinforce to protect something more meaningful down the road — like a future goal or opportunity that could easily slip away ifwe drop the ball. And when we're tempted to goof off rather than focus on responsibilities that may seem boring or unimportant in the moment, we'd be wise to visualize that sacrifice compounding until we've carelessly "lost our sheep" in the long run.There's a reason why certain old sayings and figures of speech have stuck around for so many generations. While the specific wording and imagery may be a bit antiquated, the fundamental wisdom and guidance imbued in thesepassed-down expressions can truly enrich our lives and decision-making. And the proverb about not locking the pen too late after the sheep have already escaped is one of those enduring pieces of folk wisdom that can inspire all of us — from young kids up through older adults — to be more watchful, hardworking, and accountable when it comes to diligently pursuing and protecting our most cherished dreams, possessions, and opportunities in life. It's never too early to start heeding that advice so we don't ever arrive at that disappointing point of "shutting the barn door after the cows have already fled." Taking responsible action in a timely manner is the surest way to avoid that sinking feeling of trying fruitlessly to close the pen once all our "sheep" are already long gone.。

FeasiblilityofPr...

FeasiblilityofPr...

concrete panels. The panels will all be pretensioned in the trans-verse direction during fabrication and post-tensioned together in the longitudinal direction after place-ment. The advantage of using pre-stressed panels is a significant in-crease in the durability of the pavement, with a significant re-duction in required pavement thickness. For example, an 8 in. thick precast, prestressed pave-ment can be designed for the same design life as a 14 in. thick contin-uously reinforced concrete pave-ment by simply adjusting the pre-stress level in the pavement. This adjustment will not only result in significant material cost savings but will also allow for more flexi-bility when pavements are con-structed in areas with overhead clearance restrictions, such as un-der bridges.The proposed concept consists of three different types of panels, as shown in Figure 1. The base panels (Figure 1a) are the “filler”panels between the joint panels and central stressing panel(s). The central stressing panel (Figure 1b) is a panel similar to the base pan-el, with the addition of pockets cast into the panel. These pockets will allow the post-tensioning strands to be stressed at the center of the slab, rather than at the an-chorage, which will be cast into the joint panels. The joint panels (Figure 1c) will contain an expan-sion joint detail (Figure 2), similar to that of bridge expansion joints, which will absorb the significant expansion and contraction move-ments of the pavement with daily and seasonal temperature cycles.A typical panel assembly is shown in Figure 3. The slab length (between expansion joints) will be varied by an increase in the num-ber of base panels between the joint panels and central stressing panels. After all of the panels are set in place, the post-tensioning strands will be inserted into the ducts via the central stressing pockets and threaded through all of the panels to self-locking,spring-loaded post-tensioning an-chors cast into the joint panels.The use of self-locking anchorswill allow the strands to simply bepushed into the anchors fromsome point along the pavement,most likely from small pocketscast into the joint panels.After the post-tensioningstrands are tensioned from thecentral stressing pockets, thepockets will be filled with a fast-setting concrete, which will havesufficient strength by the timetraffic is allowed back onto thepavement. The strands will thenbe grouted in the ducts via inlets/vents located at the expansionjoints and at the stressing pockets.The intermediate joints betweenthe individual panels will then besealed with a low-viscosity, liquidsealant. If needed, the pavementcan then be diamond-ground tosmooth out any major irregulari-ties, and any major voids beneaththe pavement can be filled bystandard grout injection or expan-sive polyurethane foam.To obtain a smooth riding sur-face over the assembled pave-ment, continuous shear keys willbe cast into the panel edges, asshown in Figure 1, to ensure exactvertical alignment of the panels asthey are set in place. Additionally,the panels will be placed over athin, 1 to 2 in. thick, asphalt level-ing course, which should providea smooth, flat surface on whichthe panels can be placed to mini-mize the amount of voids beneaththe panels. A single layer of poly-ethylene sheeting will also beplaced over the asphalt levelingcourse to reduce the friction be-tween the leveling course and theprecast panels.Through the feasibility studydescribed above, the researchersdeveloped a feasible concept for aprecast concrete pavement. Thisconcept should meet the require-ments for both expedited con-struction and increased durability,which will result in both tremen-dous savings in user costs and anincreased design life.With respect to expedited con-struction, the proposed concepthas many features that will allowfor construction to take place dur-ing overnight or weekend opera-tions. First, the asphalt levelingcourse can be placed well in ad-vance of the precast panels. Thiswill allow for the entire asphaltleveling course to be placed at onetime, rather than just prior to theplacement of the precast slabs.Traffic on the leveling courseshould not have a detrimental ef-fect as long as the panels areplaced within a reasonable amountof time after the leveling course.Second, neither the stressingpockets nor the post-tensioningducts must be filled or groutedprior to exposure to traffic. Thepockets can simply be temporarilycovered and the strands can begrouted during a subsequent con-struction operation. Finally, tem-Figure 2. Expansion joint detail to be cast into the joint panels.6"2"1/4" Ø Stainlessporary precast ramps can simply be placed at the end of the slab to provide a transition for traffic onto and off the new pavement. These ramps can then be reused during subsequent operations.User delay costs can be sub-stantially reduced by limiting con-struction to an overnight or week-end timeframe. As an example, the computer program QUEWZ was used to compute and compare user delay costs for precast pave-ment construction and for conven-tional pavement construction. For conventional pavement construc-tion, wherein traffic is diverted through the construction zone for 24 hours per day until construc-tion is complete, the user delay costs were computed as approxi-mately $383,000 per day. On the other hand, precast pavement con-struction, wherein traffic is only diverted from 8 p.m. to 6 a.m. dai-ly, results in user delay costs of only $1,800 per day. Although it may not be possible to place as much precast pavement as con-ventional pavement during one day, the savings in user costs far outweigh any additional construc-tion time.In addition to expedited con-struction, precast pavement also offers enhanced durability. First, the panels will be cast in a con-trolled environment at a precast yard. This will allow for flexibili-ty with the concrete mix, making the use of lightweight, high per-formance, and other concretes possible. Second, because pre-stressing will be incorporated, cracking in the pavement can be prevented. This will reduce, if not eliminate, spalls and punchouts during the design life of the pave-ment. Prevention of cracking will also protect the post-tensioning strands in the pavement. The cast-in-place prestressed pavement constructed in 1985 on Interstate35 in McLennan County, Texas, isa testament to the increased dura-bility of prestressed pavements. Finally, because the precast pan-els will generally be thinner than conventional pavements, and be-cause there will be a great deal of control over the temperature gra-dient in the precast panels during casting, “built-in curl” will be sig-nificantly reduced, if not eliminat-ed. This will greatly reduce tem-perature curling stresses in the pavement.The Researchers Recommend...The proposed concept appears to be a feasible method for expe-diting construction of portland cement concrete (PCC) pave-ments. However, the true feasibil-ity of this concept will be realized only through actual implementa-tion. Therefore, a staged imple-mentation strategy is recommend-ed for testing these concepts and slowly introducing this new con-struction technique into current practices.Staged implementation will begin with small pilot projects aimed at refining the proposed concepts and streamlining the construction process. The pilot projects should be constructed on pavements that can be closed dur-Figure 3. Typical panel assembly.ing construction with a very mini-mal impact on traffic, such as cer-tain frontage roads or rest area roads. Any necessary laboratory testing should be completed prior to the construction of the pilot projects to ensure the viability of certain aspects, such as the spring-loaded anchors and strand place-ment procedures.The pilot projects will be fol-lowed by rural implementation, wherein the construction process will be further streamlined under simulated time constraints. As with the pilot projects, rural imple-mentation should be undertaken on pavements that will not have a very significant impact on traffic if problems occur during construc-tion. Rural implementation should take place, however, on a road that will experience significant traffic loading, such as a rural interstate.Finally, after rural implementa-tion, urban implementation will present the most challenges to pre-cast pavement construction. Urban implementation should take place on an urban intersection or major arterial where road closure must be limited to overnight or weekend operations. By the time urban im-plementation is undertaken, how-ever, the construction process should be fully streamlined to ac-commodate strict time constraints.Implementation will ultimately determine the feasibility of the precast concrete pavement con-cepts presented in this report. In the end, a simple concept that is easily adaptable to existing tech-niques yet not restricted by current practices will ensure the viability of precast concrete pavements.DisclaimerFor More Details …Research Supervisor: B. Frank McCullough, Ph.D., P.E., phone: (512) 232-3141,email:************************.eduTxDOT Project Director:Gary Graham, P.E., phone: (512) 467-5926,email:*****************The research is documented in the following report:Report 1517-1, The Feasibility of Using Precast Concrete Panels to Expedite HighwayPavement Construction, Draft January 2001To obtain copies of the report, contact: CTR Library, Center for Transportation Research,phone:(512)232-3138,email:*************.This research was performed in cooperation with the Texas Department of Transportation and the U. S. Department of Transportation, Federal Highway Administration. The contents of this report reflect the views of the authors, who are responsible for the facts and accuracy of the data presented herein. The contents do not necessarily reflect the official view or policies of the FHWA or TXDOT.This report does not constitute a standard, specification, or regulation, nor is it intended forconstruction, bidding, or permit purposes. Trade names were used solely for information and not for product endorsement. The engineer in charge was Dr. B. Frank McCullough, P.E. (Texas No. 19914).。

半导体一些术语的中英文对照

半导体一些术语的中英文对照

半导体一些术语的中英文对照离子注入机ion implanterLSS理论Lindhand Scharff and Schiott theory 又称“林汉德—斯卡夫—斯高特理论”。

沟道效应channeling effect射程分布range distribution深度分布depth distribution投影射程projected range阻止距离stopping distance阻止本领stopping power标准阻止截面standard stopping cross section退火annealing激活能activation energy等温退火isothermal annealing激光退火laser annealing应力感生缺陷stress-induced defect择优取向preferred orientation制版工艺mask-making technology图形畸变pattern distortion初缩first minification精缩final minification母版master mask铬版chromium plate干版dry plate乳胶版emulsion plate透明版see-through plate高分辨率版high resolution plate,HRP超微粒干版plate for ultra—microminiaturization 掩模mask掩模对准mask alignment对准精度alignment precision光刻胶photoresist又称“光致抗蚀剂”。

负性光刻胶negative photoresist正性光刻胶positive photoresist无机光刻胶inorganic resist多层光刻胶multilevel resist电子束光刻胶electron beam resistX射线光刻胶X—ray resist刷洗scrubbing甩胶spinning涂胶photoresist coating后烘postbaking光刻photolithographyX射线光刻X-ray lithography电子束光刻electron beam lithography离子束光刻ion beam lithography深紫外光刻deep—UV lithography光刻机mask aligner投影光刻机projection mask aligner曝光exposure接触式曝光法contact exposure method接近式曝光法proximity exposure method光学投影曝光法optical projection exposure method 电子束曝光系统electron beam exposure system分步重复系统step-and—repeat system显影development线宽linewidth去胶stripping of photoresist氧化去胶removing of photoresist by oxidation等离子[体]去胶removing of photoresist by plasma 刻蚀etching干法刻蚀dry etching反应离子刻蚀reactive ion etching,RIE各向同性刻蚀isotropic etching各向异性刻蚀anisotropic etching反应溅射刻蚀reactive sputter etching离子铣ion beam milling又称“离子磨削”。

浮法玻璃专业英语(Refractory_English)

浮法玻璃专业英语(Refractory_English)

Glass English配料房/碎玻璃回收系统砂岩 sand stone硅砂 quartz sand长石 feldspar石灰石limestone白云石dolomite萤石fluorite纯碱 soda ash芒硝 salt cake碳粉carbon助熔剂 flux澄清剂 refining agent。

氧化剂 oxidizing agent还原剂 reducing agent着色剂 colouring agent脱色剂 decolourize agent粉碎 comminution筛分 screen classification称量 metage混合 mixture配料 batching配合料 batch生料 raw batch熟料 grog。

粒化料 pelletizing batch压块料 brinqueting batch分料 segregation纯碱飞散率 loss soda ash percentage 芒硝含率 salt cake content碳粉含率 powdered carbon content萤石含率fluorite content分离器deviator导向设备pilot device耐磨板wearproof plate平锥型truncated cone form套筒/套管sleeve脉动喷气过滤器pulse-jet air filter聚酯毛毡polyester felt荷重传感器load cell防剪切类型anti-cut type防锈漆anti-rust protection paint通气附件articulated accessory吹气过滤器breather filter离心风机centrifugal fan碾碎机crusher碎玻璃储存库cullet storage shed除尘系统dedusting system除铁单元deferrization unit电磁给料机electro-magnetic feeder振动输送机vibrating conveyor排气管exhaust stack备用捕捉机emergency snapper配合料输送机batch conveyor配合料的贮存和剔除batch stock and reject 斗式提升机bucket elevator料仓激振器bin activator碎玻璃皮带机cullet conveyor混合机mixer料仓silo深弯磁铁设备overbend magnet device原料入料系统raw material intake system双向皮带机reverse conveyor密闭输送机shutter conveyor缓冲料斗surge hopper量斗weighing hopper称量荷重传感器weighing load cell三大热工设备热料含率 cullet adding熔成率 batch changing into melt rate 玻璃熔窑 glass melting furnace熔化部 melting end冷却部 cooling end通路 canal成形室 drawing chamber耳池 auriculate bath池壁 side wall胸墙 breast wall矮弦 flying arch卡脖 neck小炉 port蓄热室 regenerator格子体 checker换向器 reversal device烟道闸板 flue damper闸板开度 opening of damper窑体保温 insulation of furnace wall保窑 protecting furnace热修 hot repair冷修 cold repair放玻璃水 tapping烤窑 heating up过大火 heating with normal burner炉龄 furnace life熔窑热效率 heat efficency of furnace熔化 melting熔化温度 melting temperature熔化温度制度 temperature regulation for glass-melting 投料 batch charging泡界线 foam line跑料 running飞料 batch carry-over倒料 batch turnning结料 batch cake料堆 float batch鼓泡 bubbling搅拌 stirring富氧燃烧 oxygen-enriched浸没燃烧 immersion combustion辅助电熔 electric boosting预热 preheating蓄热 heat accumulation风冷 air cooling窑压 furnace pressure雾化 atomization雾化介质 atomization medium火根 root of flame火稍 end of flame火焰发飘 flame drifting火焰亮度 brightness of flame火焰覆盖面积 flame covered助燃空气 secondary air空气过剩系数 coefficient of excess air氧化焰 oxidizing flame中性焰 neutral flame还原焰 reducing flame换火 reversal换火周期 reversal interval液面 metal level芒硝水 water of salt cake浮渣 float slag澄清 refining澄清温度 refining temperature均化 homogenize四大稳 four large stabilizing四小稳 four small stabilizirtg冷却面积 cooling area熔化面积 melting area熔化量melting quantity熔化率 melting rate成形 forming预应力混凝土pre-stressed concrete低碳钢mild steel钢筋rebar型钢Profiled bar工字钢I bar钢结构Steel structure铸铁支架cast iron pieces冷却水包barrage操作平台Walkway顶丝机构Screw jack砧和趾砧bottom block and tie硅质电熔闸板砧fused silica tweet电熔砧fusion cast block角砖king closer吊墙Suspended wallL型吊墙L Backwall for glass doghouse投料口Doghouse影墙Shadow wall熔窑Melting furnace窑坎dam wall横火焰池式玻璃熔窑cross-fired glass melting furnace 马蹄形窑horseshoe flame furnace拱顶碹脚Crown加热系统Heating system过滤泵Pumping filter set机动泵Motor pump压力表Pressure gauge截止阀Shut-off valve重油电加热器Electric HFO heater重油粘度测定系统HFO viscosity measurement system重油回路HFO return line压力控制阀Pressure control valve电动气动阀electro-pneumatic valve压力变送器pressure transmitter带歧管的传送器flow transmitter with manifold助燃风-燃油换向装置reversal air-fuel set旁通阀by-pass valve喷枪injector油喷枪oil burner喷枪砧burner block喷枪口burner port可调支架adjustable support挠性软管flexible hose快速密封装置quick seal蒸汽管道steam tracing pipe空气雾化装置atomizing air set压力调节器pressure regulator压缩空气系统compressed air system助燃风系统combustion air system风机fan吹风机blower压力开关pressure switch废气系统waste gas system电动机械卷扬机Electromechanical winch换向闸板Reversal damper立式手动平衡闸板Hand-operated vertical balancing damper 清扫门Cleaning door蓄热室墙chamber wall蓄热室炉条碹Regenerative rider arch碹顶蓄热室crown regenerator辅助加热系统Auxiliary heating system卡脖端neck end报警开关Alarm switch水平搅拌器Horizontal stirring set卡脖单轨Mono-rail熔化池Melting tank澄清池Refining tank卡脖液面线waist metal line走道corridor山墙gable前脸墙front wall=shadow wall前脸墙趾砧front wall toe block前脸墙浇塑件front wall casting挡墙baffle wall隔墙partition wall小炉port小炉侧墙port jamb小炉Burner反弦invert arch平弦jack arch立柱jamb wall弧弦port arch弦高arch rise弦股arch rib弦座arch support铠装电缆armoured cable炉条弦bearer arch吹塑blow moulding筒管,绕丝管bobbin桥墙bridge wall辐射热交换器radiation recuperator密封板Sealing plate快换接头Quick coupling椭圆轮计数器oval wheels counters离心风机set off fan投料口水包charging water jacket流道canal流道 runner流槽 spout流槽Flowing spout投料机batch charger投料池filling pocket窑头给料机furnace feeder分隔式料仓section hopper喂料料仓feeding hopper过道catwalk鼓泡系统bubbling system鼓泡管bubbling tube辅助电熔boosting electric melting烟囱chimney烟道flue烟道Flue duct烟道碹flue arch热电偶thermocouple观察孔Peep hole光学高温计optical pyrometer彩频摄像机和潜望镜color video camera and periscope 玻璃液面检测器glass level detector热电偶补偿电缆compensating cable for thermocouple 玻璃液面检测装置Glass level measuring device非接触气动系统non contact pneumatic system现场电控柜Local cubicle接线箱junction box线路断路器circuit breaker紧急按纽emergency push button窑炉碹顶furnace crown窑炉压力控制阀furnace pressure control valveT型吊挂件Type hanger池底铺面Paving bottom通道Forehearth拉丝部位Spinning portion背衬Back lining组装示意图Assembly layout全组合结构Complete closure structure弯曲,翘曲buckling抗弯强度,抗纵向弯曲强度buckling strength内应力build-in strain拼合模具build-up mould炉底衬bushing well熔渣buoyant well煅烧calcinations恒温器calorstat外层硬化case-hardening色谱法,色层分析chromatography密闭板closure plate空气净化连接装置connection for air purge对流冷却convection cooling冷却空气cooling air共聚合作用co-polymerization双层墙double wall定位销,暗榫dowel电力事业electric utility电机动绞车electro-mechanical winch电气活动安全阀electro pneumatically actuated safety valve 供油泵房feed pump house齿轮箱gear box中间壁midfeather孔板orifice plate底壳bottom casing耳池Tin drain pocket锡泵Tin pump保护气体分配系统atmosphere distribution system.石墨件carbon piece安装用工装Erection flag楔形板Wedge角撑板Gusset出口唇砖exit lip连接件jack膨胀辊expansion roller连接件Hold down真空检测器Vacuum tester热段hot bay清渣口(耳池)tin pocket扒渣口dedrossing pocket填缝水泥filling cement锚固螺栓stud套圈ferrule垫圈washer螺母nut陶瓷套管ceramic sleeve垫片shim垫块spacer block硅树脂silicone扭矩扳手Torque wrench底砖起吊工具Blocks handling tool 线性石墨Linear carbon石墨挡坎Dam carbon湿背砖Wetback tile闸板砖Restrictor tile扒渣机scrapper槽钢channel吊挂杆hanger rod侧板repartition plate盖板cover plate销pin二级变压器secondary transformer 二级电缆secondary cable加热元件heating element电源控制柜power panel闸板机构tweel mechanism驱动框架drive frame齿轮电机Gear motor电磁离合器Electro magnetic clutch 编码器Encoder顶丝Screw jack非驱动侧框架Non drive side frame 齿轮箱gear box万向轴Cardan shaft提升轴Lifting shaft上部横梁Upper transversal girder闸板支撑Tweel support导向装置Guiding device限位开关Limit switch可编程编码器Programmable encoder限制箱Limit box现场箱Local box底板Base plate边封Side sealing拉边机top roller挡边fence卷边器pusher内窥镜endoscope水冷套water jacket支撑小车support carriage挡边器Fence barrel电气柜Electric cubicle接口设备interface device走道gangway水包water box流槽唇砖spout lip流槽壳体Spout casing渣箱dross box吊挂杆suspension rod挡帘curtain石墨推挡弹簧carbon pusher spring传动辊轴承roller bearing顶盖母线排roof bus bar直线电机linear motor气体压力变送器Bath atmosphere pressure transmitter 连接平台Connection gangway填空结构Fill-In Floor换热器管Exchanger tube膨胀套管Expansion sleeve排风连接法兰Exhaust air connecting flange配电柜distribution box高温电缆High Temp. Cable红外高温计Infrared Pyrometer电-气动定位器Electro-pneumatic positioner扶手handrail隔热段Vestibule喷嘴nozzle通风阀Louver valve可控硅装置thryristor unit辊子传动变速柜roll drive speed variation cabinet过渡辊Lift Out Roll退火辊Lehr Roll混合站Mixing station减压装置Pressure reducing set耐火材料体积密度(g/cm3)bulk density显气孔率(%)apparent porosity常压耐温强度(Mpa)cold compression strength荷重软化点℃(01Mpa×0.6%)Refractoriness under load0.2Mpa荷重软化开始温度0.2Mpa Softening temp under load 重烧线变化率(%)Permanent linear change重烧线变化permanent linear change on reheating烧后耐压强度(Mpa)Crushing strength after fire耐火度(℃)Refractoriness粘结强度Sticking strength(Mpa)导热系数(W/mK)Thermal conductivity热震稳定性,次(1100℃-水冷)Thermal shock resistance,cycle 氢扩散性(mmH20)Hydrogen diffusion抗锡渗透性Tin exudation proof蠕变强度Creep resistance玻璃相渗出量exudation of glass phase常温抗压强度cold crushing strength脆性温度brittleness temperature扩散系数proliferation index假比重quotation density介电常数dielectric constant平列耐火砖juxtaposed refractory block流道用砖Channel block溶液线砖Flux line block格子砖Checker硅藻土保温砖Diatomite insulating brick粘土Fireclay烧结锆刚玉砖Sintered zircon corundum (AZS) brick硅砖Silica brick优质硅砖superduty silica熔融浇注砖cast flux无缩孔锆砖void free ZrO2保温热板hot board红柱石anadalusite镁砖Magnesia brick熔窑用粘土大砖Glass furnace fireclay bottom block锡槽顶盖组合砖Composite tin bath roof blockTi锡槽顶盖砖n bath roof blocks锡槽底砖Tin bath bottom blocks锡槽用封孔料Sealing material for bolt holes锆质捣打料Zircon ramming mass高温粘结剂Uncommon refractory repair material氧化铝空心球Alumina bubble brick莫来石砖Mullite brick高致密锆英石砖High dense zircon block电熔莫来石砖Fusion zirconia corundum brick电熔锆莫来石砖Fusion zirconia-mullite brick颗粒型锆英石砖Dense zircon block高纯刚玉砖High-Purity corundum brick硅线石砖Sillimanite brick进出口密封砖In/out seal-brick保温型复合熔窑池底大砖Furnace fireclay bottom block laminated with insulation横向桥砖Transverse brick纵向桥砖Longitudinal brick板砖Plain brick轻质保温砖Light insulating layer brick槽子砖debit use特殊贴砖Special patch保温砖Insulating refractory浇注耐火材料Castable纤维保温材料Fiber materials方石英Cristobalite十字形cruciform硼/环氧复合材料boron/epoxy composite切割线辊道rolls conveyor掰边snap应急切割桥emergency cutting bridge退火窑出口处光电开关fotocell for lehr break落板辊道drop conveyor破碎装置breaker unit检测辊道examination conveyor玻璃检测系统glass inspection system纵切辊道longitudinal cutting conveyor纵切桥longitudinal cutter beams横切辊道cross cutter conveyor数字转换器digitizer unit横切刀cross cutter自动缺陷打标装置automatic fault marking system加速分离辊道run-out conveyor掰边机selvedge machine行进式掰边轮wheels cut running equipment动态边子掰断装置dynamic side break out动态中分掰断辊dynamic intermediate break-out吹屑机chip blower多区落板辊道drop conveyor multizone不对称玻璃提升装置lifting device asymetric glass piece带倾斜框架的辊道roll conveyor with tilting frame真空吸盘器vaccum cups frame电动滑轮装置electric takle主线安全区护栏main line fences/safety area玻璃板漂移自动监测系统automatic vision system for wander ribbon 旋转台rotator堆垛机stacker两段式落板辊道two section drop conveyor喷粉机powder applicator对中辊道centering conveyor对直辊道squaring conveyor可旋转的双面堆垛平台twin indexing platform with rotation自动监测系统automatic vision system去边设备selvage remove device玻璃清洗机washing machine分片side leg玻璃板咬合辊道snapping roller辊道输送机roller conveyor玻璃板边部应力测量ribbon edge stress measurement板宽和厚度测量ribbon width and thickness measurement堆垛架/板台pallet衬纸设备paper interleaving machine玻璃板破碎机ribbon breaker疵点标记枪fault marker落板段drop section收尘器dust collecting unit公用工程三通阀Tee valve汽化器carbureter增压阀pressure building-up valve出口含油量carryover排空阀blowdown螺杆空压机screw air compressor重载进气过滤器heavy-duty air filter高效电机premium efficiency motor远程启动器remote starter多台机组联控multiple unit sequencer热损耗heat rejection冷冻式干燥机refrigerated air drier吸附式干燥机desiccant air drier空气过滤器air filter膨胀波纹管Expansion bellow板翅式换热器plate-in heat exchanger蜗壳scroll casing油封oil seal齿轮轴pinion gear轴向止推轴承thrust journal bearing轴向轴承journal bearing主驱动齿轮bull gear齿轮箱上盖gear box cover叶轮impeller气管inlet casing可倾瓦径向轴承tilting pad journal bearing扩压器diffuser进气消音器suction filter silencer内冷却器intercooler进气控制阀suction control valve液化气(LPG)卸载系统LPG loading system管道pipeline余热锅炉remaining heat boiler断路器circuit breaker三相UPS配电盘three phases UPS electrical panel铅蓄电池lead battery过程操作站Process operation station以太网母线通信处理机Ethernet bus communication processor 喷墨彩色打印机Inkjet color printer黑白打印机Matrix black White printer主机架CPU mounting support电源模块Power supply module中央处理器Central processing unit备份控制柜control back-up cabinet电缆桥架cable tray给水工程 water supply engineering排水工程 sewerage,waste water engineering给水工程 water supply system排水系统 sewerage system给水水源 water source原水 raw water地表水 surface water地下水 ground water苦咸水(碱性水)brackish water,alkaline water 淡水 fresh water冷却水 cooling water废水 waste water污水 sewage,wastewater用水量 water consumption供水量 output污水量 waste water flow,sewage flow用水定额 water consumption norm排水定额 waste water flow norm水质 water quality渠道 channel,conduit干管 main泵站 pumping house给水处理 water treatment污水处理 sewage treatment,waste water treatment 废水处置 wastewater disposal格栅 bar screen曝气 aeration沉淀 sedimentation澄清 clarification过滤 filtration离子交换法 ion exchange消毒 disinfection氯化 chlorination余氯 residual chlorine游离性余氯 free residual chlorine通用阀门 General valve闸阀 Gate valve,slide valve截止阀 Globe valve,stop valve节流阀 Throttle valve球阀 Ball valve蝶阀 Butterfly valve隔膜阀 Diaphragm Valve旋塞阀 Cock,plug止回阀 Check valve,Non-return valve安全阀 Safety valve减压阀 Pressure reducing valve蒸汽疏水阀 Automatic steam trap Trap低压阀门 Low pressure valve中压阀门 Middle pressure valve高压阀门 High pressure valve超高压阀门 Super high pressure valve 高温阀门 High tempreture valve低温阀门 Sub-zero valve超低温阀门 Cryogenic valve阀门结构与零部件:结构长度 Face-to-face dimensionEnd-to-end dimensionFace-to-centre dimension结构形式 Type of construction直通式 Through way type角式 Angle type直流式 Y-globe type,Y-type三通式 Three way typeT形三通式 T-pattern three wayL形三通式 L-pattern three way平衡式 Balance type杠杆式 Lever type常开式 Normally open type常闭式 Normally closed type保温式 Steam jacket type波纹管密封式 Bellows seal type阀体 Body阀盖 Bonnet,Cover,Cap,lid启闭件 Disc阀瓣 Disc阀座 Seat ring密封面 Sealing face阀杆 Stem,Spindie阀杆螺母 Yoke bushingYoke nut填料箱 Stuffing bow填料压盖 Gland工程维修乙炔气焊机acetylene welder备份系统back-up system电池充电battery charge其它物流搬运material handling物理化学实验室physicochemical lab管子工pipe fitter平板玻璃flat glass普通平板玻璃sheet glass浮法玻璃 float glass吸热玻璃 heat absorbing glass热反射玻璃 heat reflecting glass压花玻璃 figured glass夹丝玻璃 wired glass板晶 crystallization软化点(软化温度) softening point应变点 strain point转变温度 transformation temperature应力 stress密度 density化学稳定性chemical stability有槽垂直引上法 Fourcault process无槽垂直引上法 Pittsburgh process 对辊法 Asahi process平拉法 Colburn process压延法 Rolling process浮法 Float process垂直引上机 vertical drawing machine 槽子砖 debiteuse引砖 draw bar换槽子(或引砖)changing debiteuse铲槽子 scraping debiteuse压槽子 suppressing debileuse down对辊 Asahi process drawing rnllers 转向辊 bending roller抗弯强度Flexural strength弹性模数Elasticity Modulus断裂模量Modulus of rupture小眼温度 temperature of orifice槽口温度 temperature of debiterse morth 板根 meniscus板根肥大 large and thick meniscus上炉 drawing up看炉 watching chamber掉炉 drawing-off打炉 drawing chamber打炉周期 cycle of drawing-chamber烧炉 firing drawing-chamber舀玻璃水 stiring melt烧边火 side firing燎裂子 firing crack架疙瘩 passing knots over掏渣 de-drossing锡槽 tin bath过渡辊台 life up rollers沾边 wetting edge满槽 fulled bath漏锡 tin leaking保护气体 atmosphere玻璃平衡厚度 equilibrium thickness拉边器 edge roller跑边 glass edges deviation挡边 keeping up the side修边 trimming edges改板 changing substance of ribbon放边 widening ribbon缩边 narrowing ribbon炸边 crack edges退火 annealing退火窑 annealing lehr采板 snap原板 raw sheet合格原板 qualified raw sheet引上速度 drawing speed拉引速度 stretching speed引上率(拉引率) drawing rate原板破损率 breakage rate of raw sheet 原板废品率 reject rate of raw sheet 切裁 cut切裁率 yield of glass sizing选片 option panel装箱破损率 failure percentage总成品率 percentage of pass标准箱 standard case重量箱 weight case折算系数 conversion factor波筋 wave波纹 streak裂口 crack结石 stone疙瘩 knot气泡 bubble开口泡 broken blister线道 thread划伤 scratch辊子伤 roller scratch轴花 roller bump麻点 mottling沾锡 tin pick-up光畸变点 spot distortion雾斑 hotenddust发霉 weathering of glass夹杂物 inclusion断丝 brokenwire网歪斜 out of square for wire破皮 sheel偏斜 out of square边部缺陷 edge fault条纹,线道cord波筋,淋子cords烧爆decrepitation点光源法 method of dot light source斑马法 zebra (crossing) methbd<<玻璃词典>>Abbe value;constringence阿贝值,阿贝数Above-gauge(overpressed);excees glass;over-gauge(US)飞刺(过压),压制品飞边Abraded package磨损包装Abrasion resistance test耐磨试验Abrasive belt;grinding belt磨砂带,研磨带Absorbing coating吸收涂层Absorptiometric analysis吸收测量分析Absorption loss吸收损耗Acceptance quality level;AQL可接收质量水平Acceptance sampling scheme可接收抽样检验方案Acid badging;stamp etching;stamping酸蚀印记Acid embossing;acid frosting;obscuring酸蚀(成毛面)Acid embossing;etching;acid etching酸蚀浮雕;酸浸析Acid-etched frosted glass酸蚀(刻)毛玻璃Acid mark酸蚀痕;酸刻Acid polishing酸抛光Acid pot;low alumina pot酸性坩埚,低氧化铝坩埚Acid resistance耐酸性Acid resistance test耐酸试验Acid-strengthening;acid-fortificationg(US)酸增强(处理)Actinic-green glass光化(学绿色)玻璃(毒物瓶用)Active fibre活性纤维Actual capacity;effective capacity实际生产能力;有效容量Adhesion layer粘附层Adhesive tape pull test(decoration adhesion test)胶布带拉力试验(装饰粘附性试验)Adjustable curtain wall(Fo)可调节吊墙(Fo)Admix;scrap return(to the forming hood)掺和;废料回炉(到玻璃纤维成形部)Aerodynamic diameter of a particle微粒的空气动力学直径Aerosol;atomiser气溶胶;雾化器Aerosol closure;keeper seal;sealing;bead气溶胶密封;密封装置;封接Aerosol container气溶胶容器Ageing;aging;maturing老化,陈化Agglomeration聚集(作用)Air bell空气泡Airborne agents悬浮剂Aircraft transparency飞机玻璃窗,航空器镶玻璃部分Air-cushioned tempering;air-cushion tempering;air-support process;air-support tempering气垫淬火(钢化)Air distributor空气分配器Air former;wind header(US)风罩Air gun;air jet气枪;气锤Air inlet进风口;进气口Air line;hair line气泡线;细长条纹Air lock气塞Air manifold集气管Air monitoring大气监测Air pollution;atmospheric pollution大气污染Air stripper空气分离器Alabaster glass乳白玻璃Alarm glazing;alarm glass报警器玻璃Alcover;channel料道;通道Ale bottle(爱尔)啤酒瓶Aligned bundle;coherent bundle定相排列纤维束;传象束;相干束Alignment surface;reference surface;datum level基准面Alkali(obsolete in UK)碱;碱金属氧化物Alkali resistance耐碱性Alkali resistance test;mixed alkali test耐碱性试验All-electric melting全电熔All-glass double-glazing unit;All-glass double-glazed unit;双层中空玻璃窗构件All-glass paper(US)(paper made only from glass fibre)玻璃纤维纸Almond shaped cut;almond cut若圆形切割Alumina;calcined alumina;aluminium oxide铝氧;煅烧铝氧;氧化铝Alumina refractory氧化铝耐火材料Aluminishing(plating)镀铝Aluminosilicate glass铝硅酸盐玻璃Aluminosilicate refractory;semi-silica fireclay refractory铝硅酸盐耐火材料;半酸性耐火材料Amber glass;amber;brown glass;amber-yellow glass琥珀色玻璃;棕色玻璃;茶色玻璃Amber glass,European type Ⅱ欧洲药典Ⅱ型琥珀色玻璃Ambient air环境空气Aminolevulinic acid level氨基乙酰丙酸级Amorphous state无定形态Ampoule;ampule(US)安钵Ampule bottle安钵瓶Ampoule glass(UK);ampule glass(US)安钵玻璃Ampoule with teat具有乳头端的安钵Anatase锐钛矿Angle of pitch倾(斜)角Angle of slip滑动角,自溜角Angle of spread展开角Angle of yaw偏转角Angular particles有棱角的玻璃颗粒Angular shearing成角度剪切Anhydrite;anhydrous gypsum无水石膏Anhydrous borax无水硼砂Anneal退火Annealed glass退火玻璃Annealing退火Annealing check退火检验,退火质量检查Annealing curve退火曲线Annealing furnace退火窑(炉)Annealing kiln退火窑(炉)Annealing lehr(plate glass)退火窑(炉)(平板玻璃)Annealing lehr;lehr;leer(for flat glass only)隧道式退火窑(炉)(仅用于平板玻璃)Annealing lehr with rollers;lehr(flat glass)辊道式退火窑(炉)(平板玻璃)Annealing range退火(温度)范围Annealing schedule;cooling curve;thermal programme;cooling programme 退火制度;冷却曲线Annealing zone;annealing region退火区Annular bushing环形漏板(玻璃纤维)Annular crack环状开裂(瓶口)Anode beam阳极射束Anode button;anode cap阳极帽,阳极头Anorthite钙长石Antenna windshield(US);aerial windscreen天线风挡玻璃Anthracite无烟煤Anti-agglomerating agent抗聚结剂Antibiotic finish抗生素瓶瓶口Antibiotics vial抗生素瓶Anti-dazzle glass;non-glare glass(US);glare-reducing glass防眩玻璃Antimony;antimony oxide锑,氧化锑Antique(flat glass);blown flat glass古法平板玻璃;吹制平板玻璃Antique drawn glass古法拉制玻璃Antique glass;imitation antique glass古玻璃;仿古玻璃Anti-reflection coating;non-reflecting coating;anti-glare coating抗反射涂层;无反射涂层;防眩涂层Antistatic layer抗静电涂层Anti-storm glazing;wind-resisting glazing;storm-resistant glazing挡风窗玻璃Anti-sun coating;sun shielding layer遮光涂层Apparent porosity显气孔率Apparent weight;bulk weight显重量;体重量Applicator section;facing section(纸张)敷面部分Applied thread;laid-on thread贴玻璃线(玻璃器皿装饰法)Apron applicator;belt applicator带式浸润器;带式上浆装置Arch;pot opening坩埚预热炉;坩埚操作口Arch-shaped cutting;gothic cutting弓形切割,(哥特式的)尖拱式切削Area of fine hackle;fine hackle(玻璃断面)细锯齿形区Armoured glass;armored glass(US)装甲玻璃;防弹玻璃Arrised edge;arris edge;seamed edge(US);sniped edge(US)(玻璃板)斜边Arsenic;white arsenic砷,白砒,三氧化二砷Asbestos marks石棉痕Asbestos roll disc石棉辊片Asphalt tank沥青池Atmosphere distribution保护气体分配Atmosphere mixing station;atmosphere plant保护气体混合站Atmosphere venting保护气体排出Atmospheric impurities大气中杂质Atomic absorption spectroscopy;AAS原子吸收光谱学Atomization air;atomising air雾化空气Attenuation;attenuating(玻璃纤维或管)拉细Attenuation;loss coefficient衰减;损耗系数Attenuation(float glass)(板宽)收缩(浮法玻璃)Audiometer听力测定器Auger electron spectroscopy;AES俄歇电子能谱学Autoclave test;whole article test;EP test高压釜试验,热压试验Automatic batch plant自动配料车间Automatic bore-gauging machine自动(瓶口)内径测量机Automatic cutter;automatic cutter head自动切割器;自动切割器头Automatic cutting machine自动切割机Automatic feeder;tube distributor自动供料机;管形分料机Automatic feeding自动供料Automatic forming自动成形Automatic packer自动包装机Automatic pressing自动压制Automatic weigher自动称Auxiliary cut;breaking-out cut;breaking-out(平板玻璃)辅助裁切(切裁碎边)Auxiliary electrode辅助电极Aventurine金星玻璃Axial deposition轴向沉积Axial load test轴向载荷试验Babal glass钡硼铝玻璃Baby food jar婴儿食品瓶Background contamination本底污染Backlap背面折痕,皱折Back pressure反向压力Back quarter light;rear quarter light汽车尾座小灯(占全照明的1/4)Back surface of the sheet;back(sheet glass);hot side(US)(玻璃带)热面(背面)Back tweel反向截止闸门Back-up panel支承板Back-up roll;back roller;back roll;fixed roller;fixed roll支承轧辊,固定辊Baddeleyite斜锆石Badge;crest;monogram(US)带有字母图案的装饰玻璃Badging贴印商标Bad join接缝不良Badly annealed;bad annealing;off-temper(US)退火不良Bad registration;registration;location;poor registration of colors;poor registration;bad color marks彩色定位不良,(电视图象)彩色不正Bad vitrification;poor vitrification玻化不良Baffle;baffle angle;baffle frame;base angles挡板;(引上机的)鱼鳞板Baffle hole挡板孔Baffle mark闷头印Baffle plate;baffle闷头Bag house袋式收尘室Bait拍子(平板玻璃开始引上用的工具)Bake and UV-irradiation test(laminated glass)耐热和耐紫外光照射实验(夹层玻璃)Balanced yarn平衡纱Balcony平台Balcony-railing;railing平台栏栅Ball impact test;ball test(冲击强度)落球试验法Ball mill球磨(机)Ball-on-ring test环上滚珠试验Bamboo;cane竹节Banding画(色)边Banding wheel画边轮Bandwidth带宽Bar;torsion bar(US);spreader bar撒开棒;扭棒Bar-electrode;rod-electrode棒状电极Baria;barium oxide氧化钡Barium carbonate碳酸钡Barium nitrate硝酸钡Barium selenide硒化钡Barium sulphate;barium sufate(US)硫酸钡Barrel-shaped package筒形包装Barrier electrode阻挡电极Bar stippling(点刻)点画棒Barytes;heavy spar(rare);barite(US)重晶石Base(Fo)底座Base forming瓶底成形Base glass;parent glass基础玻璃Basement cullet;cellar cullet炉底碎玻璃Base of neck;root of neck颈根Base pads底垫Base shoe底座Base slots(Fo)槽子砖槽口Basic fibre;strand玻璃纤维原丝Basic pot碱性坩埚Basic refractory碱性耐火材料Basket;spinner basket(US)(坩埚)多孔漏板Basketweave packing编篮式格子体Batch;glass batch;batch mixture;charge;mix玻璃配合料Batch barrow配合料料车Batch bin;batch silo;glass bunker;batch bunker玻璃配合料料仓Batch bucket;batch skip料斗Batch can;batch cannister料罐Batch cart运料车Batch change配合料组成变化Batch charger;barch feeder;batch stoker(US)投料机;加料器Batch crust;crust配合料结壳Batch dust配合料粉尘Batch formula;batch composition配合料料方;配合料组成Batch-free生料熔尽Batch-free time生料熔尽时间Batch gases配合料(产生的)气体Batch granule;granule配合料粒化料Batch house;mixing room;batch plant;mixing shop料房;配料车间Batch mixer;blender混料机Batch mixing配合料混合Batch pile;lump(flat glass)配合料料堆(平板玻璃)Batch preheating;preheating配合料预热Batch stone配合料结石Batch tower塔式料仓Batch transfer配合料输送Batch wetting配合料湿润Bath amosphere;atmosphere池炉(保护)气氛Bath bottom池炉底Bath casing;casing池炉壳体Bath of glass;bath;”melt”玻璃池Bath roof池炉顶Bath side wall池炉侧墙Battery jar(玻璃)电池瓶Battledore;pallette篦子(手工成形玻璃酒杯挺用的工具)Bauxite(铁)矾土,铝土矿Bay底板Bayonet cap finish卡口盖瓶口Bead;back ring;ring collar;ball(US);reinforcing ring;reinforced ring;beaded finish(增强)圆口边Bead玻璃珠Bead(fiberizing)玻璃液滴(纤维成形)Bead(hollow glass);beaded finish;reinforced rim凸环(空心玻璃制品上的凸缘);具凸环的瓶口;加固边Bead break珠断(玻璃纤维拉制缺陷)Bead down总揪珠(玻璃纤维生产中揪落漏板下面的全部玻璃滴)Beaded bevel椭圆面斜边Beaded shoulder;rounded shoulder具凸环的瓶肩Beadless finish无凸环的瓶口Beaker烧杯Beam bending viscometry弯杆法粘度测定(法)Beam yarn纱束Beaming聚束Beam sizing聚束上浆Beam splitter coating分束器涂层(料)Bearing surface支承面Beer glass啤酒杯Bell;cone锥形轴,垂直心轴Bell cover;“bell”炉盖;锥形轴套Bell jar(for clock or melon)(玻璃)钟罩Below-gauge(underpressed);glass deficiency;under-gauge(US)not up 压料不足Belshazzar装香槟酒大瓶Belt conveyor网带输送机Belt marks(制品底部)网带印Bench cloth;laying cloth;setting cloth(平板玻璃抛光用的)铺放绒布Benchworking玻璃钳工操作Bend弯头Bending(flat glass)弯曲,(烤)弯(平板玻璃)Bending(tubes)弯曲,(烤)弯(管子)Bending mould弯曲模具,弯板模Bending roller(LO);bending roll(LO)转向辊(LO)Bending strength;flexure strength抗弯强度Bending test弯曲试验Beneficiation选矿Bent弯曲Bent finish;crooked finish;bent ring歪口Bent glass;curved glass曲面玻璃Bent neck歪颈,瓶颈弯曲Bent pincers曲柄(咬口)钳子Beryllia;beryllium oxide氧化铍Bevel倒棱Bevel;sloped edge斜边;棱边Bevel cutting斜边切割Bevelling;beveling磨斜边Bevelling倒棱(光学玻璃)Bevel on both surfaces双面斜棱边Bevel with edge nose polished倒棱后将边缘抛光Bifocal lens;bifocal glass双焦眼镜,双光眼镜Binder粘结剂,粘合剂Binder applicator;applicator粘结剂敷料器Binder content粘结剂含量Binder distributor粘结剂分配器Binder gun;Binder spray;Binder spray gun粘结剂喷枪,喷胶器Binder solids content粘结剂固体含量Binder spot粘结剂斑点“bindicator”(bin indicator)料位指示器biodegradable glass(可)生物降解的玻璃biodegradable material(可)生物降解的材料bioessay生物试验bioglass(for surgical implants)生物玻璃(用于移植)biological limit value;BLV生物极限值biological monitoring生物监控biological oxygen demand;BOD生物耗氧量bird cage;chicken roost(US);bird swing玻璃瓶内搭丝bird’s nest玻璃瓶内粘丝(搭丝)birefringence;double refraction双折射blackboard enamel;chalkboard enamel黑板搪瓷black burner黑色灯头(燃烧器)black glass中性滤光镜;黑色玻璃black speck;chromite stone;chromite;chromite knot黑点;铬铁矿结石black spot;black specks黑点;黑斑black stain黑色釉料black staining黑色彩饰black streak黑色条纹blank毛坯,初型模blank cracking;cracking初型模微开blanket毯状薄层料blanket为改善光学质量用的金属盖板blanket charger毯式加料机blanket feed;blanket feeding;blanket charging;blanket filling薄层加料;毯式加料blank mould turnover初型模翻转blank seam;blank mould seam初型模接缝blank table初型模转台blank tear弯扭blank transfer;parison transfer;parison invert;blank invert(UK);invert of blank(US)雏型交换blast-furnace slag;slag高炉炉渣bleaching;fading退色作用;复明blender混料器,配合料混合机blending batch(换料时的)掺合配合料blibe;elongated bubble;blib细长气泡blind;open冲刷;冲洗blister大气泡blistered surface起泡的表面,粗糙的表面blistering起泡bloach;bleach凹麻点(玻璃研磨不足造成的缺陷)bloach(underside of cast glass)残印(浇注玻璃的底面)bloach灰点(玻璃研磨缺陷)block成块block;head of cutter;head cutter(切割玻璃的)金刚石刀头block;block wheel金刚石磨轮blocking;polling;plugging;boiling冒泡,滚沸(加速玻璃澄清)blocking滚料blocking(operation)砌池炉大砖blocking;touch-up;patch-up;retouch修补炉;修饰。

弹性力学专业英语英汉互译词汇

弹性力学专业英语英汉互译词汇

elasticitytheory of elasticity homogeneous state ofstressstress invariant strain invariant strain ellipsoid homogeneous state ofstrainequation of strain compatibilityLame constants isotropic elasticityrotating circular diskwedgeKelvin problemBoussinesq problemAiry stress functionKolosoff-Muskhelishvili methodKirchhoff hypothesisPlateRectangular plate Circular plate Annular plate Corrugated plate Stiffened plate,reinforced弹性力学 弹性理论 均匀应力状态 应力不变量 应变不变量 应变椭球 均匀应变状态应变协调方程拉梅常量各向同性弹性旋转圆盘楔开尔文问题布西内斯克问题 艾里应力函数 克罗索夫―穆斯赫利什维 利法基尔霍夫假设板 矩形板 圆板 环板 波纹板 加劲板PlatePlate of moderate thickness Stress function of bendingShell Shallow shell Revolutionary shell Spherical shell Cylindrical shell Conical shell Toroidal shell Closed shell Corrugated shell Stress function of torsionWarping function semi-inverse method Rayleigh-Ritz method Relaxation methodLevy method Relaxation Dimensional analysis self-similarity Influence surface Contact stress Hertz theory Conforming contact Sliding contact Rolling contact中厚板 弯[曲]应力函数壳 扁壳 旋转壳 球壳 [圆]柱壳锥壳 环壳 封闭壳 波纹壳 扭[转]应力函数翘曲函数 半逆解法 瑞利―里茨法松弛法 莱维法 松弛 量纲分析 自相似[性]影响面 接触应力 赫兹理论 协调接触压入Indentation各向异性弹性Anisotropic elasticity 颗粒材料Granular material散体力学Mechanics of granular media 热弹性Thermoelasticity超弹性Hyperelasticity粘弹性Viscoelasticity对应原理Correspondence principle 褶皱Wrinkle塑性全量理论Total theory of plasticity 滑动Sliding微滑Microslip粗糙度Roughness非线性弹性Nonlinear elasticity 大挠度Large deflection突弹跳变snap-through有限变形Finite deformation格林应变Green strain阿尔曼西应变Almansi strain弹性动力学Dynamic elasticity运动方程Equation of motion准静态的Quasi-static气动弹性Aeroelasticity水弹性Hydroelasticity颤振Flutter弹性波Elastic wave简单波Simple wave柱面波Cylindrical wave水平剪切波Horizontal shear wave 竖直剪切波Vertical shear wave 体波body wave无旋波Irrotational wave 畸变波Distortion wave膨胀波Dilatation wave瑞利波Rayleigh wave等容波Equivoluminal wave 勒夫波Love wave界面波Interfacial wave 边缘效应edge effect塑性力学Plasticity可成形性Formability金属成形Metal forming耐撞性Crashworthiness结构抗撞毁性Structural crashworthiness 拉拔Drawing破坏机构Collapse mechanism回弹Springback挤压Extrusion冲压Stamping穿透Perforation层裂Spalling塑性理论Theory of plasticity 安定[性]理论Shake-down theory 运动安定定理kinematic shake-downtheoremStatic shake-down theorem rate dependent theoremload factor Loading criterion Loading function Loading surface Plastic loading Plastic loading waveSimple loading Proportional loadingUnloading Unloading wave Impulsive load step load pulse load limit load nentral loading instability in tension acceleration wave constitutive equation complete solution nominal stress over-stress true stress equivalent stressflow stress stress discontinuity静力安定定理 率相关理论 载荷因子 加载准则 加载函数 加载面 塑性加载 塑性加载波 简单加载 比例加载 卸载 卸载波 冲击载荷 阶跃载荷 脉冲载荷 极限载荷 中性变载 拉抻失稳 加速度波 本构方程 完全解 名义应力 过应力 真应力 等效应力 流动应力 应力间断stress space principal stress space hydrostatic state of stresslogarithmic strain engineering strain equivalent strain strain localizationstrain ratestrain rate sensitivitystrain space finite strain plastic strain incrementaccumulated plastic strainpermanent deformationinternal variable strain-softening rigid-perfectly plasticMaterialrigid-plastic materialperfectl plastic material stability of material deviatoric tensor of strain deviatori tensor of stress spherical tensor of strain spherical tensor of stresspath-dependency linear strain-hardening应力空间 主应力空间 静水应力状态 对数应变 工程应变 等效应变 应变局部化 应变率 应变率敏感性 应变空间 有限应变塑性应变增量累积塑性应变永久变形 内变量 应变软化 理想刚塑性材料刚塑性材料 理想塑性材料 材料稳定性 应变偏张量 应力偏张量 应变球张量 应力球张量 路径相关性strain-hardening kinematic hardening isotropic hardening strain-hardening moduluspower hardening plastic limit bendingMomentplastic limit torque elastic-plastic bending elastic-plastic interface elastic-plastic torsionViscoplasticityInelasticityelastic-perfectly plasticMaterial limit analysislimit design limit surface upper bound theorem upper yield point lower bound theorem lower yield point bound theorem initial yield surface subsequent yield surface convexity of yield surface shape factor of cross-section应变强化 随动强化 各向同性强化 强化模量 幕强化 塑性极限弯矩塑性极限扭矩 弹塑性弯曲 弹塑性交界面 弹塑性扭转粘塑性非弹性理想弹塑性材料极限分析 极限设计 极限面 上限定理 上屈服点 下限定理 下屈服点 界限定理 初始屈服面 后继屈服面 屈服面[的]外沙堆比拟屈服屈服条件屈服准则屈服函数屈服面塑性势能量吸收装置能量耗散率塑性动力学塑性动力屈曲塑性动力响应塑性波运动容许场静力容许场流动法则速度间断滑移线滑移线场移行塑性铰塑性增量理论米泽斯屈服准则普朗特―罗伊斯关系特雷斯卡屈服准则sand heap analogyYieldyield conditionyield criterionyield functionyield surfaceplastic potential energy absorbing device energy absorbing device dynamic plasticity dynamic plastic buckling dynamic plastic response plastic wave kinematically admissibleFieldstatically admissibleFieldflow rule velocity discontinuityslip-linesslip-lines field travelling plastic hinge incremental theory ofPlasticityMises yield criterion prandtl- Reuss relation Tresca yield criterion洛德应力参数莱维―米泽斯关系亨基应力方程赫艾一韦斯特加德应力空间洛德应变参数德鲁克公设盖林格速度方程结构力学结构分析结构动力学拱三铰拱抛物线拱圆拱穹顶空间结构空间桁架雪载[荷]风载[荷]土压力地震载荷弹簧支座支座位移支座沉降Lode stress parameterLevy-Mises relation Hencky stress equation Haigh-Westergaardstress space Lode strain parameter Drucker postulateGeiringer velocityEquation structural mechanics structural analysis structural dynamicsArchthree-hinged archparabolic archcircular archDomespace structurespace trusssnow loadwind loadearth pressureearthquake loadingspring support support displacementsupport settlementdegree of indeterminacy kinematic analysis method of joints method of sectionsjoint forces conjugate displacementinfluence line three-moment equation unit virtual force stiffness coefficient flexibility coefficientmoment distributionmoment distribution methodmoment redistribution distribution factor matri displacement method element stiffness matrix element strain matrix global coordinates Betti theorem Gauss-Jordan eliminationMethod buckling mode mechanics of compositescomposite materialfibrous composite unidirectional composite超静定次数 机动分析 结点法 截面法 结点力 共轭位移 影响线 三弯矩方程 单位虚力 刚度系数柔度系数力矩分配力矩分配法 力矩再分配 分配系数 矩阵位移法 单元刚度矩阵 单元应变矩阵 总体坐标 贝蒂定理 高斯一若尔当消去法屈曲模态复合材料力学 复合材料foamed composite particulate compositeLaminate sandwich panel cross-ply laminate angle-ply laminatePlycellular solid ExpansionDebulk Degradation DelaminationDebond fiber stress ply stress ply strain interlaminar stress specific strength strength reduction factor strength -stress ratio transverse shear modulustransverse isotropyOrthotropyshear lag analysis chopped fiber continuous fiber fiber direction泡沫复合材料 颗粒复合材料层板 夹层板 正交层板 斜交层板 层片 多胞固体 膨胀 压实 劣化 脱层 脱粘 纤维应力 层应力 层应变层间应力比强度强度折减系数 强度应力比 横向剪切模量 横观各向同性 正交各向异 剪滞分析 短纤维 长纤维fiber break fiber pull-out fiber reinforcementDensification optimum weight design netting analysis rule of mixture failure criterion Tsai-W u failure criterionDugdale model fracture mechanics probabilistic fractureMechanicsGriffith theory linear elastic fracturemechanics, LEFMelastic-plastic fracturemecha-nics, EPFMFracture brittle fracturecleavage fracture creep fracture ductile fracture inter-granular fracture quasi-cleavage fracture trans-granular fractureCrack纤维断裂 纤维拔脱 纤维增强 致密化 最小重量设计 网格分析法 混合律 失效准则 蔡一吴失效准则 达格代尔模型断裂力学概率断裂力学格里菲思理论线弹性断裂力学弹塑性断裂力学断裂 脆性断裂 解理断裂 蠕变断裂 延性断裂 晶间断裂 准解理断裂 裂纹Flaw Defect Slit MicrocrackKinkelliptical crack embedded crack penny-shape crackPrecrack short crack surface crack crack blunting crack branching crack closure crack front crack mouthcrack opening angle,COAcrack opening displacement,CODcrack resistancecrack surfacecrack tipcrack tip opening angle,CTOAcrack tip openingdisplacement, CTOD crack tip singularity裂缝 缺陷 割缝 微裂纹 折裂 椭圆裂纹 深埋裂纹 [钱]币状裂纹预制裂纹 短裂纹 表面裂纹 裂纹钝化 裂纹分叉 裂纹闭合 裂纹前缘 裂纹嘴 裂纹张开角 裂纹张开位移裂纹阻力裂纹面裂纹尖端 裂尖张角裂尖张开位移Fieldcrack growth rate stable crack growth steady crack growth subcritical crack growthcrack retardation crack arrest arrest toughness fracture mode sliding mode opening mode tearing mode mixed mode Tearingtearing modulus fracture criterionJ-integral J-resistance curve fracture toughness stress intensity factor Hutchinson-Rice-RosengrenFieldconservation integraleffective stress tensor strain energy density energy release ratecohesive zone裂纹扩展速率 稳定裂纹扩展 定常裂纹扩展 亚临界裂纹扩展 裂纹[扩展]减速 止裂 止裂韧度 断裂类型 滑开型 张开型 撕开型 复合型 撕裂 撕裂模量 断裂准则 J 积分 J 阻力曲线 断裂韧度 应力强度因子HRR 场守恒积分 有效应力张量 应变能密度 能量释放率塑性区plastic zone张拉区stretched zone热影响区heat affected zone, HAZ延脆转变温度brittle-ductile transitiontempe- rature剪切带shear band 剪切唇shear lip无损检测non-destructive inspection双边缺口试件double edge notchedspecimen, DEN specimen 单边缺口试件single edge notchedspecimen, SEN specimen 三点弯曲试件three point bendingspecimen, TPB specimen 中心裂纹拉伸试件center cracked tensionspecimen, CCT specimen 中心裂纹板试件center cracked panelspecimen, CCP specimen 紧凑拉伸试件compact tension specimen,CT specimen 大范围屈服large scale yielding 小范围攻屈服small scale yielding 韦布尔分布Weibull distribution 帕里斯公式paris formula空穴化Cavitation应力腐蚀stress corrosion概率风险判定probabilistic riskassessment, PRAdamage mechanicsDamagecontinuum damage mechanics microscopic damage mechanicsaccumulated damage brittle damage ductile damage macroscopic damage microscopic damage microscopic damagedamage criteriondamage evolution equationdamage softeningdamage strengtheningdamage tensor damage threshold damage variable damage vector damage zone Fatigue low cycle fatigue stress fatigue random fatigue creep fatigue corrosion fatigue fatigue damage 损伤力学 损伤 连续介质损伤力学 细观损伤力学 累积损伤 脆性损伤 延性损伤 宏观损伤 细观损伤 微观损伤损伤准则损伤演化方程损伤软化 损伤强化 损伤张量 损伤阈值 损伤变量 损伤矢量 损伤区 疲劳 低周疲劳 应力疲劳 随机疲劳 蠕变疲劳 腐蚀疲劳fatigue failure fatigue fracture fatigue crack fatigue life fatigue rupture fatigue strength fatigue striations fatigue threshold alternating load alternating stress stress amplitudestrain fatiguestress cyclestress ratio safe life overloading effect cyclic hardening cyclic softening environmental effectcrack gage crack growth, crackPropagation crack initiationcycle ratio experimental stressAnalysisactive[strain] gage疲劳失效 疲劳断裂 疲劳裂纹 疲劳寿命 疲劳破坏 疲劳强度 疲劳辉纹 疲劳阈值 交变载荷 交变应力应力幅值应变疲劳应力循环 应力比 安全寿命 过载效应 循环硬化 循环软化 环境效应 裂纹片 裂纹扩展裂纹萌生 循环比工作[应变]片backing material stress gage zero shift, zero drift strain measurementstrain gage strain indicator strain rosette strain sensitivity mechanical strain gage rectangular rosetteExtensometertelemetering of strain transverse gage factor transverse sensitivity weldable strain gage balanced bridge bonded strain gage bonded foiled gage bonded wire gage bridge balancing capacitance strain gage compensation technique compensation techniquereference bridge resistance strain gageself-temperature compensating gage基底材料 应力计 零[点]飘移 应变测量 应变计 应变指示器 应变花 应变灵敏度 机械式应变仪 直角应变花弓I 伸仪 应变遥测 横向灵敏系数 横向灵敏度 焊接式应变计 平衡电桥 粘贴式应变计 粘贴箔式应变计 粘贴丝式应变计桥路平衡 电容应变计 补偿片 补偿技术 基准电桥 电阻应变计semiconductor strainGageslip ring strain amplifier fatigue life gage inductance [strain] gagePhotomechanics Photoelasticity Photoplasticity Young fringe birefrigent effect contour of equal Displacement dark fringefringe multiplication interference fringeIsochromatic Isoclinic isopachic stress- optic lawIsostatic light fringe optical path differencephoto-thermo -elasticityphotoelastic coatingMethodphotoelastic sandwich半导体应变计集流器 应变放大镜 疲劳寿命计 电感应变计 光[测]力学光弹性 光塑性 杨氏条纹 双折射效应 等位移线暗条纹 条纹倍增 干涉条纹 等差线 等倾线 等和线 应力光学定律 主应力迹线亮条纹光程差热光弹性 光弹性贴片法Methoddynamic photo-elasticityspatial filtering spatial frequencyPolarizerreflection polariscope residual birefringentEffectstrain fringe valuestrain-optic sensitivitystress freezing effectstress fringe valuestress-optic pattern temporary birefringentEffect pulsed holographytransmission polariscope real-time holographic interfero - metrygrid methodholo-photoelasticityHologram Holographholographic interferometry holographic moire techniqueHolography whole-field analysis动态光弹性 空间滤波 空间频率 起偏镜 反射式光弹性仪 残余双折射效应应变条纹值应变光学灵敏度应力冻结效应应力条纹值 应力光图 暂时双折射效应脉冲全息法 透射式光弹性仪 实时全息干涉法网格法 全息光弹性法全息图 全息照相 全息干涉法 全息云纹法 全息术散斑干涉法speckle interferometry 散斑Speckle错位散斑干涉法speckle-shearinginterferometry,shearography散斑图Specklegram 白光散斑法white-light speckle method 云纹干涉法moire interferometry [叠栅]云纹moire fringe[叠栅]云纹法moire method 云纹图moire pattern离面云纹法off-plane moire method 参考栅reference grating试件栅specimen grating分析栅analyzer grating面内云纹法in-plane moire method脆性涂层法brittle-coating method 条带法strip coating method坐标变换transformation ofCoordinates计算结构力学computational structuralmecha-nics加权残量法weighted residual method 有限差分法finite difference method 有限[单]元法finite element method 配点法point collocation里茨法Ritz method广义变分原理generalized variationalPrinciple 最小二乘法least square method胡[海昌]一鹫津原理Hu-Washizu principle赫林格-赖斯纳原理Hellinger-ReissnerPrinciple修正变分原理modified variationalPrinciple约束变分原理constrained variationalPrinciple混合法mixed method杂交法hybrid method边界解法boundary solution method有限条法finite strip method半解析法semi-analytical method协调兀conforming element非协调兀non-conforming element混合元mixed element杂交元hybrid element边界元boundary element强迫边界条件forced boundary condition自然边界条件natural boundary condition离散化Discretization离散系统discrete system连续问题continuous problem广义位移generalized displacement广义载荷generalized load广义应变generalized straingeneralized stress interface variable node, nodal pointElement corner node mid-side node internal node nodeless variablebar element truss element beam elementtwo-dimensional elementone-dimensional elementthree-dimensional element axisymmetric elementplate element shell elementthick plate element triangular element quadrilateral element tetrahedral element curved element quadratic element linear element cubic element quartic element isoparametric element广义应力 界面变量 节点 [单]元 角节点 边节点 内节点 无节点变量杆元 桁架杆元梁元二维元一维元 三维元 轴对称元厚板元 三角形元 四边形元 四面体元 曲线元 二次元 线性元 三次元 四次元 等参[数]super-parametric element sub-parametric element variable-number-nodeelement Lagrange element Lagrange family serendipity element serendipity family infinite element element analysis element characteristicsstiffness matrixgeometric matrixequivalent nodal forcenodal displacementnodal load displacement vectorload vector mass matrix lumped mass matrix consistent mass matrixdamping matrix Rayleigh damping assembly of stiffnessMatricesconsistent mass matrix assembly of mass matrices assembly of elements超参数元 亚参数元 节点数可变元 拉格朗日元 拉格朗日族 巧凑边点元 巧凑边点族 无限元 单元分析 单元特性刚度矩阵几何矩阵等效节点力节点位移 节点载荷 位移矢量 载荷矢量 质量矩阵 集总质量矩阵 相容质量矩阵 阻尼矩阵 瑞利阻尼 刚度矩阵的组集载荷矢量的组集 质量矩阵的组集local coordinate systemlocal coordinate area coordinates volume coordinates curvilinear coordinates static condensation contragradienttransformation shape function trial function test function weight function spline function substitute function reduced integration zero-energy mode p-convergenceh-convergenceblended interpolation isoparametric mapping bilinear interpolationpatch test incompatible modenode number element number band width banded matrix profile matrix局部坐标系 局部坐标 面积坐标 体积坐标 曲线坐标 静凝聚合同变换 形状函数 试探函数 检验函数 权函数 样条函数 代用函数 降阶积分 零能模式P 收敛H 收敛 掺混插值 等参数映射 双线性插值 小块检验 非协调模式 节点号 M 二 口. 单兀号minimization of band widthfrontal method subspace iteration method determinant search methodstep-by-step methodNewmark Wilsonquasi-Newton method Newton-Raphson method incremental method initial straininitial stresstangent stiffness matrixsecant stiffness matrix mode superposition method equilibrium iterationSubstructure substructure techniquesuper-element mesh generationstructural analysis programpre-processing post-processing mesh refinement stress smoothing composite structure带宽最小化 波前法 子空间迭代法 行列式搜索法逐步法 纽马克法 威尔逊法 拟牛顿法 牛顿-拉弗森法增量法初应变初应力切线刚度矩阵 割线刚度矩阵 模态叠加法 平衡迭代 子结构 子结构法 超单元 网格生成 结构分析程序前处理 后处理 网格细化 应力光顺。

Buckling-and-post-buckling-behavior-of-thin-walled-cylindrical-steel-shells-with-varying-thickness

Buckling-and-post-buckling-behavior-of-thin-walled-cylindrical-steel-shells-with-varying-thickness
ÃCorresponding author. E-mail address: k_abedi@sut.ac.ir (K. Abedi).
0263-8231/$ - see front matter r 2006 Elsevier Ltd. All rights reserved. doi:10.1016/j.tws.2006.08.015
Despite many studies on the buckling behavior of thin shells of constant thickness, so far quite a few investigations have been undertaken to examine instability behavior of these stቤተ መጻሕፍቲ ባይዱuctures with thickness variation. In other words, all of the imperfection sensitivity analyses were carried out on thin shells of constant thickness. Recently, in 1994 Koiter et al. [4] investigated the influence of modal
ARTICLE IN PRESS
Thin-Walled Structures 44 (2006) 904–909
/locate/tws
Buckling and post-buckling behavior of thin-walled cylindrical steel shells with varying thickness subjected to uniform external pressure

临界屈曲应变能力 英文

临界屈曲应变能力 英文

临界屈曲应变能力英文English:The critical buckling strain capacity refers to the ability of a material to withstand large deformations before reaching the point of structural instability, known as buckling. This property is crucial in determining the overall stability and strength of structural components under compressive loads. The critical buckling strain capacity is influenced by various factors including material type, geometry, and the presence of imperfections or defects. It is commonly evaluated through experimental testing and numerical simulations to ensure that the structure can withstand expected loads without buckling.中文翻译:临界屈曲应变能力是指材料在达到结构不稳定点(即屈曲)之前能够承受大变形的能力。

这种性质对于在受压载荷下结构构件的整体稳定性和强度至关重要。

临界屈曲应变能力受材料类型、几何形状以及缺陷或不完美的影响。

通常通过实验测试和数值模拟来评估这一能力,以确保结构在受预期载荷时不会发生屈曲。

Bifurcation Buckling

Bifurcation Buckling

Fall, 2002
A is still undefined (instability ⇒ w --> ∞) So have buckling loads and associated mode shapes
Figure 16.8
Representation of buckling loads and modes for simplysupported columns
From Unified, defined instability via: “A system becomes unstable when a negative stiffness overcomes the natural stiffness of the structure.” (Physically, the more you push, it gives more and builds on itself) Review some of the mathematical concepts. Limit initial discussions to columns. Generally, there are two types of buckling/instability • • Bifurcation buckling Snap-through buckling

Free end
d 2w M = EI 2 = 0 dx d d 2w S = EI 2 = 0 dx dx
S=0

Sliding
dw = 0 dx
Unit 16 - 13
Paul A. Lagace © 2001
MIT - 16.20
Fall, 2002
There are others of these that are homogeneous and inhomogeneous Boundary Conditions Examples: • Free end with an axial load M=0

建议李华去听歌缓解考前的紧张英语作文

建议李华去听歌缓解考前的紧张英语作文

建议李华去听歌缓解考前的紧张英语作文Dear Li Hua,How are you doing? I heard from our classmates that you've been really stressed out lately because of the big exams coming up. I can totally understand why you might be feeling tense and nervous. Tests can be super scary, especially the really important ones that could affect which middle school you get into. I always get butterflies in my tummy when I think about taking a major exam!But you know what really helps me chill out when I'm freaking out about an upcoming test? Listening to music! Maybe it could work for you too. Whenever I'm feeling overwhelmed by all the studying and worrying about exams, I just pop in my headphones and let the tunes take me away to a happier place. It's like magic!You're probably wondering what kind of music I listen to in order to calm my nerves. Well, different types of music work for different people when it comes to relaxation. My favorite genre is pop because the melodies are always so catchy and upbeat. I have a special "de-stress" playlist filled with feel-good songs by artists like Taylor Swift, Ariana Grande, and the Jonas Brothers.Their songs are just so darn fun and make me want to sing and dance around instead of stressing out!But pop music might not be your thing, Li Hua. That's totally okay! The most important thing is finding artists and genres that YOU personally vibe with. If you're more of a rocker, bands like Imagine Dragons and Coldplay could be a good option for finding your zen. Their soaring vocals and powerful instrumentals are perfect for channeling your inner strength and calm. Or maybe you're into rap and hip-hop? The clever wordplay and hard-hitting beats might be just what you need to stop your brain from feeling so scattered.Heck, you could even listen to classical music if that's more your style! I have a few friends who swear by composers like Beethoven and Mozart for clearing their minds before a big test. There's something about that classical orchestral sound that's just supremely soothing. Though I have to admit, I sometimes have trouble staying awake through some of the more mellow, droning pieces. A lullaby is great for sleeping, but not so much for studying!No matter what kind of tunes you prefer, just make sure to listen to your music at a reasonable volume. You don't want to blow out your eardrums before you even take the exam!Noise-canceling headphones are ideal so you can really get lost in the music without any distracting background noise. Create a dedicated "study playlist" stocked with all your favoritede-stressing jams.Don't just mindlessly stream music in the background, either. Really immerse yourself in it by closing your eyes, taking deep breaths, and feeling your body move slightly with the rhythm. Visualize all the nervous tension built up inside you being released every time you exhale. Picture the calming lyrics, melodies, and beats washing over you like a soothing wave until your mind is totally clear.When you've had enough listening time to successfullyde-stress, you can go back to hitting the books feeling refreshed and level-headed. I find that after a solid music break, all the information I've been trying to cram into my brain sticks wayyyy better. It's like the music acts as a toothbrush that scrubs away all the worries clogging up my head so I can absorb knowledge more efficiently.So don't be afraid to take plenty of study breaks solely devoted to chilling out with your favorite tunes, Li Hua. We all need little breaks to recharge our batteries, and music is one ofthe best ways to do that! Your brain works better when it's not in a constant state of panic and pressure.Just don't go overboard with the music listening either, okay? You've still gotta spend plenty of quality hours buckling down with your textbooks and notes too. Maybe set a timer so you don't accidentally waste away your whole day getting lost in an endless cycle of playlists instead of retaining any actual test material! Everything in moderation, right?I really hope listening to music can be as helpful for you as it is for me when it comes to managing pre-exam anxiety. Just let those melodies work their magic on releasing the tension in your mind and body. You've got this, Li Hua! Think of that music as your own personal cheerleader hyping you up and cheering you on to success.I'll be sending tons of positive vibes your way as you power through these last few weeks of intense studying. Don't let the stress gremlins get you down! You're going to knock these exams out of the park. I just know it. And if you ever need a bona fide de-stressing buddy to swap relaxing playlists with, you know who to call!Fighting, Li Hua! You're almost there!Your friend, [Your name]。

弹性力学专业英语英汉互译词汇

弹性力学专业英语英汉互译词汇

弹性力学elasticity弹性理论theory of elasticity均匀应力状态homogeneous state of stress 应力不变量stress invariant应变不变量strain invariant应变椭球strain ellipsoid均匀应变状态homogeneous state ofstrain 应变协调方程equation of straincompatibility 拉梅常量Lame constants各向同性弹性isotropic elasticity旋转圆盘rotating circular disk 楔wedge开尔文问题Kelvin problem 布西内斯克问题Boussinesq problem艾里应力函数Airy stress function克罗索夫--穆斯赫利什维Kolosoff-利法Muskhelishvili method 基尔霍夫假设Kirchhoff hypothesis 板Plate矩形板Rectangular plate圆板Circular plate环板Annular plate波纹板Corrugated plate加劲板Stiffened plate,reinforcedPlate 中厚板Plate of moderate thickness 弯[曲]应力函数Stress function of bending 壳Shell扁壳Shallow shell旋转壳Revolutionary shell球壳Spherical shell [圆]柱壳Cylindrical shell 锥壳Conical shell环壳Toroidal shell封闭壳Closed shell波纹壳Corrugated shell扭[转]应力函数Stress function of torsion 翘曲函数Warping function半逆解法semi-inverse method瑞利--里茨法Rayleigh-Ritz method 松弛法Relaxation method莱维法Levy method松弛Relaxation 量纲分析Dimensional analysis 自相似[性] self-similarity影响面Influence surface接触应力Contact stress赫兹理论Hertz theory协调接触Conforming contact滑动接触Sliding contact滚动接触Rolling contact压入Indentation各向异性弹性Anisotropic elasticity颗粒材料Granular material散体力学Mechanics of granular media 热弹性Thermoelasticity超弹性Hyperelasticity粘弹性Viscoelasticity对应原理Correspondence principle 褶皱Wrinkle塑性全量理论Total theory of plasticity 滑动Sliding微滑Microslip粗糙度Roughness非线性弹性Nonlinear elasticity大挠度Large deflection突弹跳变snap-through有限变形Finite deformation格林应变Green strain阿尔曼西应变Almansi strain弹性动力学Dynamic elasticity运动方程Equation of motion准静态的Quasi-static气动弹性Aeroelasticity水弹性Hydroelasticity颤振Flutter弹性波Elastic wave简单波Simple wave柱面波Cylindrical wave水平剪切波Horizontal shear wave竖直剪切波Vertical shear wave 体波body wave无旋波Irrotational wave畸变波Distortion wave膨胀波Dilatation wave瑞利波Rayleigh wave等容波Equivoluminal wave勒夫波Love wave界面波Interfacial wave边缘效应edge effect塑性力学Plasticity可成形性Formability金属成形Metal forming耐撞性Crashworthiness结构抗撞毁性Structural crashworthiness 拉拔Drawing破坏机构Collapse mechanism 回弹Springback挤压Extrusion冲压Stamping穿透Perforation层裂Spalling塑性理论Theory of plasticity安定[性]理论Shake-down theory运动安定定理kinematic shake-down theorem静力安定定理Static shake-down theorem 率相关理论rate dependent theorem 载荷因子load factor加载准则Loading criterion加载函数Loading function加载面Loading surface塑性加载Plastic loading塑性加载波Plastic loading wave简单加载Simple loading比例加载Proportional loading 卸载Unloading卸载波Unloading wave冲击载荷Impulsive load阶跃载荷step load脉冲载荷pulse load极限载荷limit load中性变载nentral loading拉抻失稳instability in tension 加速度波acceleration wave本构方程constitutive equation 完全解complete solution名义应力nominal stress过应力over-stress真应力true stress等效应力equivalent stress流动应力flow stress应力间断stress discontinuity应力空间stress space主应力空间principal stress space静水应力状态hydrostatic state of stress 对数应变logarithmic strain工程应变engineering strain等效应变equivalent strain应变局部化strain localization应变率strain rate应变率敏感性strain rate sensitivity 应变空间strain space有限应变finite strain塑性应变增量plastic strain increment 累积塑性应变accumulated plastic strain 永久变形permanent deformation内变量internal variable应变软化strain-softening理想刚塑性材料rigid-perfectly plasticMaterial 刚塑性材料rigid-plastic material理想塑性材料perfectl plastic material 材料稳定性stability of material 应变偏张量deviatoric tensor of strain 应力偏张量deviatori tensor of stress 应变球张量spherical tensor of strain 应力球张量spherical tensor of stress 路径相关性path-dependency线性强化linear strain-hardening应变强化strain-hardening随动强化kinematic hardening各向同性强化isotropic hardening强化模量strain-hardening modulus幂强化power hardening 塑性极限弯矩plastic limit bendingMoment 塑性极限扭矩plastic limit torque弹塑性弯曲elastic-plastic bending 弹塑性交界面elastic-plastic interface 弹塑性扭转elastic-plastic torsion粘塑性Viscoplasticity非弹性Inelasticity理想弹塑性材料elastic-perfectly plasticMaterial 极限分析limit analysis极限设计limit design极限面limit surface上限定理upper bound theorem上屈服点upper yield point下限定理lower bound theorem下屈服点lower yield point界限定理bound theorem初始屈服面initial yield surface后继屈服面subsequent yield surface屈服面[的]外凸性convexity of yield surface 截面形状因子shape factor of cross-section沙堆比拟sand heap analogy 屈服Yield 屈服条件yield condition屈服准则yield criterion屈服函数yield function屈服面yield surface塑性势plastic potential 能量吸收装置energy absorbing device 能量耗散率energy absorbing device 塑性动力学dynamic plasticity 塑性动力屈曲dynamic plastic buckling 塑性动力响应dynamic plastic response 塑性波plastic wave运动容许场kinematically admissibleField 静力容许场statically admissibleField 流动法则flow rule速度间断velocity discontinuity滑移线slip-lines滑移线场slip-lines field移行塑性铰travelling plastic hinge 塑性增量理论incremental theory ofPlasticity米泽斯屈服准则Mises yield criterion 普朗特--罗伊斯关系prandtl- Reuss relation 特雷斯卡屈服准则Tresca yield criterion洛德应力参数Lode stress parameter莱维--米泽斯关系Levy-Mises relation亨基应力方程Hencky stress equation赫艾--韦斯特加德应力空Haigh-Westergaard 间stress space洛德应变参数Lode strain parameter德鲁克公设Drucker postulate盖林格速度方程Geiringer velocityEquation结构力学structural mechanics结构分析structural analysis结构动力学structural dynamics拱Arch三铰拱three-hinged arch抛物线拱parabolic arch圆拱circular arch穹顶Dome空间结构space structure空间桁架space truss雪载[荷] snow load风载[荷] wind load土压力earth pressure地震载荷earthquake loading弹簧支座spring support支座位移support displacement支座沉降support settlement超静定次数degree of indeterminacy机动分析kinematic analysis结点法method of joints截面法method of sections结点力joint forces共轭位移conjugate displacement影响线influence line三弯矩方程three-moment equation单位虚力unit virtual force刚度系数stiffness coefficient柔度系数flexibility coefficient力矩分配moment distribution力矩分配法moment distribution method 力矩再分配moment redistribution分配系数distribution factor矩阵位移法matri displacement method 单元刚度矩阵element stiffness matrix 单元应变矩阵element strain matrix总体坐标global coordinates贝蒂定理Betti theorem高斯--若尔当消去法Gauss-Jordan eliminationMethod 屈曲模态buckling mode复合材料力学mechanics of composites复合材料composite material 纤维复合材料fibrous composite单向复合材料unidirectional composite泡沫复合材料foamed composite颗粒复合材料particulate composite 层板Laminate夹层板sandwich panel正交层板cross-ply laminate斜交层板angle-ply laminate 层片Ply多胞固体cellular solid 膨胀Expansion压实Debulk劣化Degradation脱层Delamination脱粘Debond纤维应力fiber stress层应力ply stress层应变ply strain层间应力interlaminar stress比强度specific strength强度折减系数strength reduction factor 强度应力比strength -stress ratio 横向剪切模量transverse shear modulus 横观各向同性transverse isotropy正交各向异Orthotropy剪滞分析shear lag analysis短纤维chopped fiber长纤维continuous fiber纤维方向fiber direction纤维断裂fiber break纤维拔脱fiber pull-out纤维增强fiber reinforcement致密化Densification最小重量设计optimum weight design 网格分析法netting analysis混合律rule of mixture失效准则failure criterion蔡--吴失效准则Tsai-W u failure criterion 达格代尔模型Dugdale model断裂力学fracture mechanics概率断裂力学probabilistic fractureMechanics格里菲思理论Griffith theory线弹性断裂力学linear elastic fracturemechanics, LEFM弹塑性断裂力学elastic-plastic fracturemecha-nics, EPFM 断裂Fracture 脆性断裂brittle fracture解理断裂cleavage fracture蠕变断裂creep fracture延性断裂ductile fracture晶间断裂inter-granular fracture 准解理断裂quasi-cleavage fracture 穿晶断裂trans-granular fracture 裂纹Crack裂缝Flaw缺陷Defect割缝Slit微裂纹Microcrack折裂Kink椭圆裂纹elliptical crack深埋裂纹embedded crack[钱]币状裂纹penny-shape crack预制裂纹Precrack短裂纹short crack表面裂纹surface crack裂纹钝化crack blunting裂纹分叉crack branching裂纹闭合crack closure裂纹前缘crack front裂纹嘴crack mouth裂纹张开角crack opening angle,COA 裂纹张开位移crack opening displacement,COD裂纹阻力crack resistance裂纹面crack surface裂纹尖端crack tip裂尖张角crack tip opening angle,CTOA裂尖张开位移crack tip openingdisplacement, CTOD裂尖奇异场crack tip singularityField裂纹扩展速率crack growth rate稳定裂纹扩展stable crack growth定常裂纹扩展steady crack growth亚临界裂纹扩展subcritical crack growth 裂纹[扩展]减速crack retardation 止裂crack arrest 止裂韧度arrest toughness断裂类型fracture mode滑开型sliding mode张开型opening mode撕开型tearing mode复合型mixed mode撕裂Tearing 撕裂模量tearing modulus断裂准则fracture criterionJ积分J-integralJ阻力曲线J-resistance curve断裂韧度fracture toughness应力强度因子stress intensity factor HRR场Hutchinson-Rice-RosengrenField 守恒积分conservation integral 有效应力张量effective stress tensor 应变能密度strain energy density 能量释放率energy release rate内聚区cohesive zone塑性区plastic zone张拉区stretched zone热影响区heat affected zone, HAZ 延脆转变温度brittle-ductile transitiontempe- rature 剪切带shear band剪切唇shear lip无损检测non-destructive inspection 双边缺口试件double edge notchedspecimen, DEN specimen 单边缺口试件single edge notchedspecimen, SEN specimen 三点弯曲试件three point bendingspecimen, TPB specimen 中心裂纹拉伸试件center cracked tensionspecimen, CCT specimen 中心裂纹板试件center cracked panelspecimen, CCP specimen 紧凑拉伸试件compact tension specimen,CT specimen 大范围屈服large scale yielding 小范围攻屈服small scale yielding 韦布尔分布Weibull distribution 帕里斯公式paris formula空穴化Cavitation应力腐蚀stress corrosion概率风险判定probabilistic riskassessment, PRA 损伤力学damage mechanics 损伤Damage连续介质损伤力学continuum damage mechanics 细观损伤力学microscopic damage mechanics 累积损伤accumulated damage脆性损伤brittle damage延性损伤ductile damage宏观损伤macroscopic damage细观损伤microscopic damage微观损伤microscopic damage损伤准则damage criterion损伤演化方程damage evolution equation 损伤软化damage softening损伤强化damage strengthening损伤张量damage tensor损伤阈值damage threshold损伤变量damage variable损伤矢量damage vector损伤区damage zone疲劳Fatigue 低周疲劳low cycle fatigue应力疲劳stress fatigue随机疲劳random fatigue蠕变疲劳creep fatigue腐蚀疲劳corrosion fatigue疲劳损伤fatigue damage疲劳失效fatigue failure疲劳断裂fatigue fracture 疲劳裂纹fatigue crack疲劳寿命fatigue life疲劳破坏fatigue rupture疲劳强度fatigue strength 疲劳辉纹fatigue striations 疲劳阈值fatigue threshold 交变载荷alternating load 交变应力alternating stress 应力幅值stress amplitude 应变疲劳strain fatigue应力循环stress cycle应力比stress ratio安全寿命safe life过载效应overloading effect 循环硬化cyclic hardening 循环软化cyclic softening 环境效应environmental effect 裂纹片crack gage裂纹扩展crack growth, crackPropagation裂纹萌生crack initiation 循环比cycle ratio实验应力分析experimental stressAnalysis工作[应变]片active[strain] gage基底材料backing material应力计stress gage零[点]飘移zero shift, zero drift 应变测量strain measurement应变计strain gage应变指示器strain indicator应变花strain rosette应变灵敏度strain sensitivity 机械式应变仪mechanical strain gage 直角应变花rectangular rosette引伸仪Extensometer应变遥测telemetering of strain 横向灵敏系数transverse gage factor 横向灵敏度transverse sensitivity 焊接式应变计weldable strain gage 平衡电桥balanced bridge粘贴式应变计bonded strain gage粘贴箔式应变计bonded foiled gage粘贴丝式应变计bonded wire gage 桥路平衡bridge balancing电容应变计capacitance strain gage 补偿片compensation technique 补偿技术compensation technique 基准电桥reference bridge电阻应变计resistance strain gage 温度自补偿应变计self-temperaturecompensating gage半导体应变计semiconductor strainGage 集流器slip ring应变放大镜strain amplifier疲劳寿命计fatigue life gage电感应变计inductance [strain] gage 光[测]力学Photomechanics光弹性Photoelasticity光塑性Photoplasticity杨氏条纹Young fringe双折射效应birefrigent effect等位移线contour of equalDisplacement 暗条纹dark fringe条纹倍增fringe multiplication 干涉条纹interference fringe 等差线Isochromatic等倾线Isoclinic等和线isopachic应力光学定律stress- optic law主应力迹线Isostatic亮条纹light fringe光程差optical path difference 热光弹性photo-thermo -elasticity 光弹性贴片法photoelastic coatingMethod光弹性夹片法photoelastic sandwichMethod动态光弹性dynamic photo-elasticity 空间滤波spatial filtering空间频率spatial frequency起偏镜Polarizer反射式光弹性仪reflection polariscope残余双折射效应residual birefringentEffect 应变条纹值strain fringe value应变光学灵敏度strain-optic sensitivity 应力冻结效应stress freezing effect 应力条纹值stress fringe value应力光图stress-optic pattern暂时双折射效应temporary birefringentEffect 脉冲全息法pulsed holography透射式光弹性仪transmission polariscope 实时全息干涉法real-time holographicinterfero - metry 网格法grid method全息光弹性法holo-photoelasticity 全息图Hologram全息照相Holograph全息干涉法holographic interferometry 全息云纹法holographic moire technique 全息术Holography全场分析法whole-field analysis散斑干涉法speckle interferometry 散斑Speckle错位散斑干涉法speckle-shearinginterferometry, shearography 散斑图Specklegram白光散斑法white-light speckle method 云纹干涉法moire interferometry [叠栅]云纹moire fringe[叠栅]云纹法moire method 云纹图moire pattern离面云纹法off-plane moire method参考栅reference grating试件栅specimen grating分析栅analyzer grating面内云纹法in-plane moire method 脆性涂层法brittle-coating method条带法strip coating method坐标变换transformation ofCoordinates计算结构力学computational structuralmecha-nics 加权残量法weighted residual method 有限差分法finite difference method 有限[单]元法finite element method 配点法point collocation里茨法Ritz method广义变分原理generalized variationalPrinciple 最小二乘法least square method胡[海昌]一鹫津原理Hu-Washizu principle赫林格-赖斯纳原理Hellinger-ReissnerPrinciple 修正变分原理modified variationalPrinciple 约束变分原理constrained variationalPrinciple 混合法mixed method杂交法hybrid method边界解法boundary solution method 有限条法finite strip method半解析法semi-analytical method协调元conforming element非协调元non-conforming element混合元mixed element杂交元hybrid element边界元boundary element 强迫边界条件forced boundary condition 自然边界条件natural boundary condition 离散化Discretization离散系统discrete system连续问题continuous problem广义位移generalized displacement 广义载荷generalized load广义应变generalized strain广义应力generalized stress界面变量interface variable 节点node, nodal point [单]元Element角节点corner node边节点mid-side node内节点internal node无节点变量nodeless variable 杆元bar element桁架杆元truss element 梁元beam element二维元two-dimensional element 一维元one-dimensional element 三维元three-dimensional element 轴对称元axisymmetric element 板元plate element壳元shell element厚板元thick plate element三角形元triangular element四边形元quadrilateral element 四面体元tetrahedral element曲线元curved element二次元quadratic element线性元linear element三次元cubic element四次元quartic element等参[数]元isoparametric element超参数元super-parametric element 亚参数元sub-parametric element节点数可变元variable-number-node element 拉格朗日元Lagrange element拉格朗日族Lagrange family巧凑边点元serendipity element巧凑边点族serendipity family无限元infinite element单元分析element analysis单元特性element characteristics 刚度矩阵stiffness matrix几何矩阵geometric matrix等效节点力equivalent nodal force 节点位移nodal displacement节点载荷nodal load位移矢量displacement vector载荷矢量load vector质量矩阵mass matrix集总质量矩阵lumped mass matrix相容质量矩阵consistent mass matrix 阻尼矩阵damping matrix瑞利阻尼Rayleigh damping刚度矩阵的组集assembly of stiffnessMatrices载荷矢量的组集consistent mass matrix质量矩阵的组集assembly of mass matrices 单元的组集assembly of elements局部坐标系local coordinate system局部坐标local coordinate面积坐标area coordinates体积坐标volume coordinates曲线坐标curvilinear coordinates静凝聚static condensation合同变换contragradient transformation 形状函数shape function试探函数trial function检验函数test function权函数weight function样条函数spline function代用函数substitute function降阶积分reduced integration零能模式zero-energy modeP收敛p-convergenceH收敛h-convergence掺混插值blended interpolation等参数映射isoparametric mapping双线性插值bilinear interpolation小块检验patch test非协调模式incompatible mode节点号node number单元号element number带宽band width带状矩阵banded matrix变带状矩阵profile matrix带宽最小化minimization of band width 波前法frontal method子空间迭代法subspace iteration method 行列式搜索法determinant search method 逐步法step-by-step method纽马克法Newmark威尔逊法Wilson拟牛顿法quasi-Newton method牛顿-拉弗森法Newton-Raphson method 增量法incremental method初应变initial strain初应力initial stress切线刚度矩阵tangent stiffness matrix 割线刚度矩阵secant stiffness matrix 模态叠加法mode superposition method 平衡迭代equilibrium iteration子结构Substructure子结构法substructure technique 超单元super-element网格生成mesh generation结构分析程序structural analysis program 前处理pre-processing后处理post-processing网格细化mesh refinement应力光顺stress smoothing组合结构composite structure。

中学生如何适应高中环境英语作文

中学生如何适应高中环境英语作文

中学生如何适应高中环境英语作文How to Fit In When You Start High SchoolHi there! My name is Emily and I'm a 5th grader getting ready to go to middle school next year. A lot of my older friends have already started high school and they've been telling me all about the big changes. It sounds really different from elementary school! I've been trying to prepare myself by learning what to expect. Here are some tips I've gathered on how to adjust when you start high school:Be Prepared for a Bigger CampusOne of the biggest shocks seems to be how enormous high school campuses are compared to elementary schools. My friends say their high school has several different buildings spread out across a huge area. You have to go from one building to the next between classes. They say it's really easy to get lost at first trying to find all your classrooms. The campus also has thousands of students, rather than just a few hundred like elementary school. It can feel overwhelming with so many new faces.To get ready, I've been practicing mapping out routes and finding my way around mazes and big buildings when I'm outrunning errands with my parents. I'm also working on building up my endurance by walking longer distances. My friends recommend getting a map of the high school campus over the summer and marking out where your classes will be. That way you can get familiar with the layout before you even start.Get Organized With a PlannerIn elementary school, you just have one teacher based in one classroom most of the day. But in high school, you have a different teacher for each subject and you change classrooms every period. That means you have to keep track of different assignments, books, and materials for 6-8 classes!My older friends really stressed how important it is to use a planner or agenda book to stay organized. They say writing down every assignment, test date, and project deadline is crucial. You also have to carry all your materials for each class with you, rather than keeping them in one classroom. Getting a backpack or messenger bag specially designed for holding binders, notebooks, and textbooks can really help.I've started practicing with a planner, writing down my elementary school assignments and activities. I'm getting used to bringing the right materials for each subject too. I want tobuild good organizational habits before the high school workload hits!Be Prepared for Higher ExpectationsAnother big difference is that high school teachers have much higher academic expectations than elementary school. The workload, assignments, and level of difficulty just get ramped way up. My friends say you can't just coast by anymore - you really have to apply yourself.Transitioning to the faster pace, more homework, and harder tests can be really difficult for some students at first. My friends recommend really buckling down from the very start of 9th grade. Don't let yourself fall behind, because it's hard to catch up. They say the first few months are brutal as you adjust to juggling so many challenging classes.To get ready, I've started doing extra reading, writing, and math practice over the summer. I want to push myself ahead a little bit so the 9th grade material doesn't seem quite as hard. I'm also going to ask for an academic planner or study schedule to practice time management and planning out my work. Building solid study habits now will make the jump to high school academics a little easier.Get Involved in ExtracurricularsThere are so many more clubs, sports, and activities offered at the high school level compared to elementary school. All my friends say getting involved is key to meeting people and really feeling part of the school community. There are academic clubs, arts programs, sports teams, volunteer groups, and all sorts of other options to explore your interests.It can be tempting to just go to class and head home, especially when you're overwhelmed as a 9th grader. My friends say that's actually the worst thing you can do though. You'll miss out on a big part of high school life! They recommend signing up for a few clubs or a sport right from the beginning. It's a great way to make new friends and build your social circle.I'm already looking into some of the clubs at my future high school that focus on my interests like art, reading, and community service. I may be a little nervous to join at first, but I know it will help me find "my people" and settle in faster.Be Prepared for More IndependenceIn elementary school, teachers constantly remind you of rules, assignments, and due dates. You're very closely supervised and coddled in a lot of ways. High school is a whole new ballgame - you have to learn to be self-motivated and take responsibility.For the first time, you'll have a lot more freedom and independence. No more parents packing your lunch or teachers making sure you've done your homework. You're in charge of your own schedule, priorities, and time management. It's incredibly easy to slack off or get distracted.My biggest fear is forgetting about a major assignment and failing as a result! My high school friends coach me that learning to be an independent, self-directed student is one of the biggest hurdles. You have to find your inner motivation and discipline. They recommend getting in the habit now of checking your own assignments and keeping on top of your work, without being reminded. It's a crucial skill for college too.Stay Positive and Be Yourself!While there's no doubt high school will be a big transition, my friends encourage me not to worry too much. If you get organized, build good habits, and get involved, you'll acclimate quickly. Most importantly, they tell me to stay positive and keep being my quirky, enthusiastic self.High school is a fresh start where no one really knows you yet. You can reinvent yourself in a way and gain more confidence exploring your interests and individuality. As long as you're open to new experiences, you'll make great friends who appreciate the real you. They remind me it's normal to feel nervous, but also really exciting to enter a whole new world of opportunities in high school!Well, those are the main nuggets of wisdom my older friends have passed along to help me prepare for the high school journey ahead. I'm going to do my best to take their advice and hit the ground running when I start 9th grade next fall. While it will be awfully scary at first, I know if I work hard and get involved, I'll quickly find my stride. I'm nervous but also really excited for this next big adventure! Thanks for reading - I'll let you know how it all goes for me next year.。

Buckling

Buckling

BucklingIntroductionThis tutorial was created using ANSYS 7.0 to solve a simple buckling problem.It is recommended that you complete the NonLinear Tutorial prior to beginning this tutorialBuckling loads are critical loads where certain types of structures become unstable. Each load has an associated buckled mode shape; this is the shape that the structure assumes in a buckled condition. There are two primary means to perform a buckling analysis:1.EigenvalueEigenvalue buckling analysis predicts the theoretical buckling strength of an ideal elastic structure. It computes the structural eigenvalues for the given system loading and constraints. This is known asclassical Euler buckling analysis. Buckling loads for several configurations are readily available from tabulated solutions. However, in real-life, structural imperfections and nonlinearities prevent most real-world structures from reaching their eigenvalue predicted buckling strength; ie. it over-predicts theexpected buckling loads. This method is not recommended for accurate, real-world buckling prediction analysis.2.NonlinearNonlinear buckling analysis is more accurate than eigenvalue analysis because it employs non-linear, large-deflection, static analysis to predict buckling loads. Its mode of operation is very simple: itgradually increases the applied load until a load level is found whereby the structure becomes unstable (ie. suddenly a very small increase in the load will cause very large deflections). The true non-linearnature of this analysis thus permits the modeling of geometric imperfections, load perterbations, material nonlinearities and gaps. For this type of analysis, note that small off-axis loads are necessary to initiate the desired buckling mode.This tutorial will use a steel beam with a 10 mm X 10 mm cross section, rigidly constrained at the bottom. The required load to cause buckling, applied at the top-center of the beam, will be calculated.Eigenvalue Buckling AnalysisPreprocessing: Defining the Problem1.Open preprocessor menu /PREP72.Give example a Title Utility Menu > File > Change Title ... /title,Eigen-Value Buckling Analysis3.Define KeypointsPreprocessor > Modeling > Create > Keypoints > In Active CS ...K,#,X,YWe are going to define 2 Keypoints for this beam as given in the following table:4.Create LinesKeypoints Coordinates (x,y)1(0,0)2(0,100)Preprocessor > Modeling > Create > Lines > Lines > In Active CoordL,1,2Create a line joining Keypoints 1 and 25.Define the Type of ElementPreprocessor > Element Type > Add/Edit/Delete...For this problem we will use the BEAM3 (Beam 2D elastic) element. This element has 3 degrees offreedom (translation along the X and Y axes, and rotation about the Z axis).6.Define Real ConstantsPreprocessor > Real Constants... > Add...In the 'Real Constants for BEAM3' window, enter the following geometric properties:i.Cross-sectional area AREA: 100ii.Area moment of inertia IZZ: 833.333iii.Total Beam Height HEIGHT: 10This defines a beam with a height of 10 mm and a width of 10 mm.7.Define Element Material PropertiesPreprocessor > Material Props > Material Models > Structural > Linear > Elastic > IsotropicIn the window that appears, enter the following geometric properties for steel:i.Young's modulus EX: 200000ii.Poisson's Ratio PRXY: 0.38.Define Mesh SizePreprocessor > Meshing > Size Cntrls > ManualSize > Lines > All Lines...For this example we will specify an element edge length of 10 mm (10 element divisions along theline).9.Mesh the framePreprocessor > Meshing > Mesh > Lines > click 'Pick All'LMESH,ALLSolution Phase: Assigning Loads and Solving1.Define Analysis TypeSolution > Analysis Type > New Analysis > StaticANTYPE,02.Activate prestress effectsTo perform an eigenvalue buckling analysis, prestress effects must be activated.{You must first ensure that you are looking at the unabridged solution menu so that you can selectAnalysis Options in the Analysis Type submenu. The last option in the solution menu will eitherbe 'Unabridged menu' (which means you are currently looking at the abridged version) or 'Abriged Menu' (which means you are looking at the unabridged menu). If you are looking at the abridgedmenu, select the unabridged version.{Select Solution > Analysis Type > Analysis Options{In the following window, change the [SSTIF][PSTRES] item to 'Prestress ON', which ensures thestress stiffness matrix is calculated. This is required in eigenvalue buckling analysis.3.Apply ConstraintsSolution > Define Loads > Apply > Structural > Displacement > On KeypointsFix Keypoint 1 (ie all DOF constrained).4.Apply LoadsSolution > Define Loads > Apply > Structural > Force/Moment > On KeypointsThe eignenvalue solver uses a unit force to determine the necessary buckling load. Applying a load other than 1 will scale the answer by a factor of the load.Apply a vertical (FY) point load of -1 N to the top of the beam (keypoint 2).The applied loads and constraints should now appear as shown in the figure below.5.Solve the SystemSolution > Solve > Current LSSOLVE6.Exit the Solution processorClose the solution menu and click FINISH at the bottom of the Main Menu.FINISHNormally at this point you enter the postprocessing phase. However, with a buckling analysis you must re-enter the solution phase and specify the buckling analysis. Be sure to close the solution menu and re-enter it or the buckling analysis may not function properly.7.Define Analysis TypeSolution > Analysis Type > New Analysis > Eigen BucklingANTYPE,18.Specify Buckling Analysis Options{Select Solution > Analysis Type > Analysis Options{Complete the window which appears, as shown below. Select 'Block Lanczos' as an extractionmethod and extract 1 mode. The 'Block Lanczos' method is used for large symmetric eigenvalueproblems and uses the sparse matrix solver. The 'Subspace' method could also be used, however ittends to converge slower as it is a more robust solver. In more complex analyses the Block Lanczos method may not be adequate and the Subspace method would have to be used.9.Solve the SystemSolution > Solve > Current LSSOLVE10.Exit the Solution processorClose the solution menu and click FINISH at the bottom of the Main Menu.FINISHAgain it is necessary to exit and re-enter the solution phase. This time, however, is for an expansion pass.An expansion pass is necessary if you want to review the buckled mode shape(s).11.Expand the solution{Select Solution > Analysis Type > Expansion Pass... and ensure that it is on. You may have toselect the 'Unabridged Menu' again to make this option visible.{Select Solution > Load Step Opts > ExpansionPass > Single Expand > Expand Modes ...{Complete the following window as shown to expand the first mode12.Solve the SystemSolution > Solve > Current LSSOLVEPostprocessing: Viewing the Results1.View the Buckling LoadTo display the minimum load required to buckle the beam select General Postproc > List Results> Detailed Summary. The value listed under 'TIME/FREQ' is the load (41,123), which is inNewtons for this example. If more than one mode was selected in the steps above, thecorresponding loads would be listed here as well./POST1SET,LIST2.Display the Mode Shape{Select General Postproc > Read Results > Last Set to bring up the data for the last modecalculated.{Select General Postproc > Plot Results > Deformed ShapeCommand File Mode of SolutionThe above example was solved using a mixture of the Graphical User Interface (or GUI) and the command language interface of ANSYS. This problem has also been solved using the ANSYS command language interface that you may want to browse. Open the file and save it to your computer. Now go to 'File > Read input from...' and select the file.Non-Linear Buckling AnalysisEnsure that you have completed the NonLinear Tutorial prior to beginning this portion of the tutorial Preprocessing: Defining the Problem1.Open preprocessor menu /PREP72.Give example a TitleUtility Menu > File > Change Title ... /TITLE, Nonlinear Buckling Analysis3.Create Keypoints Preprocessor > Modeling > Create > Keypoints > In Active CSK,#,X,YWe are going to define 2 keypoints (the beam vertices) for this structure to create a beam with a length of 100 millimeters:4.Define Lines Preprocessor > Modeling > Create > Lines > Lines > Straight LineCreate a line between Keypoint 1 and Keypoint 2. L,1,25.Define Element TypesPreprocessor > Element Type > Add/Edit/Delete...For this problem we will use the BEAM3 (Beam 2D elastic) element. This element has 3 degrees of freedom (translation along the X and Y axis's, and rotation about the Z axis). With only 3 degrees of freedom, the BEAM3 element can only be used in 2D analysis.6.Define Real ConstantsPreprocessor > Real Constants... > Add...In the 'Real Constants for BEAM3' window, enter the following geometric properties: i.Cross-sectional area AREA: 100ii.Area Moment of Inertia IZZ: 833.333 iii.Total beam height HEIGHT: 10This defines an element with a solid rectangular cross section 10 x 10 millimeters.7.Define Element Material Properties Keypoint Coordinates (x,y)1(0,0)2(0,100)Preprocessor > Material Props > Material Models > Structural > Linear > Elastic > IsotropicIn the window that appears, enter the following geometric properties for steel:i.Young's modulus EX: 200e3ii.Poisson's Ratio PRXY: 0.38.Define Mesh SizePreprocessor > Meshing > Size Cntrls > Lines > All Lines...For this example we will specify an element edge length of 1 mm (100 element divisions along theline).ESIZE,19.Mesh the framePreprocessor > Meshing > Mesh > Lines > click 'Pick All'LMESH,ALLSolution: Assigning Loads and Solving1.Define Analysis TypeSolution > New Analysis > StaticANTYPE,02.Set Solution Controls{Select Solution > Analysis Type > Sol'n Control...The following image will appear:Ensure the following selections are made under the 'Basic' tab (as shown above)A.Ensure Large Static Displacements are permitted (this will include the effects of largedeflection in the results)B.Ensure Automatic time stepping is on. Automatic time stepping allows ANSYS to determineappropriate sizes to break the load steps into. Decreasing the step size usually ensures better accuracy, however, this takes time. The Automatic Time Step feature will determine anappropriate balance. This feature also activates the ANSYS bisection feature which willallow recovery if convergence fails.C.Enter 20 as the number of substeps. This will set the initial substep to 1/20 th of the totalload.D.Enter a maximum number of substeps of 1000. This stops the program if the solution doesnot converge after 1000 steps.E.Enter a minimum number of substeps of 1.F.Ensure all solution items are writen to a results file.Ensure the following selection is made under the 'Nonlinear' tab (as shown below)A.Ensure Line Search is 'On'. This option is used to help the Newton-Raphson solver converge.B.Ensure Maximum Number of Iterations is set to 1000NOTEThere are several options which have not been changed from their default values. For more information about these commands, type help followed by the command into the command line.3.Apply ConstraintsSolution > Define Loads > Apply > Structural > Displacement > On KeypointsFix Keypoint 1 (ie all DOFs constrained).4.Apply LoadsSolution > Define Loads > Apply > Structural > Force/Moment > On KeypointsPlace a -50,000 N load in the FY direction on the top of the beam (Keypoint 2). Also apply a -250 N load in the FX direction on Keypoint 2. This horizontal load will persuade the beam to buckle at the minimum buckling load.The model should now look like the window shown below.5.Solve the SystemSolution > Solve > Current LSSOLVEThe following will appear on your screen for NonLinear AnalysesThis shows the convergence of the solution.General Postprocessing: Viewing the Results1.View the deformed shape{To view the element in 2D rather than a line: Utility Menu > PlotCtrls > Style > Size and Shapeand turn 'Display of element' ON (as shown below).{General Postproc > Plot Results > Deformed Shape... > Def + undeformed PLDISP,1{View the deflection contour plotGeneral Postproc > Plot Results > Contour Plot > Nodal Solu... > DOF solution, UYPLNSOL,U,Y,0,1Other results can be obtained as shown in previous linear static analyses.Time History Postprocessing: Viewing the ResultsAs shown, you can obtain the results (such as deflection, stress and bending moment diagrams) the same way you did in previous examples using the General Postprocessor. However, you may wish to view time history results such as the deflection of the object over time.1.Define Variables{Select: Main Menu > TimeHist Postpro. The following window should open automatically.If it does not open automatically, select Main Menu > TimeHist Postpro > Variable Viewer{Click the add button in the upper left corner of the window to add a variable.{Double-click Nodal Solution > DOF Solution > Y-Component of displacement (as shownbelow) and click OK. Pick the uppermost node on the beam and click OK in the 'Node for Data'window.{To add another variable, click the add button again. This time select Reaction Forces > Structural Forces > Y-Component of Force. Pick the lowermost node on the beam and click OK.{On the Time History Variable window, click the circle in the 'X-Axis' column for FY_3. This willmake the reaction force the x-variable. The Time History Variables window should now look likethis:2.Graph Results over Time{Click on UY_2 in the Time History Variables window.{Click the graphing button in the Time History Variables window.{The labels on the plot are not updated by ANSYS, so you must change them manually. SelectUtility Menu > Plot Ctrls > Style > Graphs > Modify Axes and re-label the X and Y-axisappropriately.The plot shows how the beam became unstable and buckled with a load of approximately 40,000 N,the point where a large deflection occured due to a small increase in force. This is slightly less thanthe eigen-value solution of 41,123 N, which was expected due to non-linear geometry issuesdiscussed above.Command File Mode of SolutionThe above example was solved using a mixture of the Graphical User Interface (or GUI) and the command language interface of ANSYS. This problem has also been solved using the ANSYS command language interface that you may want to browse. Open the file and save it to your computer. Now go to 'File > Read input from...' and select the file.。

Calculating the buckling strength of steel plates exposed to fire

Calculating the buckling strength of steel plates exposed to fire

Calculating the buckling strength of steel plates exposed tofireSpencer E.Quiel a,Ã,Maria E.M.Garlock ba Hinman Consulting Engineers,225Reinekers Lane,Suite250,Alexandria,VA22314,USAb Department of Civil and Environmental Engineering,Princeton University,Princeton,NJ,USAa r t i c l e i n f oArticle history:Received29October2009Received in revised form9April2010Accepted12April2010Available online18May2010Keywords:Plate bucklingSteelFirea b s t r a c tThe local buckling capacity offire-exposed steel cross sections is affected by the reduction in strengthand stiffness associated with an increase in steel ing a stress-based approach,simplecontinuous equations that account for these reductions are proposed in this paper to calculate theultimate strength of thin steel plates(i.e.idealized webs andflanges)at elevated temperature.Calculations made using the proposed equations show good agreement with computational results for arange of temperatures,boundary conditions,and loading parisons with the results ofpreviously published experiments show that the proposed approach provides a conservative predictionof experimentally measured buckling strengths of heated steel sections with thin plates.The proposedequations for calculating ultimate plate strength at elevated temperature offer a significantimprovement over current AISC methods,which do not include an explicit temperature-basedreduction of buckling capacity.The proposed equations are also a slight improvement over currentEurocode methods,which may become discontinuous for smaller values of plate slenderness.Theproposed approach also has greater similarity to current North American standards than those ofEurocode.&2010Elsevier Ltd.All rights reserved.1.IntroductionLocal buckling is a concern for structural steel members incompression because they are composed of thin plates.Depend-ing on their slenderness,these plates may buckle before thesection reaches its plastic or overallflexural buckling capacityunder load,thus reducing the ultimate strength.Underfireconditions,the strength and stiffness of steel will be reduced,and the stress–strain relationship of steel will become increas-ingly non-linear with increasing temperature.These changes inthe material properties of steel will affect the local bucklingcapacity of the plates in a steel cross section subject tofireand must be accounted for in the design of steel members toresistfire.Previous research by Ranby[1]and Takagi and Deierlein[2]has indicated that local buckling infire-exposed steel sectionsbefore the onset of plasticity is critical for roughly the sameslenderness ranges as at ambient pact steelplates may also experience local buckling once a plastic limit stateis reached and plastic strains rapidly increase.Local buckling inthis case is achieved due to strain hardening effects[3].Fire testsof axially loaded steel columns underfire by Yang et al.[4]demonstrated local buckling in compact columns that wereloaded beyond their yield strength.Similarly,an experimentalstudy by Dharma and Tan[5]of unrestrained steel beams subjecttofire showed that local buckling of theflange and web inbending emerged after the plastic moment capacity was reached.Post-plastic local buckling,though not a primary concern for limitstate design at ambient temperature,permanently alters asection’s load-bearing capabilities and is a concern forfire-exposed steel frames.Fire-exposed members may develop plastichinges due to the resistance of thermal expansion,and post-plastic local buckling will alter the load-bearing characteristics ofthese members during and afterfire exposure.Although futurework is needed to develop design guidance for post-plastic localbuckling of heated steel sections,this study addresses localbuckling prior to the onset of plasticity.The design of steel structures at elevated temperature asspecified by AISC’s steel construction manual[6]and theEurocode[7,8]currently uses stress-based methods to calculatethe ultimate strength of plates for local buckling infire-exposedsections.The AISC provisions specify that methods similar tothose used for design at room temperature be used for design atelevated temperature with the inclusion of reduction factorsfor strength and stiffness.Based on experimental studies byAla-Outinen and Myllym¨aki[9]and Ranby[1],Eurocode specifiesan effective-width local buckling approach similar to that used fordesign at room temperature,which assumes a value for yieldstrength according to0.2%plastic strain.Although the AISC andthe Eurocode approaches account for temperature-inducedreductions of yield strength and stiffness,each has some limita-tions in accounting for a non-linear stress–strain relationship atContents lists available at ScienceDirectjournal homepage:/locate/twsThin-Walled Structures0263-8231/$-see front matter&2010Elsevier Ltd.All rights reserved.doi:10.1016/j.tws.2010.04.001ÃCorresponding author.Tel.:+17034166780;fax:+17038364423.E-mail address:squiel@(S.E.Quiel).Thin-Walled Structures48(2010)684–695high temperature.These limitations may lead to inaccurate estimations of ultimate strength at elevated temperature depend-ing on the slenderness of the plate.Knobloch and Fontana[10]recently developed a strain-based approach to calculate the ultimate strength of steel plates exposed tofire that accounts for steel’s material non-linearities at high ing an effective-width method similar to that already used by the Eurocode,their approach includes a modification to the value of plate slenderness that accounts for the effects of plastic strain beyond the proportional limit and prior to yield.The novel strain-based approach provides an accurate and conservative estimate of ultimate plate strength at high temperatures.However,the strain-based modification of plate slenderness is developed empirically from results offinite-element modeling,and the expressions change for various ranges of strain at each increment of temperature.A generalized, consistent formulation of this approach for a wide range of temperature and strain is currently unavailable but is stated to be in development[10].This paper proposes a new generalized approach to calculate the ultimate strength of steel plates at elevated temperature due to local buckling prior to the onset of plasticity.This approach modifies existing stress-based methods specified by AISC[6]and Eurocode[7,8]to account for steel material non-linearities at high temperature as well as reductions of strength and stiffness.A parametric study of ultimate plate strength was performed via finite-element analysis of individual plates to obtain strength putational analyses considered a wide range of slenderness ratios over a range of temperatures for a variety of boundary conditions,initial imperfections,and compressive loading scenarios.The proposed method is validated by compar-ison to these curves,and comparisons are also made to the capacity calculated using AISC and Eurocode standards.Additional validation is provided by using the proposed approach to calculate the buckling strength of several thin-plate steel sections whose buckling strength underfire was measured experimentally and published by other researchers.This approach is believed to be amenable to the current state of practice because its form is similar to existing methods and ultimate strength can be calculated for plates with a wide range of temperature,loading and boundary conditions.2.Existing approachesTypical sections used for steel framed construction(such as wide-flanged shapes,channels,tubes,and angles)are composed of stiffened and unstiffened thin plates that,depending on their slenderness,may be susceptible to local buckling under axial compression prior to the onset of plasticity.Stiffened plate elements are supported on both longitudinal edges parallel to the direction of axial compression loading,whereas unstiffened plates are supported on only one edge.Fig.1shows the buckled shape of both plate types.Existing methods used to calculate ultimate strength for both plate types at ambient and elevated temperature according to AISC and Eurocode,upon which the new approach will be based,are discussed below.2.1.Local buckling at ambient temperatureElastic local buckling of plates at ambient temperature that have no initial imperfection is governed by Euler’s equation:F cr¼k p2E12ð1Àm2Þðb=tÞð1Þwhere k is the buckling coefficient,m is Poisson’s ratio(m¼0.3for steel),E is Young’s modulus,and b/t is the width-to-thickness ratio.The ratio of critical strength to yield strength can also be conveniently expressed in terms of the non-dimensional slender-ness ratio,l cF cry¼1lcð2Þwherel c¼ffiffiffiffiffiffiF yF crs¼ffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffi12ð1Àm2Þðb=tÞ2F yk p2Esð3Þand F y is the yield strength.Although AISC uses the width-to-thickness ratio b/t in its calculations of ultimate strength,this study will use the non-dimensional slenderness ratio l c,as does the Eurocode,in order to derive expressions that are normalized with regard to the buckling coefficient and yield strength.For stiffened elements,the AISC specifications calculate post-buckling ultimate strength using an effective width,b e,approach [6].Fig.2shows the transformation of the actual stress distribution that develops along the width of a buckled stiffened plate to an equivalent effective width over which maximum stress is considered uniform.Equations to solve for b e are provided in the AISC manual.For theflanges of hollow box sectionsForbt41:40ffiffiffiffiffiEF ys,b e¼1:91tffiffiffiffiffiEF ys1À0:38b=tffiffiffiffiffiEF ys!ð4ÞFor the webs of wide-flanged sections and other stiffened compression elementsForbt41:49ffiffiffiffiffiEF ys,b e¼1:91tffiffiffiffiffiEF ys1À0:34b=tffiffiffiffiffiEF ys!ð5ÞThese two equations are derived from expressions for ultimate plate strength originally proposed by Winter[11].The difference between them accounts for the different boundary conditions ofFig.1.Deflected shape of(a)stiffened and(b)unstiffened plate.S.E.Quiel,M.E.M.Garlock/Thin-Walled Structures48(2010)684–695685the plates in each section,which affects the value of k .AISC assumes the flanges of hollow box sections to have k ¼4(i.e.essentially pinned as presented in Case 1in Table 1)and assumes the webs of wide-flanged sections to have k ¼5(i.e.in between Cases 1and 2in Table 1)[12].Eqs.(4)and (5)can be rewritten as a more generalized equation in which the buckling coefficient is a variable and the effective width is normalized by the actual width of the plate:b e b ¼1:91ðb =t ÞffiffiffiffiffiE F y s 1À0:76ðb =t Þffiffiffik p ffiffiffiffiffiEF ys !ð6ÞAISC modifies the strength equations of columns with slenderelements by a Q -factor.Q equals Q a times Q s ,where Q a represents the effective area of the section (calculated using b e of the stiffened elements)divided by the gross area and Q s is related to unstiffened elements as will be discussed later.For a single plate,Q a ¼b e /b .Assuming that the maximum stress,F max in Fig.2,equals F y ,and the critical plate buckling stress of the plate equals Q a times F max ,then Q a ¼b e /b ¼F cr /F y of the plate.Substituting Eq.(3),rearranged in terms of b/t ,into Eq.(6)nets the following expression in terms of l c :b e b ¼F cr F y plate ¼2lc ffiffiffikp 1À0:80k l c ð7ÞFor the case of a stiffened plate with both sides pinned (k ¼4),Eq.(7)reduces to the following equation:b e b ¼F cr F y plate ¼1lc 1À0:20l c ð8ÞEurocode uses a similar approach based on Eqs.(3)and (8)to calculate the post-buckling ultimate strength of stiffened steel plates in compression [8].An additional term (c )is included to allow for linearly varying stress along the width of the plate (as in Case 3in Table 1):For l c 40:673and ð3þc Þ40,b e b ¼F cr F y plate ¼1lc 1À0:055ð3þc Þl cð9ÞDimensionless variable c equals the ratio F 2/F 1as presented inTable 1for several linear stress distributions.For the case of c ¼1.0,the numerator in the second term in parentheses in Eq.(9)equals 0.22,which is close to 0.20term in Eq.(8).For unstiffened elements,AISC specifies a transformation of the actual post-buckling stress distribution shown in Fig.3to an equivalent uniform distribution of average stress over the width of the plate.AISC equations for the ultimate strength of unstiffened plates involve a piecewise calculation of inelastic and elastic response.The equations for strength are based on Q s ,which represents the average stress divided by the maximum stress (see the AISC case in Fig.3)and is approximately equal to F cr /F y .AISC assumes the flanges of single angles to have k ¼0.425(i.e.pinned)and assumes the flanges of wide-flanged sections to have k ¼0.7(i.e.one-third between pinned and fixed)[12].Our proposed equations,which are discussed in Section 4,are based on the effective width method (as opposed to the average stress method)for both stiffened and unstiffened plates,and therefore we will not show the AISC equations for unstiffened plates here,but the reader can refer to [6].The Eurocode approach for calculating the ultimate strength of unstiffened elements is similar to that used for stiffened elements,specifying an effective width over which maximum stress is considered uniform (as shown in Fig.3):For l c 40:748,b e b ¼F cr F y plate ¼1l c 1À0:188l cð10Þ=F maxACTUAL AISC, EC3Fig.2.Transformation of the actual stress distribution for a stiffened plate.Table 1Loading and boundary conditions of compressed steel plates consideredfor this study.Caseno.Loading and boundariesBucklingcoefficient,kc ¼F 2/F 1Stiffened14.00 1.02 6.97 1.03 5.290.5Unstiffened 40.425 1.05 1.277 1.060.48250.570.6880.5=ORF maxACTUAL F AISC F maxEC3Fig.3.Transformation of the actual stress distribution for an unstiffened plate.S.E.Quiel,M.E.M.Garlock /Thin-Walled Structures 48(2010)684–695686Neither Eurocode nor the AISC manual accounts for cases in which unstiffened compression elements experience a linearly varying stress distribution across their width (as in Cases 6and 7in Table 1).2.2.Local buckling at elevated temperatureAt elevated temperatures,steel will undergo a reduction of strength and stiffness,and its stress–strain relationship will become increasingly non-linear.Fig.4shows a plot of the reduction factors of yield strength (k y,T ),Young’s modulus (k E,T ),and the proportional limit (k p,T )versus temperature according to Eurocode [7].Reductions in strength and stiffness,coupled with the development of inelastic behavior at stresses beyond the proportional limit,will affect the ultimate strength of plates in fire-exposed steel sections to resist local buckling.The current AISC approach for calculating the ultimate buckling strength of steel plates at elevated temperature is the same as that used for ambient temperature design except that temperature-dependent reduction factors are applied to both yield strength and Young’s modulus [6].The non-dimensional slenderness at elevated temperature,l c,T ,is therefore calculated asl c ,T ðAISC Þ¼ffiffiffiffiffiffiffiffiffiffiffiffiF y k y ,T F cr ,T s ¼ffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffi12ð1Àm 2Þðb =t Þ2F y k y ,Tk p 2Ek E ,T s ð11ÞNo further reduction factors are specified for the calculationsof effective width,b e ,and therefore also F cr /F y of the plate (Eqs.(4)–(8)for example)or Q a .Eurocode uses a similar approach for calculating l c,T ,except that the proof stress at 0.2%plastic strain,F 0.2,is substituted for yield strength [8]l c ,T ðEurocode Þ¼ffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiF 0:2k 0:2,T F cr ,T s ¼ffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffi12ð1Àm 2Þðb =t Þ2F 0:2k 0:2,Tk p 2Ek E ,T s ð12ÞFig.4also shows a plot of reduction factor k 0.2,T versustemperature according to Eurocode [7]and it shows that the values are smaller than k y,T .The figure also plots k 0.2,T /k y ,T versus temperature and shows this ratio to be on average about 0.7.Since F max in Fig.2is now assumed to be F 0.2instead of F y ,Eqs.(9)and (10)should be multiplied by k 0.2,T /k y ,T to obtain values of (F cr /F y )plate ,T .For stiffened elementsFor l c 40:673,F cr F y plate ,T ¼k 0:2,T k y ,T 1l c ,T 1À0:055ð3þc Þl c ,Tð13ÞFor unstiffened elements For l c 40:748,F cr F y plate ,T ¼k 0:2,T k y ,T 1l c ,T 1À0:188l c ,T ð14Þparison of existing approachesFig.5shows a comparison of the AISC and Eurocode models forboth stiffened and unstiffened plates with pinned boundary conditions and uniform compression at ambient temperature,300and 6001C.Note that the value of F y used to normalize each curve corresponds to the steel temperature represented by that curve.The AISC and Eurocode plots are produced using the theoretical values of k (as presented in Table 1)in the equations for l c ,l c ,T and b e /b (Eqs.(7)–(14)).In the case of unstiffened plates based on AISC,the equations in the specification are also used (or modified)with theoretical values of k ,just as was described for stiffened elements.For the stiffened plate (Fig.5(a)),both models produce a nearly identical prediction of ultimate plate strength at ambient temperature.As the steel temperature increases,the Eurocode curves decrease in magnitude according to reduction factor k 0:2,T =k y ,T .The AISC approach,however,does not account for any additional temperature-based reduction beyond the application of reduction factors to l c (Eq.(11)),and thus its ultimate strength curves vary little with increasing temperature.This will be shown later in this study to be an unconservative prediction.Fig.5(b)also shows a similar temperature-slenderness relationship for the unstiffened plate based on the Eurocode and AISC methods.The shape of the ultimate strength curves for each approach is different mainly because Eurocode calculates capacity with an effective width calculation and AISC uses an average stress ing one set of curves over the other may be conservative or unconservative depending on the range of slenderness considered.The accuracy to which each approach calculates the ultimate strength of unstiffened plates will be evaluated later in this study.Note that the Eurocode curves for elevated temperature in Fig.5experience a sudden discontinuity (cutoff)at l c ,T ¼0.673for stiffened plates and at l c ,T ¼0.748for unstiffened plates.This sudden change in predicted strength at elevated temperature is used by Eurocode because the solution of Eqs.(13)and (14)may be discontinuous when k 0:2,T =k y ,T is o 1.In other words,the maximum value of the solution may never reach a value of F cr /F y ¼1unless a cutoff is enforced,as shown in Fig.5.It will be shown later in this study that the vertical cutoff at l c ,T ¼0.673or 0.748unconservatively approximates the inelastic range of ultimate plate strength,and this limitation will be addressed by a new approach proposed in this study for calculating the ultimate strength of thin steel plates at elevated temperature.3.Parametric computational studyA series of computational analyses were conducted to generate ultimate strength curves for thin steel plates under axial compression at elevated temperature.These curves were used to evaluate the accuracy of both the AISC and Eurocode approaches to calculating the ultimate strength of steel plates.00.10.20.30.40.50.60.70.80.91Temperature (°C)R e d u c t i o n F a c t o rFig.4.Temperature-based reduction factors according to Eurocode [7].S.E.Quiel,M.E.M.Garlock /Thin-Walled Structures 48(2010)684–695687The results of the computational study were then used to calibrate a new approach that addresses the aforementioned shortcomings of the existing codified approaches.Non-linear structural analysis of shell-element models repre-senting stiffened and unstiffened plates as shown in Fig.1was performed using SAFIR,a software specifically designed for the analysis of structures exposed to fire [13].Validation of the SAFIR shell element and its ability to model local buckling is provided by Talamona and Franssen [14].For this study,each shell element was modeled with four integration points over their area and four integrations points through their depth.The plates were modeled with a square discretization scaled to 10%of the plate width,b .The length of the modeled plates was scaled according to the aspect ratio of the lowest buckling mode.Steel material properties at elevated temperature,including a non-linear stress–strain relationship,were based on Eurocode [7].Table 1presents the loading and boundary conditions of the seven loading and boundary condition cases considered for this study.The loaded edges on each end of the plate were modeled as teral and out-of-plane translation of supported edges parallel to the direction of loading was restrained.For each case,a series of analyses were conducted for a range of width-to-thickness ratios over a range of temperatures relevant to design as well as at ambient temperature.In each analysis,shell elements were modeled with uniform temperature,and axial compression loads were linearly increased until the analysis terminated.At this point,the plate had reached either its ultimate local buckling load or its plastic capacity,depending on its slenderness.An algorithm written in Matlab,a commonly available mathematical software package,was used to batch these series of analyses and efficiently collect the computational results needed to construct ultimate strength curves for each plate case presented in Table 1.3.1.Residual stressesResidual stresses will have a non-negligible influence on the local buckling of thin plates in hot-rolled steel sections at ambient temperature.Their effects on ambient temperature design are accounted for by both AISC [12]and Eurocode [15]standards.However,relaxation of initial residual stresses is likely to occur when a steel member is exposed to fire due to an increase in steel temperature [16].In an experimental study of the strength of wide-flanged steel columns at elevated temperature,Yang et al.[4]noted that residual stresses had significantly less effect on local and global buckling failure modes than at ambient temperature.A computational study by Heidarpour and Bradford [17]demonstrated similar behavior regarding the ultimate strength of flanges in hot-rolled steel sections subject to fire.In that study,flanges were modeled both with and without residualstress patterns commonly found in wide-flanged sections at ambient temperature,and analysis of both models at elevated temperature produced similar predictions of ultimate strength.In light of the results of these previous studies among others,residual stresses were not included in computational shell-element models of stiffened and unstiffened plates in this study.3.2.Initial imperfectionsComputational analyses performed for this study accounted for the effects of initial geometric imperfections on the ultimate strength of plates.Sinusoidal initial imperfections were modeled as having the same wavelength as the lowest buckling mode obtained from linear analysis of the plate at ambient temperature.The shape of the lowest buckling mode will be relatively unchanged at elevated temperature [18]and was used to obtain a worst case estimate for plate strength.Fig.6shows initial imperfections for a stiffened and unstiffened plate with pinned boundary conditions and an aspect ratio,a /b ,equal to five.In a study of steel plate buckling at ambient temperature,Hancock [19]used 10%of the plate thickness (t )as an upper bound of initial imperfection,d ,for stiffened elements.Assuming that an adjacent web and flange interface at a right angle,the flange imperfection corresponding to this initial imperfection at the web centerline,considering the geometry of a typical hot-rolled section,would be 1.56*0.1t [19].In a combined experi-mental and numerical investigation of steel hollow box columns exposed to fire,Ala-Outinen and Myllym¨aki [9]reported that using a maximum magnitude of initial imperfection,d ,equal to the width,b ,divided by 200produced good agreement between computational and experimental results.Kaitila [20]recom-mended the same maximum value in a study of local buckling in channel shapes at elevated temperature.Feng et al.[21]conducted a sensitivity study of the effect of initial imperfection magnitude on the ultimate strength of steel hollow box columns at elevated putational analyses of the same sections considered by Ala-Outinen and Myllym¨aki [9]were performed for a range of temperatures and column lengths.In Feng et al.’s study,initial imperfections were modeled as having the same shape as the lowest buckling mode,and maximum initial imperfections of b /200and 0.1t (recom-mended by the aforementioned studies)were considered as baseline cases.The difference in ultimate strength between these two cases did not exceed 6%.Computational analysis by Feng et al.of columns with local imperfections of half or twice the value of b /200produced a difference of o 10%of the baseline cases.Analysis of columns with an imperfection of 0.5t ,a significant increase in the magnitude of the second baseline case,produced a decrease in predicted ultimate strength of approximately 15%.0.10.20.30.40.50.60.70.80.910F c r /F yAISC 00.10.20.30.40.50.60.70.80.91F c r /F yAISC λc,Tλc,T0.51 1.522.5Fig.5.Ultimate strength of (a)stiffened and (b)unstiffened plates according to AISC [6]and Eurocode [7,8].S.E.Quiel,M.E.M.Garlock /Thin-Walled Structures 48(2010)684–695688Based on the results of all these studies on imperfections,ouranalyses consider initial imperfection magnitudes of both b /200and 0.1t for comparison.4.Proposed approachA new stress-based approach is proposed for calculating the ultimate strength of stiffened and unstiffened steel plates under compression at elevated temperature.A summary of the proposed equations is presented in Table 2.Eqs.(15)and (16)represent the case of uniform loading and pinned end conditions (i.e.k ¼4.0and 0.425for stiffened and unstiffened plates,respectively),where l c ,T is calculated according to Eq.(11).Eqs.(15)and (16)can be modified to account for the effect of boundary conditions by making k a variable,as shown in Eqs.(17)and (18).In Eqs.(19)and (20),modifications are made to Eqs.(17)and (18)to account for a linearly varying stress distribution across the width of stiffened and unstiffened plates (i.e.the plate experi-ences a combination of axial load and linear bending).The modifications based on c in Eqs.(19)and (20)were derived by calibrating against the strength curves obtained via computa-tional analysis of plates with linearly varying stress distributions.These expressions calculate ultimate strength using an effective width method similar to those originally proposed by Winter [11]and implemented by AISC [6]and Eurocode [8].The form of Eqs.(15)–(20)is kept similar to those of codified standards for consistency but includes the temperature-based modification ffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffik p ,T =k y ,T p .These new expressions are continuous functions that can be calculated for any ratio of b e /b o 1,an advantage over the Eurocode equations which include adiscontinuity at l c,T ¼0.673(for stiffened elements)or 0.748(for unstiffened elements)to reach b e /b ¼1.The proposed approach includes a similar reduction of ultimate plate strength as that prescribed by Eurocode.A plot of ffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffiffik p ,T =k y ,T p as a function of temperature in Fig.4shows that this proposed reduction factor used in Eqs.(15)–(20)produces a similar reduction of ultimate strength as the k 0:2,T =k y ,T factor used in Eurocode.The proposed reduction allows the user to avoid using the 0.2%plastic strain concept,which is not used in the AISC specifications for calculating the ultimate strength of plates [6]putational validation of the proposed approach In the following sections,ultimate plate strength curves calculated using the proposed approach are compared to those obtained from the parametric computational study,the results of which were used to calibrate the proposed par-isons are also made with corresponding plate strength curves calculated according to AISC and Eurocode.Both uniform stress (Eqs.(15)–(18))and linearly varying stress (Eqs.(19)and (20))distributions along the width of the plate are considered.5.1.Uniform stress distributionFig.7shows the ultimate plate strength curves for a stiffened plate with pinned ends and uniform stress distribution along its width for a wide range of temperatures relevant to design.Before proceeding to the analysis of plates at elevated temperature,ultimate plate strength at ambient temperature is examined.Fig.7(a)shows good agreement between the capacity calculated using Eq.(14)at ambient temperature (i.e.T r 1001C)markedFig.6.Shape of initial imperfections for (a)pinned stiffened plate and (b)fixed unstiffened plate with a /b ¼5.Table 2S.E.Quiel,M.E.M.Garlock /Thin-Walled Structures 48(2010)684–695689。

外文翻译中英文——预应力混凝土建筑

外文翻译中英文——预应力混凝土建筑

外文资料:Prestressed Concrete BuildingsPrestressed concrete has been widely and successfully applied to building construction of all types.Both precast pretensioned members and cast-tensioned structures are extensively employed,sometimes in competition with one another, most effectively in combination wit each other.Prestressed concrete offers great advantages for incorporation in a totalaspects of these, that is, structure plus other building. It is perhaps the “integrative”functions,which have made possible the present growth in use of prestressed concrete buildings.These advantages include the following:Structural strength; Structure rigidity;Durability;Mold ability,into desired forms and shapes;Fire resistance;Architectural treatment of surfaces;Sound insulation;Heat insulation; Economy; Availability, through use of local materials and labor to a high degree.Most of the above are also properties of conventionally reinforced concrete. Presrressing,however,makes the structural system more effective by enabling elimination of the technical of difficulty,e.g.,cracks that spoil the architectural treatment.Prestressing greatly enhance the structure efficiency and economy permitting longer spans and thinner elements.Above all,it gives to the architect-engineer a freedom for variation and an ability to control behavior under service conditions.Although prestressed concrete construction involves essentially the same consideration and practices as for all structures, a number of special points require emphasis or elaboration.The construction engineer is involved in design only to a limited extent. First,he muse be able to furnish advice to the architect and engineer on what can he done. Because of his specialized knowledge of techniques relating to prestressed concrete construction, he supplies a very needed service to the architect-engineer.Second, the construction engineer may be made contractually responsible for the working drawings;that is,the layout of tendons,anchorage details,etc.It is particularly important that he gives careful attention to the mild steel and concrete details to ensure these are compatible with his presressing details.Third, the construction engineer is concerned with temporary stresses, stresses at release, stresses in picking, handling and erection, and temporary condition prior to final completion of the structure, such as the need of propping for a composite pour.Fourth,although the responsibility for design rests with the design engineer, nevertheless the construction engineer is also vitally concerned that the structure be successful form the point of view of structural integrity and service behavior. Therefore he will want to look at the bearing and connection details, camber, creep, shrinkage,thermal movements,durability provisions,etc.,and advise the design engineer of any deficiencies he encounters.Information on new techniques and especially application of prestressing to buildings are extensively available in the current technical literature of national and international societies.The International Federation of Prestressing(I.F.P)has attempted to facilitate the dissemination of this information by establishing a Literature Exchange Service,in which the prestressing journals of some thirty countries are regularly exchanged.In addition,an Abstract is published intermittently by I.F.P The Prestressed Concrete Institute(USA)regularly publishes a number of journals and pamphlets on techniques and applications, and proceduresare set up for their dissemination to architects and engineers as well as directly to the construction engineer. It is important that he keep abreast of these national and worldwide developments, so as to be able to recommend the latest and best that is available in the art,and to encourage the engineer to make the fullest and most effective use of prestressed concrete in their buildings.With regard to working drawings, the construction engineer must endeavor to translate the design requirements into the most practicable and economical details of accomplishment,in such a way that the completed element or structure fully complies with the design requirement;for example, the design may indicate only the center of gravity of prestressing and the effective prestress force. The working drawing will have to translate this into tendons having finite physical properties and dimensions.If the center of gravity of pre-stressing is a parabolic path then,for pre-tensioning,and approximation by chords is required,with hold-down points suitably located.The computation of pre-stress losses,form transfer stress to effective stress, must reflect the actual manufacturing and construction process used,as well as thorough knowledge of the properties of the particular aggregates and concrete mix to be employed.With post-tensioning, anchorages and their bearing plates must be laid out in their physical dimension. It is useful in the preparation of complex anchorage detail layouts to use full-scale drawings, so as to better appreciate the congestion of mild steel and anchorages at the end of the member. Tendons and reinforcing bars should be shown in full size rather than as dotted lines. This will permit consideration to be given as to how the concrete can be placed and consolidated.The end zone of both pre-tensioned and post-tensioned concrete memberssubject to high transverse or bursting stresses. These stresses are also influenced by minor concrete details,such as chamfers.Provision of a grid of small bars (sometimes heavy wire mesh is used), as close to the end of a girder as possible, will help to confine and distribute the concentrated forces. Closely spaced stirrups and/or tightly spaced spiral are usually needed at the end of heavily stressed members.Recent tests have confirmed that closeness of spacing is much more effective than increase in the size of bars. Numerous small bars, closely spaced, are thus the best solution.Additional mild-steel stirrups may also be required at hold-down points to resist the shear. This is also true wherever post-tensioned tendons make sharp bends. Practical consideration of concretion dictates the spacing of tendons and ducts. The general rules are that the clear spacing small be one-and-one-half times the maximum size of coarse aggregate. In the overall section, provision must be made for the vibrator stinger.Thus pre-stressing tendons must either be spaced apart in the horizontal plane, or, in special cases, bundled.In the vertical plane close contact between tendons is quite common.With post-tensioned ducts,however,in intimate vertical contact,careful consideration has to be given to prevent one tendon form squeezing into the adjacent duct during stressing.This depends on the size of duct and the material used for the duct.A full-scale layout of this critical cross section should be ually,the best solution is to increase the thickness ( and transverse strength ) of the duct, so that it will span between the supporting shoulders of concrete.As a last rest\ort it may be necessary to stress and grout one duct before stressing the adjacent one.This is time-consuming and runs the risks of grout blockage due to leaks from one duct to the other. Therefore the author recommendsthe use of heavier duct material,or else the respacing of the ducts.The latter,of course, may increase the prestressing force required.中文翻译:预应力混凝土建筑预应力混凝土已经广泛并成功地用于各种类型的建筑。

示范快堆中间热交换器材料316H_钢钠中老化行为研究

示范快堆中间热交换器材料316H_钢钠中老化行为研究

示范快堆中间热交换器材料316H 钢钠中老化行为研究纪琤 张金权*阮章顺 和雅洁中国原子能科学研究院 北京 102413摘要: 316H 钢是中国示范快堆中间热交换器的主要材料,随着运行时间的增加,其老化效应不断累积。

为探索316H 钢在示范快堆中间热交换器运行工况下的老化行为,此研究分别在353 ℃和535 ℃静态钠条件下对316H 钢管材和板材试样进行了1 000~8 000 h 的相容性试验,并对试验后的样品开展微观表征、腐蚀速率测量以及力学性能测试等分析。

结果显示:353 ℃条件下试样几乎不发生腐蚀现象,而在535 ℃条件下,高温加速了扩散使得材料的老化行为显著,随着试验时间的增加,材料在钠中的腐蚀转为稳态阶段。

研究表明:316H 钢在钠中的老化行为受到钠的温度、浸泡时间以及材料制造工艺等因素影响,在低氧低碳的低温钠环境中有较好的抗老化能力,在温度相对较高、时间较长的钠环境中存在老化迹象。

关键词: 316H 钢 钠冷快堆 中间热交换器 老化 腐蚀速率中图分类号: TL341文献标识码: A文章编号: 1672-3791(2024)02-0117-04Research on the Aging Behavior of 316H Steel Sodium for Intermediate Heat Exchangers of Demonstration FastReactors in SodiumJI Cheng ZHANG Jinquan *RUAN Zhangshun HE Yajie China Institute of Atomic Energy, Beijing, 102413 ChinaAbstract: 316H steel is the main material for the intermediate heat exchangers of China's demonstration fast reac‐tors. With the increase of operating time, its aging effect continues to accumulate. To explore the aging behavior of 316H steel under the operating conditions of the intermediate heat exchangers of demonstration fast reactors, this study conducted the compatibility test of 316H steel pipe and plate specimens for 1000-8000 h under the static so‐dium conditions of 353 ℃ and 535 ℃, and analyzed the microstructure characterization, corrosion rate measure‐ment and mechanical property test of the samples after the test. The results showed that there was almost no corro‐sion phenomenon on the samples under the condition of 353 ℃, andthat under the condition of 535 ℃, high temperature accelerated diffusion, resulting in the significant aging behavior of the material, and the corrosion of the material in sodium shifted to a steady-state stage with the increase of test time. The research shows that the aging behavior of 316H steel in sodium is affected by factors such as the temperature of sodium, soak time and the manu‐facturing process of the material, and that it has good anti-aging ability in the low-oxygen, low-carbon and low-DOI: 10.16661/ki.1672-3791.2309-5042-5773基金项目: 中核集团领创项目研究(项目编号:167546)。

爆破盘

爆破盘

RUPTURE DISCSThe use of a rupture disc is the most basic method of protecting apiping system from overpressurization. A rupture disc is a sacrificial component and after the disc has been ruptured during overpressurization,this component must be replaced to protect the vessel and the pipingsystem.Rupture discs are the pressure and temperature sensitive element ofnon-reclosing pressure relief devices, consisting of the rupture disc anda holder. They are designed to protect pressure systems against damagefrom excessive overpressure or vacuum by bursting at a predetermined pressure differential across the disc.The original rupture disc consisted of a plain metal sheet that wasclamped between two flanges. When exposed to pressure on one side,the disc would stretch and form a hemispherical dome before bursting.The predictability of the burst pressure, however, was poor. To improvethe predictability, rupture discs were subsequently predomed by applying pressure to one side of the disc that was higher than the normal operating pressure by some margin.The rupture disc thus produced is today’s solid-metal forward-domedrupture disc. Flat metal rupture discs have also been reengineered for lowpressure applications. Both types of rupture discs are of the tension-loadedtype in which the fluid pressure stretches the disc material as the fluidpressure increases.227228The continuing effort to raise the operating ratio of rupture discs led to the development of reverse-buckling discs. This type of disc is domed againstthe fluid pressure so that the fluid pressure introduces a compression loadon the convex side of the disc.TerminologyFor the purpose of this book, the following terms are defined below: Rupture disc device. A non-reclosing pressure relief device, consistingof rupture disc and holder, in which the rupture disc is designed to burst ata predetermined differential pressure across the disc.Rupture disc. The pressure-containing, pressure and temperature sensitive element of a rupture disc device.Forward-domed rupture disc. A rupture disc that is domed in the direction of the fluid pressure and designed to burst due to tensileforces.Reverse-buckling disc. Asafety disc that is domed against the directionof the fluid pressure and designed to buckle due to compression forces priorto bursting or to being expelled from the holder.Holder. The component of the rupture disc device that holds therupture disc around its circumference and consisting of the inlet andoutlet holder parts.Vent panel. A low-pressure venting device designed to vent the near instantaneous volumetric and pressure changes resulting from dust, gas, orvapor deflagrations.Vacuum support. A device that supports the rupture disc againstcollapse due to vacuum pressure.Back-pressure support. A device that supports the rupture disc against collapse due to superimposed back pressure.Heat shield. A device that shields the rupture disc from the heat sourcein a manner that does not interfere with the rupture disc operation.Specified temperature of rupture disc. The temperature at which the disc is rated and marked.Burst pressure. The differential pressure across the rupture disc at which the rupture disc bursts at the specified temperature.229Marked or rated burst pressure.1 The burst pressure at the specifiedtemperature that is marked on the disc tag by the manufacturer. The markedburst pressure may be any pressure within the manufacturing range, unless otherwise specified by the customer.Maximum marked burst pressure. The marked burst pressure at thetop end of the manufacturing range.Minimum marked burst pressure. The marked burst pressure at thebottom end of the manufacturing range.Burst tolerance:2 The maximum variation in burst pressure from themarked burst pressure.Manufacturing range.3 A range of pressures within which the averageburst pressure of test discs must fall to be acceptable for a particular application, as agreed between the customer and manufacturer.Performance tolerance.4 Arange of burst pressures comprising manufacturing range and burst tolerance at the specified temperature.Operating ratio. The ratio of the maximum operating pressure to aminimum burst pressureDamage ratio. The ratio of the burst pressure of the damaged rupturedisc to the burst pressure of the undamaged rupture disc.Reversal ratio. The ratio of the burst pressure of the reversedinstalled rupture disc to the burst pressure of the correctly installedrupture disc.Lot. A quantity of rupture discs made as a single group of the sametype, size, and limits of burst pressure and coincident temperature thatis manufactured from material of the same identity and properties. Deflagration. Burning that takes place at a flame speed below thevelocity of sound in the medium.Detonation. Propagation of a combustion zone at a velocity that is greater than the speed of sound in the unreacted medium.1 ASME Code (1992) Sect. VIII, Div. 1, UG 127 (a)(1)(b).2 ASME Code (1992) Sect. VIII, Div. 1, UG 127 (a)(1)(a).3 ASME Code (1992) Sect. VIII, Div. 1, UG 127 (a)(1)(a).4 ISO Standard 6718 and European Standards EN 1286-2 and 6.230Explosion. The bursting or rupture of an enclosure or a container due to the development of internal pressure from a deflagration.Application of Rupture DiscsRupture discs do not reclose after bursting. The decision to install rupture discs may therefore have important economical consequences. However, there are many applications where rupture discs are likely to perform better than pressure relief valves. These include:. Under conditions of uncontrolled reaction or rapid overpressurization in which the inertia of a pressure relief valve would inhibit the requiredrapid relief of excess pressure.. When even minute leakage of the fluid to the atmosphere cannot be tolerated at normal operating conditions.. When the fluid is extremely viscous.. When the fluid would tend to deposit solids on the underside of the pressure relief valve disc that would render the valve inoperable.. When low temperature would cause pressure relief valves to seize. Rupture discs may serve special requirements by mounting two discs in series, or in parallel, or in series with pressure relief valves1. Two discs in series:When the process fluid may corrode the first disc, causing the discsto leak, the second disc prevents the leaking fluid from escaping tothe surroundings. However, should the first disc burst prematurely,the second disc is likely to burst also.They also serve as a quick-opening device. By appropriatelychoosing the burst pressures and pressurizing the space betweenthe discs, dumping the pressure between the discs will cause thediscs to burst within milliseconds.2. Rupture disc in parallel with a pressure relief valve:Rupture discs may be used in parallel with pressure relief valvesto serve as a secondary pressure relief device that is set to protect a pressure system against overpressure excursions.3. Rupture disc in series upstream of a pressure relief valve:Rupture discs in series are used. To prevent corrosive fluid from leaking into the valve. This mayallow the valve to be made of standard construction materials.231. To prevent leakage past the disc of the pressure relief valve tothe atmosphere or vent system.. To prevent deposits from forming around the valve seat thatwould impair the operation of the pressure relief valve.. To reduce the cost of maintaining the pressure relief valve.4. Rupture disc downstream of the pressure relief valve:These discs are used to prevent corrosive fluids in the vent system entering and corroding the valve.5. Rupture discs upstream and downstream of the pressure reliefvalve:These discs are used to combine the advantages of upstream and downstream installation of rupture discs.Limitations of Rupture Discs in Liquid SystemsWhen ductile rupture discs burst in gas service, the expanding gas forces the disc open in milliseconds.Whenused in liquid service, ductile rupture discs will burst in this manner only if there is a large enough gas pocket between the liquid and the rupture disc. If rapid full opening in liquid service is required, the minimumgas volume to be maintained upstream of the rupture disc is commonly recommended to be equivalent to at least 10 diameters of pipe to which the rupture disc is connected.If the system is totally full of liquid and excess pressure is due to thermal expansion, the pressure will initially only deform the rupture disc. The resultant volume increase of the pressure system may be sufficient to initially prevent any further pressure rise. If the system pressure continuesto rise, forward-acting rupture discs become finally so highly stressed that they fail at their rated burst pressure.In the case of reverse-buckling discs, however, only a limited numberof types are capable of bursting in liquid-full systems at the rated pressure. When planning to employ reverse buckling discs in liquid full systems, the manufacturer should be consulted on the selection.Graphite rupture discs, being brittle, give instantaneously full opening upon bursting, irrespective of the type of service.Independent of the type of rupture disc, the maintenance of a gas pocket in liquid service is advantageous for other reasons. The gas pocket minimizes the pressure rise due to volume change of the liquid and dampens peak impulse loads in pulsating service, resulting in a reduction in the frequencyof disc failure.232Construction Materials of Rupture DiscsTable 6-1, Ductile Construction Materials, shows a range of ductile construction materials used for rupture discs.Table 6-1Ductile Construction MaterialsCommonly used materials Less commonly used materialsStainless steel Aluminum Tantalum PlatinumInconel Nickel Gold SilverMonel Hastelloy B and C TitaniumTitanium and Hastelloy should be selected only if there is no substitutematerial available, as both materials tend to fail prematurely due tobrittleness.Rupture discs of ductile material may also be provided with protectivecoatings or linings, as shown in Table 6-2.Table 6-2Protective Linings and CoatingsCommon protective coatings Common protective liningsFEP TFE PFA FEP TFE PFAEpoxy Vinyl Lead PolyethyleneTable 6-3 gives maximum temperatures for ductile materials, coatings,and linings.Table 6-3Recommended Maximum TemperaturesDuctile materials Coatings and liningsAluminum 125.C 260.F Lead 120.C 250.FSilver 125.C 260.F Polyvinylchloride 80.C 180.FNickel 425.C 800.F FEP 215.C 400.FMonel 425.C 800.F TFE or PFA 260.C 500.FInconel 535.C 1000.FStainless steel 480.C 900.FData on ductile materials, coatings, linings and recommended maximum temperatures courtesy of Continental Disc Corporation.233Rupture discs of brittle material are made almost entirely of graphite, although cast iron and porcelain have been used or tried.The graphite commonly used for rupture discs is made from low ash petroleum cokes, calcined at high temperatures. It is then mixed with pitch, formed into blocks, and then heat treated. The result is porous, brittle material that requires sealing for use in rupture discs. This is commonlydone by impregnating the graphite under vacuum with either phenolic or furane resins.Less frequently used is pure graphite. This is exfoliated graphite,originally in powder form. When suitably compressed, the graphite formsinto an impervious flexible sheet. Restricted to some instances, however,pure graphite will absorb some liquid. This problem can be overcome by applying a suitable coating to the process side only. The maximum permissible operating temperature of the disc is limited in this case by thetemperature resistance of the coating.Temperature and Burst Pressure RelationshipsTemperature influences the strength of the disc materials so that thereis a relationship between temperature and burst pressure. The relationship varies between rupture discs of identical material but different construction. The temperature and burst pressure relationships shown in Figure 6-1apply to solid-metal forward-domed rupture discs as made by one manufacturer. Specific relationships are derived by the manufacturer with eachlot of material.Reverse-buckling discs are considerably less affected by temperaturethan forward-domed rupture discs.Heat ShieldsHeat shields are designed to shield the process side of the rupturedisc from heat radiation, or heat radiation and convection. They must be installed in a manner that does not interfere with the rupture disc operation.A heat shield may consist of overlapping stainless-steel flats that permit pressure to build up on both sides of the flats. On rupture of the disc, flow folds the flats open. The heat shield may be supplemented by a spool piece serving as a heat sink between the rupture disc and the heat shield. Further heat shielding may be provided by mounting a second heat shield to theother end of the spool piece.234Figure 6-1. Temperature/Burst Pressure Relationship of Solid-MetalForward-Domed Rupture Discs Made of a Variety of Materials. (Courtesy of Continental Disc Corporation)Figure 6-2. Heat Shield Consisting of Holder Filled with Loose Wool of Amorphous Silica Filaments, Intended for the Heat Shielding of Graphite Rupture Discs. (Courtesy of IMI Marston)The heat shield shown in Figure 6-2 is intended for the heat shieldingof graphite rupture discs. Upon bursting of the rupture disc, the heatshield will fragment and be discharged. For this reason, the heat shield cannotbe employed in conjunction with a vacuum or back-pressure supportthat could be blocked by the fragments of the heat shield. This particulartype of heat shield is suitable for dry gases only as moisture absorptionchanges the density of the wool filling that could lead to the collapse of the filling.235Rupture Disc Application ParametersRated burst pressure. The rated burst pressure, also referred to as the marked burst pressure, is the average burst pressure that has been established by bursting a minimum of two rupture discs.1 The burst pressurethus established shall not exceed the maximum allowable burst pressure of the vessel level as defined by the code.2Burst tolerance.3 The ASME Code allows a tolerance around the ratedburst pressure within which the rupture disc is permitted to burst. Forburst pressures up to 2.76 barg (40 psig), the burst tolerance shall not exceed plus/minus 0.14 barg (2 psig). For burst pressures above 2.76 barg (40 psig), the burst tolerance shall not exceed plus/minus 5%. For certain types of rupture discs, manufacturers are able to offer reduced burst tolerances down to plus/minus 2%.The burst tolerance allows the rupture disc to burst above the applicable maximum allowable burst pressure level by the amount of the burst tolerance.Manufacturing range. The manufacturing range is an allowable rangeof pressures around a specified burst pressure within which the rupturedisc can be rated. The pressure range must be agreed upon between user and manufacturer. The purpose of the agreement is to permit the economical production of some types of rupture discs.The types of rupture discs mainly involved are forward-domed rupture discs, which by their design fail in tension. Because the tensile strength ofthe metals used in the manufacture of rupture discs is fairly high, the discs must be made of relatively thin foils. Thin foils of uniform thickness and tensile strength, however, are difficult to produce and vary between heatsof material.Manufacturers must therefore select from different foils until the desired burst pressure has been achieved. To keep manufacturing costs within acceptable limits, only a limited number of finding tests can be carried out. The manufacturing range may be expressed as a minus or plus/minus percentage around the specified burst pressure or in pressure units. These are two examples.1 ASME Code (1992) Sect. VIII, Div. 1, UG 127(a)(1)(a).2 ASME Code (1992) Sect. VIII, Div. 1, UG 134.3 ASME Code (1992) Sect. VIII, Div. 1, UG 127(a)(1).236If the specified burst pressure is 10 barg (145 psig) and the manufacturing range is stated to be minus 11%, a disc that is rated anywhere between10 barg (145 psig) and 8.9 barg (129 psig) meets the disc specification.If the specified burst pressure is 10 barg (145 psig), as before, but the manufacturing range is stated to be plus 7%/minus 4%, a disc that is rated anywhere between 10.7 barg (155 psig) and 9.6 barg (139 psig) meets the disc specification. The maximum rated burst pressure must not exceed the maximum allowable burst pressure except where permitted by the code. Manufacturers are able to offer reduced manufacturing ranges and, inthe case of reverse-buckling discs, also zero manufacturing range.Operating ratio. This is the ratio between the maximum operating pressure and the minimum burst pressure. The operating ratio is designedto ensure a satisfactory service life of the rupture disc. The values recommended by manufacturers range between 70% or less and up to 90%, depending on type of rupture disc and operating temperature. Nonsteady operating conditions, such as cycling and pulsating pressures andfluctuating operating temperatures, may vary these values.METAL RUPTURE DISCSThere are two major types of rupture discs made of ductile metal:. forward-acting types, being tension loaded. reverse-acting types, being compression loadedForward-domed and flat rupture discs are the tension-loaded types, while the reverse-buckling disc is of the reverse-loaded type. The following describes a cross-section of these discs as offered by the industry.Tension-Loaded TypesSolid forward-domed rupture discs. Solid forward-domed rupture discsare formed from flat discs by applying a fluid pressure to the undersideof the disc of normally above 70% of the burst pressure. This method of manufacture gives the rupture disc a hemispherical shape, as shown in Figure 6-3. When operating pressure grows beyond the predoming pressure, the dome starts to grow. As the operating pressure approaches 95%of the burst pressure, localized thinning in the region of the dome center237Figure 6-3. Solid Forward-Domed Rupture Disc Before and After Bursting in Gas Service. (Courtesy of Continental Disc Corporation.)occurs that leads to rupture of the disc. This failure is accompanied by some fragmentation of the disc.To guard the disc against further plastic deformation during service,normal operating pressure is commonly restricted to 70% of the rated burst pressure or less, depending on operating conditions.Because the tensile strength of the construction material used for the manufacture of the discs is fairly high, solid forward-domed rupturediscs for low pressures must be made of relatively thin foils. Periods of vacuum or superimposed back pressure will therefore tend to cause the disc to partially or fully collapse. When these conditions exist, the disc must be provided with vacuum supports such as those shown in Figure 6-4, or in special cases, such as superimposed back pressure, with supplementary permanent supports as shown in Figure 6-5. These supports must fit closely the concave side of the disc to prevent alternating collapsing and stretching of the disc. The deformation of disc manifests itself in a wrinkle pattern identified as turtle backing, as shown in Figure 6-6, resulting in a poor service life.Figure 6-3 shows one of the discs after bursting in gas service. In fullliquid service, the rupture disc may burst initially in a pattern as shown inFigure 6-7 and open further with rising overpressure.238 Valve Selection HandbookFigure 6-4. Vacuum Support for Forward-Domed Rupture Discs, Full Opening Upon Bursting of the Disc. (Courtesy of IMI Marston Ltd.)Figure 6-5. Permanent Back PressureSupport to Supplement VacuumSupport. (Courtesy of IMI Palmer Ltd.)Figure 6-6. Wrinkle Pattern Identifiedas Turtle Backing of SolidForward-Domed Rupture Discs Due toAlternate Reverse Flexing and StretchAgainst Inadequate Support. (Courtesyof Continental Disc Corporation)Figure 6-8 shows a solid forward-domed rupture disc for low-pressure applications in which the thickness of the burst element is at the near minimum. The seatings of the burst element are supported on both sides by protective rings that carry on the concave side an integral vacuum supportRupture Discs 239Figure 6-7. SolidForward-Domed Rupture DiscShowing Rupture Pattern afterBursting in Liquid-Full System.(Courtesy of BS&B.)Figure 6-8. Solid Forward-Domed Rupture Disc for Low Fluid Pressures, Provided with Vacuum Support and Protection Cap. (Courtesy of Rembe GmbH.)240 Valve Selection HandbookFigure 6-9. Slotted and Lined Forward-Domed Rupture Disc. (Courtesy of Anderson, Greenwood & Company.)and on the convex side an integral cap that protects the bursting disc from inadvertent damage during handling.Advantages of solid forward-domed rupture discs are simple design,more cost-effective, and suitability for liquids and gases.Disadvantages are the operating ratio is limited to 70% or less; theyare not normally suited for periods of vacuum or back pressure unless provided with vacuum or back-pressure support; they may not be suitablefor pulsating pressure; and the disc may fragment upon failure.Slotted and lined forward-domed rupture discs. This is a multi-layered forward-domed rupture disc in which the dome of the top member is slotted with pierced holes at each end. The second layer is the seal member, commonly made of fluorocarbon or an exotic metal. A vacuum supportthat may be required is the third component. Figure 6-9 illustrates the three layers of the disc.Rupture Discs 241Figure 6-10. Cross-Scored Forward-Acting Rupture Disc. (Courtesy of Anderson, Greenwood & Company.)For a given thickness and strength of the material, the burst pressureis controlled by a combination of slits and tabs. By this construction, the rupture disc for low burst pressures can be manufactured from thicker materials that permit the operating ratio to be raised to 80%.The rupture discs are generally suitable in the lower pressure regions only. They may be used in gas and liquid service and permit pulsating pressure service. The discs are also non-fragmenting when used in conjunction witha fluorocarbon seal member.Scored forward-domed rupture discs. These are solid forward-domed rupture discs that are cross scored on the convex side of the dome, as shown in Figure 6-10. Scoring allows the disc to be made of thicker material that allows the operating ratio to be raised to 85%. The discs may be used in either gas or liquid-full service and offer a good service life in cycling service. The score lines provide a predictable opening pattern so that thedisc can be manufactured to be non-fragmenting. Within the lower burst pressure range, however, the rupture disc must be supported against full vacuum.A special field of application of scored forward-acting rupture discsis in polymer service. The problem of polymerization is minimized by avoiding a crevice between the rupture disc and inlet holder componentin which growth of polymer could start. A rupture disc device that meets242 Valve Selection HandbookFigure 6-11. Rupture Disc Device Consisting of Cross-Scored Forward-Domed Rupture Disc and Holder Designed for Polymerization Service. (Courtesy of Anderson, Greenwood & Company.)this requirement is shown in Figure 6-11. By implication, the rupture disccannot be used in polymerization service when being fitted with a vacuum support.Figure 6-12 and Figure 6-13 show two types of slotted and linedflat rupture discs that may be used for either one-way or two-wayflow.Rupture Discs 243Figure 6-12. Slotted and Lined Flat Rupture Disc Used as an Environmental Seal For Transport and Storage Tanks and Downstream of Pressure Relief Valves. (Courtesy of Continental Disc Corporation.)The rupture disc shown in Figure 6-12 is a low-cost pressure relief devicetypically used as an environmental seal for transport and storage tanks and downstream of pressure relief valves. The disc does not require separateholders but can be mounted directly between class 150 flanges. Variationsare designed for vacuum relief only, or for pressure in one direction andfor maximum double that pressure in the other direction. Highest operatingratio is restricted to 50%.The rupture disc shown in Figure 6-13 is designed for overpressurerelief of low-pressure systems. The discs withstand full vacuum andmay be used in gas and liquid-full systems. Operating ratio of the discis as high as 80%.Compression-Loaded TypesIn reverse buckling discs, the fluid load acts on the convex side of thedisc. This loading puts the disc in compression.The material property that determines the buckling pressure is theYoung’s modulus. This property is much more constant and reproducible,and also less affected by temperature than the ultimate tensile strengthof metals used in the construction of rupture discs. In addition, bucklingoccurs at substantially lower stress level than rupture under tensile stress. Reverse buckling discs must therefore be made of a considerably thickermaterial than forward-domed rupture discs. Consequently, they are much244 Valve Selection HandbookFigure 6-13. Slotted and Lined Flat Rupture Disc for Overpressure Protection of Low-Pressure Systems. (Courtesy of BS&B.)easier to produce to close tolerances over a wide temperature range than rupture discs that fail in tension.The buckling pressure is determined not only by the properties of the material but also by the shape of the dome. When the disc is exposedto rising temperature, the strength of the material falls while the dome expands and gains strength. This gain in strength partially compensates for loss in material strength due to rising metal temperature. Buckling discsRupture Discs 245are, therefore, less sensitive to temperature changes than forward domed rupture discs.Because reverse-buckling discs function at low stress levels, there is no permanent deformation until the disc starts to buckle. This buckling process proceeds exceedingly fast. By itself, the disc does not burst open on reversal. This is achieved either by a cutting device against which the disc mustbe slammed, or by scoring the disc, or by expelling the disc from the holder. Outstanding advantages of reverse-buckling discs are low burst pressure capabilities; operating ratio up to 90% and higher; on request, zero manufacturing range and reduced burst tolerance, excellent for cyclic and pulsating pressures; extended service life due to being less affected by fatigue than forward-domed rupture discs.The following shows a cross section of numerous variants of reversebuckling discs that have been developed.Reverse buckling disc with knife blades. Figure 6-14 shows a reverse buckling disc in combination with knife blades that are designed to cut the disc open upon reversal. For this to happen, the disc must strike the knife blades with high energy. The disc may therefore be used in gas service only and in liquid service if there exists a substantial gas volume between the liquid and the disc. In totally full-liquid systems, reversal speed will be too slow to cut the disc. In this case, the disc comes initially to rest on the knife blades before being cut open after a substantial pressure rise. In the past, this situation has led to a number of recorded pressure vessel ruptures.It is essential that the edges of the knife blades are kept sharp. The cutting edges must therefore be checked on a regular basis and must be resharpened if necessary. Care must be taken not to change the blade location or configuration. In most cases, the manufacturer should perform repair or replacement.The advantages of this type of disc are that it can be designed for lowburst pressures, it does not require vacuum support, it is excellent forcyclic or pulsating pressures, it is non-fragmenting, and it may be offeredfor 90% operating ratio, zero manufacturing range, and plus/minus 2%burst tolerance.Its disadvantages are the knife blades must be kept sharp, and it is not suitable for liquid-full systems.Reverse-buckling disc with teeth ring. The reverse-buckling disc shownin Figure 6-15 is provided with a teeth ring that pierces and cuts the rupture disc on buckling. The disc offers advantages and disadvantages similar to。

朝花夕拾-6

朝花夕拾-6

一、薄壁构件的失稳形式1、局部屈曲(local buckling)。

是最普遍的一种失稳形式,各板件交接的棱线保持原直线。

2、畸变屈曲(distortional buckling)。

各板件交接的棱线不再保持原直线,整个构件发生侧向弯曲和扭转屈曲的行为。

3、整体屈曲。

构件作为整体发生倾覆。

各板件保持相互位置,所有板件均发生转动。

二、薄壁构件稳定研究的方法和近期进展1、试验方法。

复杂问题仍然需要试验研究。

2、解析方法。

薄壁构件的屈曲行为可以通过微分方程来描述,但只有极少数的情况可以通过解析法得出正确结果,大部分需要通过数值方法。

3、有限元法。

4、有限条法。

相对有限元法简单。

Schafer开发的CUFSM的影响最大。

5、七自由度有限元法。

Barsoum and Gallagher在传统6自由度二阶梁柱单元中加入轴向转角沿轴向的一阶导数作为第7自由度。

Rajasekaran把7自由度有限元法拓展到梁柱屈曲的弹塑性分析中。

6、广义梁理论(Generalized Beam Theory,GBT)。

它可以有效计算三种屈曲行为以及它们的耦合屈曲。

三、薄壁构件稳定研究中的几个热点问题1、稳定性计算的方法。

①有效宽度法(Effective Width Method)。

这是目前国内外冷弯薄壁型钢设计规范中稳定性分析的主要方法。

然而随着薄壁构件形式的不断优化,确定带褶皱板件有效宽度的过程变得非常繁琐甚至难以实现。

②直接强度法(Direct Strength Method)。

利用有效应力代替了有效宽度。

直接强度法对于解决梁的局部屈曲,畸变屈曲以及他们的耦合屈曲较为有效。

③ ECBL弹塑性法(Erosion of Critical Bifurcation Load Plastic-ElasticMethod)。

是一种半经验的方法,目前只是在初步探索阶段。

2、畸变屈曲。

迄今为止,人们对局部屈曲和整体屈曲进行了深入研究,但是对畸变问题还了解的不多。

多蛋形交接耐压壳屈曲特性

多蛋形交接耐压壳屈曲特性

多蛋形交接耐压壳屈曲特性唐文献;左新龙;张建;赵希禄;朱永梅【摘要】文章基于鹅蛋的几何学特性设计了多蛋形交接耐压壳.多蛋形交接耐压壳中的各分段外形均与鹅蛋外轮廓一致,各分段的长/短轴、偏心距、厚度均相同,并通过环肋加强.文中对多蛋形交接耐压壳在受均布外压下的强度和屈曲特性进行了试验、数值和理论分析,并与单蛋形耐压壳对比.蛋形耐压壳比例模型的破坏实验结果显示:蛋形耐压壳的数值分析可以较好地预测真实破坏形式.【期刊名称】《船舶力学》【年(卷),期】2018(022)012【总页数】18页(P1557-1574)【关键词】屈曲;多段交接耐压壳;蛋形函数;外部压力【作者】唐文献;左新龙;张建;赵希禄;朱永梅【作者单位】江苏科技大学, 江苏镇江 212000;江苏科技大学, 江苏镇江 212000;江苏科技大学, 江苏镇江 212000;琦玉工业大学, 日本琦玉 369-0293;江苏科技大学, 江苏镇江 212000【正文语种】中文【中图分类】O3460 IntroductionMulti-segment pressure hulls have attracted considerable attention inrecent years because of the requirements for deep sea exploration and utilizing modular pressure hulls.The segment pressure hull is a closed thin-walled structure that is subjected to uniform external pressure and composed of several joined segments with similar configuration,such as a shell of revolution with positive Gaussian curvature.It has numerous possible applications in underwater equipment,like deep manned submersibles and unmanned submersibles(Liang,2004)[1].However,multi-segment pressure hulls usually fail due to a lack of stability,which is greatly influenced by the shapes of the segments and the rib rings connecting them(Blachunt and Smith,2008)[2].Spherical shells are widely used as constituents of multi-segment pressure hulls because they efficiently distribute stress and strain in the material.Extensive research has been published regarding the design and buckling analysis of multi-segment pressurehulls.Garland(1968)[3]designed and fabricated a double-segment spherical pressure hull together with a triple-segment spherical pressurehull.Leon(1971)[4]experimentally investigated a doublesegment spherical pressure hull composed of Ti alloy and detailed the effects of the materials of the rib ring on the collapse load.Hall et al(1991)[5]proposed a double-segment spherical pressure hull composed of graphite/epoxy composites,with a rib ring made of Ti alloy.This led to a 46%decrease in the weight of the pressure hull below the weight of a steel hull.More recently,a series of investigations have investigated the structural optimization of multi-segment spherical pressurehulls(Liang,2004[1];Lu,2004[6]).However,spherical shells are highly imperfection-sensitive;any small change causing geometric imperfections may result in a substantial decrease in the buckling load(Pan andCui,2010[7];2011[8]).Furthermore,housing humans and equipment in a spherical shape can be challenging.Therefore,it is necessary to seek a non-typical axisymmetric shell with positive Gaussian curvature to replace the spherical shell.A method for solving this problem is to incorporate barreled shells,which are cylindrical shells with positive meridional curvature.They combine the advantages of cylindrical and spherical shells.For example,Magnucki and Jasion(2013)[9]demonstrated that a barreled pressure hull may serve as an alternative for cylindrical and spherical pressure hulls.They proposed a family of barreled shells,namely shells of revolution with constant meridional curvature(Jasion,2009)[10],Cassini oval curvature(Jasion and Magnucki,2015a)[11],and clothoidal-sphericalcurvature(Jasion,2015b)[12].The buckling behaviors of these barreled shells were investigated analytically and numerically.The combination of numerical and analytical approaches is a necessary tool to completely characterize and describe post-buckling modes and equilibrium paths of shells.Merodio and Haughton(2010)[13]extended membrane analysis to an elastic tube of finite thickness made of an isotropic incompressible material,and have successfully solved the problem of bulging instabilities.Johannes et al(2015)[14]derived an analytical model to predict the effect of braid and tube for the multi-braided tube segments on thenonlinear response,and demonstrated the pressure-volume relation instabilities of these multibraided tube segments through experimental results and numerical simulations.Blachut etal(2001[15];2002[16];2013[17])have prompted a serials of tests to explore the buckling behavior of bowed-out shells-shells of revolution with constant meridional curvature or elliptical curvature.Numerical simulations were performed for these shells as well.Favorable agreement between the experimental results and theoretical predictions wasobtained.Furthermore,they conducted numerical and experimental investigations on the buckling behavior of multi-segment bowed-out pressure hulls(Blachunt and Smith,2008)[2].The shape of each segment was a shell of revolution with constant meridional curvature.The effect of the rib ring thickness on the buckling load was also studied.The predicted collapse loads of the multi-segment pressure hulls agreed well with the experimental results.Another favorable set of shapes is the set of egg-shaped shells with multifocal surfaces of positive Gaussian curvature(Babich,1993)[18],in the view that eggshells offer such advantages as excellent loadcapacity,weight-to-strength ratio,span-to-thickness ratio,and aesthetics.Bionics has been employed to propose egg-shaped pressure hulls based on the geomet-ric properties of gooseeggshells(Zhang,2015[19];2016[20]),which could optimally coordinate the safety,capacity,and man-machine-environment characteristics of deep submersibles.These previous findings motivated us to investigate a multi-segment non-typical pressure hull,the segments of which are egg-shaped shells.Therefore,this paper presents a multi-segment egg-shaped pressure hull comprising three identical segments with an egg-shaped configuration.The material was assumed to be Ti alloy(Ti-6Al-4V).The major axis,minor axis,eccentricity,and thickness of the segments were 2 453 mm,1 693 mm,54.5 mm,and 15 mm,respectively.All segments were arranged symmetrically.The pre-buckling state,buckling state,and post-buckling state of the proposed hull are presented numerically and analytically.For comparison,an equivalent egg-shaped pressure hull with a single piece is also provided and analyzed.Collapsed tests of two nominally identical egg-shaped shells made of 304 stainless steel in laboratory scale are carried out to verify the numerical approach.1 Geometry of the multi-segment egg-shaped pressure hullThe current multi-segment pressure hull consists of three identical segments:the bow segment,middle segment,and rear segment.These segments are connected with two rib rings.As illustrated in Fig.1,the adjacent intersecting segments are arranged with reflective symmetry;the sharp end of the bow segment is connected with the sharp end of the middle segment,and the blunt end of the middle segment is connected with the blunt end of the rear segment.Each segment is egg-shaped,the curvature of which is expressed by Eq.(1)in Cartesian coordinates;this is a modified version of the Kitching function(Kitching,1997)[21],as shown in Fig.2.This function has been frequently used to describe the contours ofeggshells.Fig.1 Geometry of the multi-segment egg-shaped pressure hullwhere L is the major axis,B is the minor axis,and e is the eccentricity. According to Eq.(1),three parameters,the major axis(L),minor axis(B),and eccentricity(e)control the geometry of the egg-shaped shell.The relationships between these parameters were obtained from tests on 50 Zhejiang white goose eggs(taken from geese that were approximately 2 years old).In the tests,major axis,minor axis,and eccentricity of all eggs were measured using an optical 3D scanner.According to the experimental results,the average value of B/L was 0.69 and the average value of L/e was 45.Moreover,the meridians of these eggs were also obtained from the tests and compared with Eq.(1).The mean Pearso n’s correlation coefficient between them was approximately 0.998.Fig.2 Meridian of the egg-shaped pressure hullFor each segment,the minor axis,the thickness(t),opening radius were assumed to be 1 693 mm,15 mm,and 400 mm,respectively.Then,the size and shape of each segment were determined in combination with B/L and L/e.The outer radius(R)of all the rib rings was set to be equal to the opening radius.Their width(b)was assumed to be 200 mm.Their inner radii were obtained on the basis of the principle of equal displacement in the direction of the minor axis,detailed in Section 3.The material of each segment and rib ring was assumed to be Ti alloy(Ti-6Al-4V),which has been extensively applied in the pressure hulls of deep submersibles suchas the Chinese deep manned submersible Jiaolong.The equivalent egg-shaped pressure hull with a single piece(which can be termed‘the egg-shaped pressure hull’for short),is shown in Fig.2.It can be compared with the multisegment egg-shaped pressure hull.Itssize,shape,and material are assumed to be identical to those for each segment of the multi-segment egg-shaped pressure hull,but unlike the multisegment hull,the egg-shaped pressure hull has no openings.2 Design of rib ringsA previous study suggested that the rib rings of multi-segment pressure hulls have considerable influence on the stress and buckling behaviors of such pressure hulls.Blachut and Smith(2008)[2]reported that the collapse load of a two-segment bowed-out pressure hull initially increases with the flange thickness;this continues up to a constant value,beyond which no further increase can be achieved.Furthermore,Gou andCui(2009)[22]proposed an optimal multi-segment spherical pressure hull on the basis of the principle of equal displacement in the direction of the minor axis:at intersections between the rib rings and segments,radial deformation of each segment would be consistent with that of a corresponding single spherical pressure hull without openings at the same point(in the case of identical loading).In this study,the size of rib rings for the multi-segment egg-shaped pressure hull was determined in line with Gou and Cui(2009)[22].First,the pre-buckling state of the egg-shaped pressure hull was determined in order to obtain the displacement of the egg-shaped segment withoutopenings along its minor axis.Second,the displacement of the intersecting point for each segment was derived along the minor axis,and the inner radius of each rib ring was determined.2.1 Analytical pre-buckling state of the egg-shaped pressure hullThe egg-shaped pressure hull is a shell of revolution subjected to uniform external pressure.According to thin shell theory,in the case of axial symmetry(Ventsel and Krauthammer,2001)[23],the geometric equations of the egg-shaped pressure hull are as follows:wherewhere ε1is the circumferential strain,ε2is the meridional strain,u is the meridional displacement,w is the radial displacement,R1is the principal radius of the meridian,R2is the principal radius of the parallel circle,and θ is the angle between major axis and the radius of meridian.The constitutive equation of the egg-shaped pressure hull is given as:wherewhere N1is the meridional membrane force,N2is the circumferential membrane force,p is the external pressure,and μ and E are Poisson’s ratio and Young’s modulus of the material,respectively.Subsequently,the radial displacement(w)of the egg-shaped pressure hull can be obtained from Eqs.(2)-(9):Finally,the displacement(δ)of the egg-shaped pressure hull along its minor axis is de-termined as:2.2 Inner radii of rib ringsAccording to the principle of equal displacement in the direction of the minor axis,the displacement of the intersecting point for each segment along the minor axis is identical to that of the corresponding rib ring. Fig.3 Loading of the multi-segment egg-shaped pressure hullFig.3 shows the loading conditions of the multi-segment egg-shaped pressure hull.Through the application of linear elastic mechanics,the radial displacement of the left rib ring(δr1)and the right rib ring(δr2)can respectively be determined as follows:where r1is the inner diameter of the left rib ring,r2is the inner diameter of the right rib ring,and pr1and pr2are respectively the radial pressure imposed on the left rib ring and the right rib ring,determined in the following form:where F1,F2,F3and F4are meridional membrane forces applied by the segments,and α and γ are angles between the major axis and the radius of meridian(see Fig.3).Finally,the inner radii of the rib rings were obtained on the basis of the aforementioned principle:the radial displacement of a rib ring equals thatof an intersecting point for each segment,as listed in Columns 7 and 8 of Tab.1.Other geometric parameters of the multi-segment egg-shaped pressure hull are also summarized in Tab.1.Tab.1 Geometric parameters of the multi-segment egg-shaped pressure hull?3 Numerical result and discussionsPrior work has demonstrated that the finite element method(FEM)is an effective means for determining the buckling pressure and mode of a thin-walled structure.For instance,Schmidt(2000)[24]reported that the stability of shell structures can be obtained through numerical simulation.In the present study,numerical calculations were performed with the FEM on the ABAQUS software system to determine the pre-buckling states,buckling states,and post-buckling states of the egg-shaped pressure hull and multi-segment egg-shaped pressure hull.The midsurfaces of the two pressure hulls were modeled using fully integrated S4 shell elements to avoid hourglassing.The number of elements was established on the basis of a mesh convergence analysis,which was in line with Jasion(2015b)[12].The finite element model of the egg-shaped pressure hull was composed of 4 640 finite elements and 4 642 nodes,and the model of the multi-segment egg-shaped pressure hull comprised 13 120 finite elements and 13 122 nodes.Details of these two models are given in Fig.4.In this analysis,an externalpressure(p0)of 1 MPa was imposed on the whole area of each pressure hull.The material properties were obtained by several tensioncoupons(Li,2005)[25]and are described as follows(Beer,1991)[26]:where n is the strain hardening parameter(59.327),E is Young’s modulus(110 GPa), μ is Poisson’s ration(0.3),and σyis the yield strength(830 MPa).Fig.4 FE models of the egg-shaped pressure hull(a)and multi-segment egg-shaped pressure hull(b)3.1 Pre-buckling stateTo determine the stress behaviors of the two hulls,a static analysis was conducted using ABAQUS/Standard.Fig.5 shows the von Mises equivalent stresses obtained from the static analysis.The stress in the middle area of the egg-shaped pressure hull is represented digitally in Fig.6,including the analytical results obtained from Eqs.(8),(9),and(17).The origin of the horizontal coordinate system was defined at the equator of the egg-shaped pressure hull,along the major axis from the sharp end to the blunt end.According to Fig.6,correlations between the numerical prediction and analytical results were highly favorable(±5.91%).wher e σr4is the von Mises equivalent stress.Fig.5 Stress nephograms of(a)the single egg-shaped pressure hulland(b)the multi-segment egg-shaped pressure hullAs shown in Fig.5,for the single eggshaped pressure hull,the stress was equally distributed around the circumferences because of its structural symmetry around the major axis.In the meridional curve,the stress firstincreased,and then decreased stably from the sharp end to the blunt end.These findings may have resulted from variations of the meridional radius and the circumferential radius of curvature of the single egg-shaped pressure hull along the major axis.The maximal stress obtained from the numerical calculation was at the equator of the eggshaped pressurehull(37.781 MPa),where the meridional radius and circumferential radius of curvature were maximal.In accordance with the mechanics of elasticity,dividing the yield stress of the material(830 MPa)by the maximal stress(37.781 MPa)showed that the yielding load of the egg-shaped pressure hull was 21.969 MPa.Fig.6 Comparison of stresses for two egg-shaped pressure hulls(a:FEM solution for the bow segment;b:FEM solution for the egg-shaped pressure hull;c:analytical solution for the egg-shaped pressure hull;d:FEM solution for the middle segment;e:FEM solution for the rear segment)The stress behavior was similar for each segment of the multi-segment egg-shaped pressure hull(see also Figs.5 and 6).The maximal stresses of the bow segment(38.032 MPa),middle segment(37.986 MPa),and rear segment(38.094 MPa)approximated the maximal stress of the egg-shaped pressure hull.From this,the yielding load of the multi-segment egg-shaped pressure hull was inferred to be 21.788 MPa.The difference between the yielding loads of the two pressure hulls was only 0.82%.In addition,stress near the rib ring of the multi-segment egg-shaped pressure hull was lower than that at the same location of the egg-shaped pressure hull,suggesting that the stress concentration caused by the edge effect could be avoidedat the joints,where sudden changes of thickness and curvature exist.These findings indicate that the stress behaviors of the multi-segment egg-shaped pressure hull could be evaluated through a static analysis of the egg-shaped pressure hull.3.2 Buckling stateIn this section,linear eigenvalue buckling analysis is performed to show the buckling loads and buckling modes of the egg-shaped pressurehull,together with the loads and modes of the multi-segment egg-shaped pressure hull.To prevent rigid body motion,three random spatial nodes were respectively fixed along the x-,y-,and z-axes.These constraints do not introduce over constraint into the models because pressure is equally applied on the whole surface area.The reaction forces at these nodes are zero.Figs.7-8 and Tabs.2-3 show the results obtained from the numerical predictions.Fig.7 Buckling modes of the single egg-shaped pressure hull:(a)First mode;(b)Second mode;(c)Third mode;and(d)Fourth modeTab.2 Buckling loads and circumferential wave(n)of the egg-shaped pressure hull?Fig.8 Buckling modes of the multi-segment egg-shaped pressurehull:(a)First mode;(b)Second mode;(c)Third mode;(d)Fourth mode;(e)Fifth mode and(f)Sixth modeTab.3 Buckling loads and circumferential wave(n)of the multi-segment egg-shaped pressure hull?As can be seen from Fig.7 and Tab.2,for the egg-shaped pressure hull,theeven buckling loads were approximated the odd ones,and the even buckling modes were identical to the odd ones.The first buckling load of the egg-shaped pressure hull was 14.378 MPa.This value was in good agreement with the critical load(14.786 MPa)obtained from Eq.(18),an analytical formula developed by Mushtari.The difference between the numerical prediction and the analytical solution was barely 2.76%.A comparison of Fig.5 and Tab.2 shows that the buckling load of the egg-shaped pressure hull was even lower than its yielding load.The buckling appears to have dominated the failure of the egg-shaped pressure hull.The first buckling mode took the form of nine circumferential waves in the middle part of the pressure hull,which is the typical buckling mode for shells of revolution with positive Gaussian curvature.For example,Jasion and Magnucki(2007)[27]reported that the buckling shape of a barreled shell(R=1 278)had the form of 34 circumferential waves,and the number of waves depended on the geometry of the shell.where pqis the elastic buckling load,is the mean value of the principal radius of the meridian for the hull section bounded by the nodal curves of the local buckling forms,andis the mean value of the principle radius of the parallel circle.Details regarding Eq.(18)have been reported byZhang(2015)[19]and Babich(1993)[18].The first six buckling loads and corresponding buckling modes of the multi-segment eggshaped pressure hull can be found in Tab.3 andFig.8.According to Tab.3,the six buckling loads were highly similar.Thedifference between the minimum buckling load(14.386 MPa)and the maximum buckling load(14.391 MPa)was less than 0.03%.All buckling modes contained nine circumferential paring Fig.5 andTab.3,the buckling appears to have dominated the failure of the multi-segment egg-shaped pressure hull,which was identical to the failure of the egg-shaped pressure hull.In addition,the odd buckling loads andmodes(first,third,and fifth)of the multi-segment egg-shaped pressure hull were identical to the first load and mode of the egg-shaped pressure hull.The even buckling results(second,fourth,and sixth)of the multi-segment egg-shaped pressure hull were identical with the second result of the egg-shaped pressure hull.These phenomena occurred because the meridian of each segment for the multi-segment egg-shaped pressure hull was derived from that of the eggshaped pressure hull;even if the sharp end or blunt end of these segments were replaced by the equivalent rib rings,the effects on the elastic buckling behavior would benegligible.Hence,the elastic buckling behavior of the multi-segment egg-shaped pressure hull can be determined through a linear buckling analysis of the egg-shaped pressure hull on the basis of either a numerical simulation or analytical calculation.Moreover,these results indicate that the multi-segment egg-shaped pressure hull can be highly sensitive to imperfections,and the single modes together with combinations of modes with equal weights should be considered as initial imperfection possibilities in the post-buckling analysis.3.3 Post-buckling stateLinear buckling analysis is focused only on the elastic buckling behavior of ideal shell structures.This method often yields very conservative results without considering the effects of initial geometric imperfections and nonlinearities on the buckling of shells.The post-buckling behavior analysis of the cylinder shell with the first eigenmode as initial equivalentgeome tric imperfection can be found in Rodríguez and Merodio(2016)[28]. In the current study,the geometrically and materially nonlinear analysis with imperfections included(GMNIA)was conducted using the arc-length method,in accordance with ENV 1993-1-6(2007)[29].Accordingly,the realistic buckling loads of the two pressure hulls were obtained without any additional reductions(Schmidt,2000[24];Alhayani,2013[30]).For this goal,the initial equivalent geometric imperfection of the egg-shaped pressure hull was introduced in the form of the first buckling mode.In the case of the multi-segment eggshaped pressure hull,the individual odd buckling modes(first,third,and fifth)as well as combinations of these modes were introduced.This yielded a total of seven types of initial equivalent geometric imperfections(see Fig.8).To compare the results obtained from these initial equivalent geometric imperfections,the amplitude of all imperfections was assumed to be 5 mm,which is one-third of the thickness of each pressure hull.This value met the requirement for Class A shells presented in ENV 1993-1-6(2007)[29].Furthermore,in all cases,the material was assumed to be elastic-plastic based on Eq.(16).Post-buckling behaviors of two pressure hulls are summarized in Tab.4 and Figs.9,10 and 11.Tab.4 Critical buckling loads and post-buckling loads of the multi-segment egg-shaped pressure hull?Figs.9 and 10 provide the equilibrium paths of the two pressure hulls,plots of the applied load(pp)normalized by the initial applied pressure(p0=1 MP a)versus the maximum deflection(Δ)normalized by the thickness(t)of each pressure hull.In the case of the egg-shaped pressure hull,the post-buckling load first increased monotonically,and then sharply decreased after reaching the peak value(8.388 MPa),indicating that the equilibrium path was unstable.This is a typical property for most shells of revolution with positive Gaussian curvature(Bažant and Cedolin,2003)[31].Fig.9 Equilibrium path of the egg-shaped pressure hull(the post-buckling load,pp,normalized by the applied pressure,p0,versus the maximum deflection,Δ,normalized by the thickness,t)Fig.10 Equilibrium paths of the multi-segment hull with seven initial imperfections:(a)The first mode;(b)First-fifth mode;(c)Third-fifthmode;(d)Fifth mode;(e)First-third-fifth mode;(f)Third mode and(g)First-third modeAs shown in Fig.9,the critical buckling load of the egg-shaped pressure hull was 8.388 MPa.This value was nearly three-fifths of the linear eigenvalue buckling load(14.378 MPa).The egg-shaped pressure hull appeared to be less sensitive to the imperfections than the spherical pressure hull was,the experimental load of which was only one-fifth to one-third of the theoretical values(Wang,2007)[32].These findings extend those ofJasion(2015a[11];2015b[12])and Blachut(2002)[16],confirming thatbowedout cylindrical shells with positive Gaussian curvature,such as the Cassini oval shell,clothoidalspherical shell,ellipsoidal shell,and the current egg-shaped shell,are moderately sensitive to the initial geometric paring Figs.5 and 9 shows that the post-buckling load of the single egg-shaped pressure hull was only 38.18%of its yielding load.Buckling evidently dominated the failure of the egg-shaped pressure hull.The buckling mode at the peak of the equilibrium path for the egg-shaped pressure hull took the form of nine circumferential waves,which was in line with the linear buckling results.The post-buckling mode at the end of the equilibrium path was a single local dimple at the equator. Previous studies have stated that initial geometric imperfections play a pivotal role in the buckling analysis of a shell structure(Saullo,2014)[33].In this study,seven initial equivalent geometric imperfections,including the first,third,fifth,first-third,first-fifth,third-fifth,and first-third-fifth buckling modes,were respectively imposed on a perfect model of the multisegment egg-shaped pressure hull.As shown in Fig.10,as with the egg-shaped pressure hull,all equilibrium paths of the multi-segment egg-shaped pressure hull were unstable,regardless of the difference in the imperfections.The peak values(critical buckling load)of these paths ranged from 7.030 to 8.672 MPa.The collapse load of the multi-segment egg-shaped pressure hull(7.030 MPa)was 87%of that of the egg-shaped pressure hull(8.388 MPa).This finding is in line with that of Btachut and Smith(2008)[2].In that study,the collapse load of the multi-barrel hull was approximately 13.90 MPa,76%of that(18.09 MPa)of the single barreledhull.Furthermore,comparing Fig.5 and Tab.4 reveals that the buckling dominated the failure of the multi-segment egg-shaped pressure hull. According to Fig.11 and Tab.4,the first buckling mode was not the worst geometric imperfection;the critical buckling loads obtained from other imperfections(except the fifth buckling mode)were lower than those obtained from the first buckling mode,and the first-fifth buckling mode yielded the most conservative result.These results confirmed that for shells with closely spaced eigenvalues,one of the linear combinations of the clustered buckling modes may be the worst imperfectionshape.Furthermore,the rear segment was prone to failure,whereas the middle segment was the safest constituent(see Tab.4).For the multi-segment egg-shaped pressure hull with different imperfections,all buckling modes at the peak of the equilibrium paths had the form of nine circumferential waves,and all post-buckling modes at the end of the equilibrium paths were local dimples at the equator.These results resembled those of the egg-shaped pressure hull.Therefore,it may be inferred that the collapse load of the multisegment egg-shaped pressure hull can be determined by the collapse load of the eggshaped pressure hull multiplied by a rational reduction factor.3.4 Verification of numerical approachIn order to verify the previous numerical approach used to study the post-buckling of pressure hulls,two nominally identical eggshaped shells in laboratory scale were measured for geometry,tested to collapse,and analysed numerically.The major axis(L),minor axis(B),and eccentricity(e)of。

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Pre-stressed multi-walled carbon nanotubes (PS-MWCNTs) have (a) interwall distances less than 0.34 nm, (b) highest Young’s moduli, and (c) interlayer shear strengths several orders higher than those of normal MWCNTs. In this paper, the buckling behaviors of PS-MWCNTs with two to six layers have been studied using both molecular mechanics simulation and continuum mechanics models. Considering the interlayer distance as the key factor, we reveal three features of the buckling behavior of PS-MWCNTs subjected to axial loading: (1) the buckling membrane force is not a monotonic function of interlayer distance, depending on the nanotube index (i.e. diameter); (2) the buckling membrane force increases as the interlayer distance decreases for PS-MWCNTs with fixed intertube chirality, which is a combined effect of interlayer distance and tube diameter; and (3) for PS-MWCNTs with the same innermost tube, the buckling membrane force increases as the number of walls increases. Furthermore, molecular mechanics simulation and the multi-shell continuum model agree on the trend of the buckling membrane force as a function of interlayer distance, tube chirality index, and number of layers. These results can serve as a bridge between the molecular simulation and the continuum model for the buckling behaviors of PS-MWCNT.
KEY WORDS: pre-stressed carbon nanotube, interlayer distance, buckling, molecular mechanics simulation, continuum model
1. INTRODUCTION Carbon nanotubes (CNTs) have held the promise of materials with the highest Young’s modulus (∼1 TPa) (Mielke et al., 2007) owing to the strong sp2 bond since the their discovery in 1976 (Oberlin et al., 1976). The inter-layer shear strength, however, is extremely small (0.08–0.3 MPa) (Cumings and Zettl, 2000; Yu et al., 2000a, 2000b) which results in poor inter-layer load transfer, and becomes the primary obstacle on fabricating CNT-reinforced composites with proposed excellent mechanical performance (Xu et al., 2008). In order to improve the inter-layer load-transfer properties of multi-walled carbon nanotubes, two methods have been proposed. One is to introduce crosslinks between neighboring layers, named the crosslink mechanism (da Silva et al., 2005; Kis et al., 2004; Xia et al., 2007), which could increase the bending modulus by up to 30 fold (Kis et al., 2004). However, the drawback of the crosslink methods is that the accompanying defects, which are inherent for this method, in the CNTs so produced have greatly reduced tensile strength, thus severely harming their mechanical properties (Kis et al., 2004; Mielke et al., 2004; Sammalkorpi et al., 2004). In contrast to the crosslink method, the second method—decreasing the distance between layers, resulting in the so-called pre-stressed multi-walled carbon nanotube (PS-MWCNT)—could increase the inter-layer load-transfer ability by up to four orders while maintaining the Young’s modulus as well as leaving the strength unchanged (Xu et al., 2008). Besides that, the fabrication of PS-MWCNTs has been partially accomplished (Ma et al., 2010; Sun et al., 2006).
1 2 3
Department of Engineering Mechanics, Tsinghua University, Beijing 100084, China School of Civil Engineering, University of Sydney, NSW 2006, Australia
c 2013 by Begell House, Inc. 1543–1649/13/$35.00 ⃝
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Ma et al.
Although several mechanical properties of PS-MWCNTs have been well studied (Ma et al., 2010; Xu et al., 2008), the bucking properties of PS-MWCNTs have been investigated to a very limited degree (Liew et al., 2007; Wang et al., 2010; Wang, 2006; Zhang et al., 2007). Wang et al. found that the critical buckling stress and buckling strain of double-walled PS-MWCNTs are greatly enhanced using molecular mechanics (MM) simulation (Wang, 2006). Using the structure parameters derived from MM simulation as the input data for continuum mechanics (CM) model, Liew et al. (2007) have obtained similar enhancements in buckling behaviors of PS-MWCNTs as compared to normal MWNTs. Similar results are found by Zhang et al. (2007) in the study of buckling behavior of four PS-DWCNTs using MM simulation. In this paper, we first study PS-DWCNTs with the same inner tube but different interlayer distances, and find that the buckling force increases with decreasing interlayer distance, as concluded by other researchers (Liew et al., 2007; Wang, 2006; Zhang et al., 2007). Next, by extending our simulation model to PS-DWCNTs with different inner tubes and PS-MWCNTs with 3 to 6 layers, we find that the monotonic relation does not hold any more. Also we find that the buckling membrane force increases as the interlayer distance decreases for PS-MWCNTs with a fixed intertube chirality difference. For PS-MWCNTs with the same innermost tube, the buckling membrane force increases as the number of walls increases. Finally, we compare our simulation results directly with continuum model (He et al., 2005a; 2005b) using the same procedure as described by (Liew et al., 2007). In addition to validating the three buckling properties proposed based on our MM simulation, to our surprise, we find that the buckling force predicted by CM model is almost proportional to that calculated by MM simulation. In the end, we point out the significance of the agreement between MM simulation and CM model. 2. MOLECULAR MECHANICS (MM) SIMULATION MODEL In our MM simulations, the second-generation reactive empirical bond order (REBO) potential (Brenner et al., 2002) and its extension (Stuart et al., 2000), which can predict the mechanical properties of CNTs correctly (Huhtala et al., 2004), is adopted to model carbon–carbon interaction. The LAMMPS package (Plimpton, 1995) is used throughout our simulation. The MM simulation configuration is shown in Fig. 1(a). Before applying any load, we conduct energy minimization using the conjugate gradient method to determine the initial balanced configuration of PS-MWCNTs. After that, we fix one end of the tubes, and compress the other end by 0.001 nm in each time step. We then fix both ends of the tubes and relax all other carbon atoms of the tubes to their new equilibrium positions by minimizing the potential energy of the system. By repeating such displacement-controlled loading, we are able to simulate the buckling behavior of PS-MWCNTs and obtain the buckling configuration and the corresponding buckling force, FM M , as demonstrated in Figs. 1(b) and 1(c), respectively. The corresponding buckling membrane force, NM M , is then calcu∑ N lated by NM D = FM D / i=1 2πRi , where Ri is the radius of the ith layer counting from the inner.
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