AISC ASD 89


-
AISC 钢结构设计手册 ASD89 版,经典的钢结构设计参考手册
STRUCTURAL STEELS PRODUCT AVAILABILITY Section A3. 1 of the Specification for Structural Steel Buildings Allowable Stress De- sign and Plastic Design,(from here on referred to as the ASD Specification), lists 16 ASTM specifications for structural steel approved for use in building construction Six of these steels are available in hot-rolled structural shapes, plates and bars Two steels, ASTM A514 and A852, are only available in plates. Table 1 shows five groups of shapes and 11 ranges of thicknesses of plates and bars available in the vari- ous minimum yield stress* and tensile strength levels afforded by the eight steels. For complete information on each steel, reference should be made to the appropriate ASTM specification. A listing of the shape sizes included in each of the five groups follows in Table 2, corresponding to the groupings given in Table A of ASTM Speci fication A6 Seven additional grades of steel, other than those covering hot-rolled shapes plates and bars, are listed in Sect. A3. 1.These steels cover pipe, cold-and hot formed tubing and cold-and hot-rolled sheet and strip For additional information on availability of structural tubing, refer to separate discussion beginning on pg. 1-91. For additional information on availability and clas- ification of structural steel plates and bars, refer to separate discussion beginning on pg.1-105 Space does not permit inclusion in the listing of shapes and plates in Part 1 of this Manual of all rolled shapes or plates of greater thickness that are occasionally used in construction. For such products, refer to the various producers'catalogs To obtain an economical structure, it is often advantageous to minimize the number of different sections. Cost per sq. ft often can be reduced by designing this way SELECTION OF THE APPROPRIATE STRUCTURAL STEEL ASTM A36 is the all-purpose carbon grade steel widely used in building and bridge construction. ASTM A529 structural carbon steel, ASTM A572 high-strength, low alloy structural steel, ASTM A242 and a588 atmospheric corrosion- resistant high strength low-alloy structural steel, ASTM A514 quenched and tempered alloy struc- tural steel plate and ASTM A852 quenched and tempered low-alloy structural steel late may each have certain advantages over astm A36 structural carbon steel, de pi pending on the application. These high-strength steels have proven economical choices where lighter members, resulting from use of higher allowable stresses, are not penalized because of instability, local buckling, defection or other similar rea- sons. They are frequently used in tension members, beams in continuous and com posite construction where deflections can be minimized, and columns having low slenderness ratios. The reduction of dead load and associated savings in shipping costs, can be significant. However, higher strength steels are not to be used indis criminately. Effective use of all steels depends on thorough cost and engineering analysis With suitable procedures and precautions, all steels listed in the AISC Specifica tion are suitable for welded fabrication ASTM A242 and A588 atmospheric corrosion-resistant, high-strength low-alloy As used in the AISC Specification, "yield stress"denotes either the specified minimum yield point (for those steels that have a yield point) or specified minimum yield strength( for those steels that do not have a yield point) AMERICAN INSTITUTE OF STEEL CONSTRUCTION steels can be used in the bare(uncoated) condition in most atmospheres. Where boldly exposed under such conditions, exposure to the normal atmosphere causes a tightly adherent oxide to form on the surface which protects the steel from further atmospheric corrosion. To achieve the benefits of the enhanced atmospheric corro sion resistance of these bare steels, it is necessary that design, detailing, fabrication erection and maintenance practices proper for such steels be observed designers should consult with the steel producers on the atmospheric corrosion-resistant prop- erties and limitations of these steels prior to use in the bare condition when either A242 or A588 steel is used in the coated condition, the coating life is typically longer than with other steels. Although A242 and a588 steels are more expensive than other high-strength, low-alloy steels, the reduction in maintenance resulting from the use of these steels usually offsets their higher initial cost ASTM A852 and A514 Types E, F,P, and Q are higher strength atmospheric corrosion-resistant steels suitable for use in the bare(uncoated) condition in most atmospheres BRITTLE FRACTURE CONSIDERATIONS IN STRUCTURAL DESIGN General Considerations As the temperature decreases, an increase is generally noted in the yield stress, ten- sile strength, modulus of elasticity and fatigue strength of structural steels In con trast, the ductility of these steels, as measured by reduction in area or by elongation decreases with decreasing temperature. Furthermore, there is a temperature below which a structural steel subjected to tensile stresses may fracture by cleavage, with little or no plastic deformation, rather than by shear, which is usually preceded by a considerable amount of plastic deformation or yielding fracture that occurs by cleavage at a nominal tensile stress below the yield stress is commonly referred to as brittle fracture. generally a brittle fracture can occur in a structural steel when there is a sufficiently adverse combination of tensile stress temperature, strain rate and geometrical discontinuity (notch) present. Other design and fabrication factors may also have an important infuence. Because of the interre- lation of these effects, the exact combination of stress, temperature, notch and other conditions that will cause brittle fracture in a given structure cannot be calculated readily. Consequently, designing against brittle fracture often consists mainly of (1) avoiding conditions that tend to cause brittle fracture and 2 selecting a steel appro priate for the application. a discussion of these factors is given in the following sec- tions. Refs. 1 through 5 cover the subject in much more detail Conditions Causing Brittle Fracture It has been established that plastic deformation can occur only in the presence of shear stresses. Shear stresses are always present in a uniaxial or biaxial state-of- stress. However, in a triaxial state-of-stress, the maximum shear stress approaches zero as the principal stresses approach a common value. Thus, under equal triaxial tensile stresses, failure occurs by cleavage rather than by shear. Consequently, triax- ial tensile stresses tend to cause brittle fracture and should be avoided. a triaxial state-of-stress can result from a uniaxial loading when notches or geometrical discon tinuities are present Shear and cleavage are used in the metallurgical sense(macroscopically) to denote different frac- ture mechanisms. Ref 2, as well as most elementary textbooks on metallurgy, discusses these mech AMERICAN INSTITUTE OF STEEL CONSTRUCTION Increased strain rates tend to increase the possibility of brittle behavior Thus structures that are loaded at fast rates are more susceptible to brittle fracture. How ever, a rapid strain rate or impact load is not a required condition for a brittle fracture Cold work, and the strain aging that normally follows, generally increases the likelihood of brittle fracture. This behavior usually is attributed to the previously mentioned reduction in ductility. The effect of cold work that occurs in cold forming operations can be minimized by selecting a generous forming radius, thus limiting the amount of strain The amount of strain that can be tolerated depends on both the steel and the application When tensile residual stresses are present, such as those resulting from welding they add to any applied tensile stress and thus the actual tensile stress in the member will be greater than the applied stress. Consequently, the likelihood of brittle frac- ture in a structure that contains high residual stresses may be minimized by a post weld heat treatment. The decision to use a post-weld heat treatment should be made with assurance the anticipated benefits are needed and will be realized and that pos- sible harmful effects can be tolerated. Many modern steels for welded construction are designed to be used in the less costly as-welded condition when possible. The soundness and mechanical proper ties of welded joints in some steels may be ad- versely affected by a post-weld heat treatment Welding may also contribute to the problem of brittle fracture by introducing notches and faws into a structure and by causing an unfavorable change in micro structure of the base metal. However, properly designed welds, care in selecting their location and the use of good welding practice, can minimize such detrimental effects. The proper electrode must be selected so that the weld metal will be as resist ant to brittle fracture as the base metal Selecting a Steel The best guide in selecting a steel appropriate for a given application is experience with existing and past structures. The A36 steel has been used successfully in a great number of applications, such as buildings, transmission towers, transportation equipment and bridges, even at the lowest atmospheric temperatures encountered in the u.s. Therefore, it appears that any of the structural steels, when designed and fabricated in an appropriate manner, could be used for similar applications with little likelihood of brittle fracture. Consequently, brittle fracture is not usually experi enced in such structures unless unusual temperature, notch and stress conditions are present. Nevertheless, it is always desirable to avoid or minimize the previously cited adverse conditions that increase the susceptibility to brittle fracture In applications where notch toughness is considered important, it usually is re quired that steels must absorb a certain amount of energy, 15 ft-lb. or higher (Charpy v-notch test), at a given temperature. The test temperature may be higher than the lowest operating temperature depending on the rate of loading, For exam ple, the toughness requirements for A709 steels are based on the loading rate for bridges LAMELLAR TEARING The information on strength and ductility presented in the previous sections gener ally pertains to loadings applied in the planar direction (longitudinal or transverse orientation of the steel plate or shape. It should be noted that elongation and area reduction values may well be significantly lower in the through-thickness direction than in the planar direction This inherent directionality is of small consequence in AMERICAN INSTITUTE OF STEEL CONSTRUCTION 且6 many applications, but does become important in the design and fabrication of struc- tures containing massive members with highly restrained welded joints With the increasing trend toward heavy welded-plate construction, there has been a broader recognition of occurrences of lamellar tearing in some highly re- strained joints of welded structures, especially those using thick plates and heavy structural shapes. The restraint induced by some joint designs in resisting weld de posit shrinkage can impose tensile strain sufficiently high to cause separation or tear ing on planes parallel to the rolled surface of the structural member being joined The incidence of this phenomenon can be reduced or eliminated through greater un- derstanding by designers, detailers and fabricators of (1) the inherent directionality of constructional forms of steel, (2)the high restraint developed in certain types of connections and(3) the need to adopt appropriate weld details and welding proce- dures with proper weld metal for through-thickness connections. Further, steels can be specified to be produced by special practices and/or processes to enhance through-thickness ductility and thus assist in reducing the incidence of lamellar tear ing. Steels produced by such practices are available from several producers. How- ever unless precautions are taken in both design and fabrication, lamellar tearing may still occur in thick plates and heavy shapes of such steels at restrained through thickness connections. Some guidelines in minimizing potential problems have been developed? JUMBO SHAPES AND HEAVY WELDED BUILT-UP SECTIONS Although Group 4 and 5 W-shapes, commonly referred to as jumbo shapes, gener ally are contemplated as columns or compression members their use in non-column applications has been increasing. These heavy shapes have been known to exhibit segregation and a coarse grain structure in the mid-thickness region of the flange and the web. Because these areas may have low toughness, cracking might occur as a re sult of thermal cutting or welding. Similar problems may also occur in welded built up sections. To minimize the potential of brittle failure, the current AISC ASD Specification( see Manual, Part 5) includes provisions for material toughness re quirements, methods of splicing and fabrication methods for Group 4 and 5 hot- rolled or welded built-up cross sections with an element of the cross section more than 2 in. in thickness intended for tension applications REFERENCES Brockenbrough, R L. and B G. Johnson U.s.s. Steel Design Manual 1981, U.S. Steel 2. Parker, E.R. Brittle Behavior of Engineering Structures John wiley sons, 1957, New york 3. Welding research Council Control of Steel Construction to Avoid Brittle Failure 1957. 4. Lightner, M.w. and R, w. vanderbeck Factors Involved in Brittle Fracture Regional Technical Meetings, American iron and Steel Institute, 1956 5. Rolfe, S T. and M. Barsom fracture and Fatigue Control in Structures-Applications of frac ture Mechanics Prentice-Hall, Inc., 1977, Englewood Cliffs, NJ 6. Rolfe, S T. Fracture and Fatigue Control in Steel Structures AISC Engineering Journal, Ist Qtr. 1977, New York, NY.(pg. 2) 7. American institute of Steel Construction, Inc. Commentary in Highly Restrained Welded Connections A ISC Engineering Journal, 3rd Qtr. 1973, New York, NY.(pg 61) 8. Fisher, John W. and Alan w, Pense Experience with Use of heavy w Shapes in Tension AISC Engineering Journal, 2nd @tr. 1987, Chicago, Ill.(pP 63-77) AMERICAN INSTITUTE OF STEEL CONSTRUCTION TABLE 1 Availability of Shapes, Plates and Bars According to ASTM Structural Steel Specifications Shapes Plates and Bars Mini- Fy Over OverOver Over Over Over Over OverOver ASTM mum Ten- Grou "11122”22"|45”6 Des- Yield sile ASTM A6 To to tototo tototo toto igna- Stress Stress ”11y2″24568"|0ver Type tion (ksi)I(ksi)1 2 345 Incl. Incl. Incl. Incl. Incl. Incl. Incl. Inc. Incl. Incl. 8" 325880 A36 365890° A529426085 42 A441 46 67 70 424260 alloy 6 60 60 75 6565 80 42 sIon A2424667 resistant 70 strength LoW- A58846 67 70 Quenched & 90 Tem A852470 110 Low-alloy Quenched 45人9 100 & 130 Tem ed 1010 Alloy Minimum unless a range is shown includes bar-size shapes For shapes over 426 lbs /ft, minimum of 58 ksi only applies plates only Ea Available □ Not availab|e AMERICAN INSTITUTE OF STEEL CONSTRUCTION -8 TABLE 2 Structural Shape Size Groupings for Tensile Property Classification Structural Shapes Group 1 Group 2 Group 3 Group 4 Group 5 W shapes W24×55,62W44×198,W44×248,W40×362tW36×848 W21×44to 224 285 655inc.W14×605to 57inc.W40×149toW40×277toW36×328to 730 incl W18×35to 268 incl 328 incr 798ic 71inc.W36×135toW36×230toW33×318to W16×26to 210 inc 300 inc 619 incl 57incl.|W33×118tW33×201tW30×292to W14×22to 152 incl 291 incl 581 incl 53inc.W30×90tow30×235tW27×281to W12×14to 211 inc 261 inc 539 incl 58 inc W27×84tow27×194toW24×250to W10×12to 178 inc 258in 492 incl 45inc.W24×68toW24×176oW21x248t W8×10to 162 inch 229 incl 402 inci 48inc.W21×62toW21×166tow18×211t W6×9to 147 inci 223 incl 311 incl 25ic.W18×76toW18×158toW14×233to W5×16,19 13 incl 92 incl 550inc!. W16×67toW14×145toW12×210to W4×13 100 incl 211 incl 336 inch W14×61toW12×120to 132 inc 190 incl W12×65to 106 inc W10×49to 112 inch W8×58,67 M Shapes to 37.7 ib, /ft s Shapes to 35 b /ft Inc HP Shapes to 102 lb /ft over 102 I, /ft American to 20.7 lb /ftover 20.7 Standard incl Channels(C) iscelianeous to 28.5 lb/ft over 28.5 Channels(MC) Incl. 1b./ ft Angles(L) to v in incl. over v2 to 3y Structural in. incl ar-sIze Notes: Structural tees from W, M and S shapes fall into the same group as the structural shape from hich they are cut Group 4 and group 5 shapes are generally contemplated for application as columns or com- pression components. When used in other applications ( e.g., trusses)and when thermal ci ting or welding is required, special material specification and fabrication procedures apply to minimize the possibility of cracking. (See Part 5, Specification Sects. A3. 1, J1.7,J1.8, J2. 7, and M2.2 and corresponding Commentary sections. AMERICAN INSTITUTE OF STEEL CONSTRUCTION DIMENSIONS AND PROPERTIES W Shapes M Shapes S Shapes HP Shapes American Standard Channels(C Miscellaneous Channels(MC) Angles(L) STRUCTURAL SHAPES DESIGNATIONS DIMENSIONS AND PROPERTIES The hot rolled shapes shown in Part 1 of this Manual are published in astm specifi cation A6/A6M, Standard Specification for General Requirements for Rolled steel Plates, Shapes, Sheet Piling, And Bars For Structural Use W shapes have essentially parallel flange surfaces. The profile of a w shape of a given nominal depth and weight available from different producers is essentially the same except for the size of fillets between the web and flange HP bearing pile shapes have essentially parallel fange surfaces and equal web and flange thicknesses. The profile of an HP shape of a given nominal depth and weight available from different producers is essentially the same American Standard beams(S)and American Standard channels(c) have a slope of approximately 163/3%(2 in 12 in. )on their inner flange surfaces. The profiles of S and C shapes of a given nominal depth and weight available from different pro ducers are essentially the same The letter M designates shapes that cannot be classified as W, HP or S shapes Similarly, MC designates channels that cannot be classified as C shapes. Because many of the M and Mc shapes are only available from a limited number of produc- ers, or are infrequently rolled, their availability should be checked prior to specifying these shapes. They have various slopes on their inner fange surfaces, dimensions for which may be obtained from the respective producing mills ann The flange thickness given in the tables for S, M, c and Mc shapes is the average fange thickness In calculating the theoretical weights, properties and dimensions of the rolled shapes listed in Part 1 of this Manual, fillets and roundings have been included for all shapes except angles. The properties of these rolled shapes are based on the smallest theoretical size fillets produced; dimensions for detailing are based on the largest theoretical size fillets produced. These properties and dimensions are either exact or slightly conservative for all producers who offer them Equal leg and unequal leg angle(L) shapes of the same nominal size available from different producers have profiles which are essentially the same, except for the size of fillet between the legs and the shape of the ends of the legs. The k distance given in the tables for each angle is based on the largest theoretical size fillet avail able. Availability of certain angles is subject to rolling accumulation and geographi- cal location, and should be checked with material suppliers AMERICAN INSTITUTE OF STEEL CONSTRUCTION K,k W SHAPES Dimensions br Web Flange Distance DesigArea Depth Thickness w Width Thickness TkK nation A d in In. In. In.In W46104my|4104与11121-242 22465843.31489407871nde191114161138%121 985804214210709%丰1841112201%丰382% W40×3296420014060190zh11033 298876399139%0830=17830157511%13%131场 26738133739107505%126012%45鱼13342%豆 241713906190210%1771017%12601%3424 X2216481386213890719左 70141065多3%32 19256538203810710%171Q|0.830|33%32联 W40×65192014362笑97021680635403%33%49461 59314042994317901%11690160232304343434642 53141560423442%16106101651011621290 又480414014181414146011636016%126402%34=2 6128043441%134011162401624002%33%311 3971601409541 22011612016612012%133%3%17 96210601051401201%16020161201023%31 3249531401640在100115905451810丰13%131 27180439840g91158515/60%317 213090×41501042dB 2563338981390650%615:7501512201/4312619 19584386713B%|0650%丰多1575015108513%421% W40X18353213681391060%丰%18011122132G 16749135943% 618101d1025133241%6 149481862038060%丰H:8101H10801%d3%2%12 For application refer to notes in table 2 hEavier shapes in this series are available from some producers Shapes in shaded rows are not available from domestic producers AMERICAN INSTITUTE OF STEEL CONSTRUCTION

457KB
一种LTE-A帧定时同步算法的AISC设计与实现
2020-10-16研究了一种TD-LTE-Advanced系统中基于同步信号的帧定时同步算法,对该算法进行仿真和分析,并提出算法实现方案。然后,根据精度、面积、功耗、可扩展性等需求,确定了ASIC实现策略以及实现方案,
2.75MB
论文研究-适用于迭代型去模糊算法的自适应迭代终止条件.pdf
2019-07-22由于缺乏有效的迭代终止条件(iterative stopping criterion,ISC),目前大多数去模糊算法简单采用固定的迭代次数实现,存在着执行效率低、去模糊效果不够理想等问题。为此,提出一
23.17MB
DC综合资料合集
2015-03-18包含了各种DC学习资源,有中文的高手总结也有DC进阶高手必备资源,基本上涵盖了DC从初级到高级所有必备,其中文件如下: 10______简化版-综合与静态时序分析 Advanced_ASIC_Chip
45KB
【小白勿入】门禁系统_RC522_STC12
2020-04-30详情请见:https://blog.csdn.net/AISc_O/article/details/105861230
27KB
iic从机RTL代码,可综合
2019-04-19iic从机RTL代码,可综合,AISC程序,已经流过片了,并在FPGA上进行了原型验证
877KB
论文研究 - 使用抗震规范,在足够土壤条件下的刚性钢框架性能
2020-05-28这项研究的重点是9层办公楼,跨度为9.15米的“空间和周边抗力矩框架的非线性分析和设计”。欧洲规范8的抗震设计标准?高延展性等级(DCH)?在行为因子(q)为6.5且使用AISC / ASCE代码的情
1.40MB
基于Bayes概率模型的圆钢管混凝土短柱轴压承载力计算
2020-04-18为准确进行圆钢管混凝土轴心受压短柱抗压承载能力估算,运用无信息先验分布贝叶斯多元线性参数估计方法,建立了基于影响参数的圆钢管混凝土短柱贝叶斯概率抗压模型。基于该模型及170组圆钢管混凝土短柱抗压试验结
66KB
嵌入式系统/ARM技术中的爱特梅尔推出基于微控制器的可定制系统级芯片平台
2020-12-03爱特梅尔公司(Atmel Corporation)宣布推出基于微控制器的CAP可定制系统级芯片(system-on-chip,SoC)平台,专为要求快速投放市场的复杂应用而设。CAP具有高速片内存储器
49KB
爱特梅尔推出可定制系统级芯片平台
2020-11-27爱特梅尔公司(Atmel Corporation)宣布推出基于微控制器的CAP可定制系统级芯片(system-on-chip,SoC)平台,专为要求快速投放市场的复杂应用而设。CAP具有高速片内存储器
89KB
Atmel推出基于微控制器的可定制系统级芯片平台
2020-12-02爱特梅尔推出基于微控制器的CAP 可定制系统级芯片 (system-on-chip, SoC) 平台,专为要求快速投放市场的复杂应用而设。CAP具有高速片内存储器、多种符合业界标准的外设和接口,以及大
66KB
单片机与DSP中的Atmel推出基于微控制器的CAP可定制系统级芯片平台
2020-11-26爱特梅尔宣布推出基于微控制器的CAP可定制系统级芯片(system-on-chip, SoC)平台,专为要求快速投放市场的复杂应用而设。CAP具有高速片内存储器、多种符合业界标准的外设和接口,以及大容
8.51MB
eladmin springboot实现 管理后台源码
2020-07-17项目基本稳定,并且后续作者还会继续优化。 完全开源!这个真的要为原作者点个赞,如果大家觉得这个项目有用的话,建议可以稍微捐赠一下原作者支持一下。 后端整理代码质量、表设计等各个方面来说都是很不错的。
117B
Keil5安装包
2019-05-23Keil5安装包,附带STM31F1、STM32F4支持包以及破解软件。
C语言入门--必须基础17讲
2017-07-28适合没有基础的人群学习C语言,简单的入门教程。帮助小白理解什么是开发,什么是编程。做的很简单,很多细节没有详细讲解,不适合用来深入研究。学了这个,你能理解什么是编程,什么是C语言。
微信小程序开发实战
2016-09-25本套课程使用了元认知教学法,直接实战式教学,摆脱学院派的理论式讲解,对于0基础的学员可以入门编写微信小程序,过程中指导如何学习使用文档查阅接口等,通过两个完整的实战小项目的实例,入手小程序开发。
6.14MB
2019美赛ABCDEF题题目(附C题数据)
2019-01-312019美赛题目,完全是从官网下载,无翻译,可使用有道软件翻译浏览
C/C++程序员实战基础
2019-08-208.14MB
奥特曼大全及关系明细.pdf
2020-03-30此文档有详细奥特曼大全及关系明细
JAVA入门精品课程
2018-12-20课程目标: 1、让初学者从小白开始,善于运用知识点,解脱学习的苦恼 2、能够学习更多的工作中使用技巧,成为编程高手
python入门
2018-12-18您观看课程学习后 免费入群领取【超全Python资料包+17本学习电子书】 帮助与数百万年轻人打开人工智能的学习大门!
2.80MB
Microsoft Visual C++ 14.0(安装包)
2018-05-08安装python依赖包报错信息"microsoft visual c++ 14.0 is required"的解决办法。 具体参考我的博客:https://blog.csdn.net/amoscn/a
C++入门基础视频精讲
2018-09-28本课程讲述了c++的基本语言,进阶语言,以实战为基准,高效率传递干货, 教会学员命令行编译直击底层过程,现场编码 并且掌握各种排错思路
-
学院
仿真钢琴-javascript实战
仿真钢琴-javascript实战
-
学院
Python专题精讲合集
Python专题精讲合集
-
学院
转行做IT-第7章 数组
转行做IT-第7章 数组
-
下载
石青:!! 该存储库现已移至https:github.comazureazurite !! Azure Blob,队列和表存储的轻量级服务器克隆,以最小的依赖关系模拟它支持的大多数命令-源码
石青:!! 该存储库现已移至https:github.comazureazurite !! Azure Blob,队列和表存储的轻量级服务器克隆,以最小的依赖关系模拟它支持的大多数命令-源码
-
下载
coro2sens:建立一个简单的设备,警告房间中的CO 2浓度是否会成为COVID-19气溶胶感染的风险-源码
coro2sens:建立一个简单的设备,警告房间中的CO 2浓度是否会成为COVID-19气溶胶感染的风险-源码
-
学院
微信支付2021系列之付款码支付一学就会java版
微信支付2021系列之付款码支付一学就会java版
-
下载
Dlib FaceLandmark Detector 1.3.0.rar
Dlib FaceLandmark Detector 1.3.0.rar
-
学院
30个生涯锦囊,带你跳出迷茫,找到适合你的职业方向
30个生涯锦囊,带你跳出迷茫,找到适合你的职业方向
-
下载
一套OA系统网站源代码Office Anywhere.zip
一套OA系统网站源代码Office Anywhere.zip
-
下载
38-DLT-5226-2013-发电厂电力网络计算机监控系统设计技术规程.pdf
38-DLT-5226-2013-发电厂电力网络计算机监控系统设计技术规程.pdf
-
学院
基于Django的电子商务网站设计--第七章 表单
基于Django的电子商务网站设计--第七章 表单
-
博客
vue+vant框架,上拉加载,下拉刷新代码使用
vue+vant框架,上拉加载,下拉刷新代码使用
-
学院
【数据分析实战训练营】Hive详解
【数据分析实战训练营】Hive详解
-
学院
Spring Boot2.X仿朋友圈PC版系统实战_架构1.0
Spring Boot2.X仿朋友圈PC版系统实战_架构1.0
-
下载
scopion:具有强大语法的静态类型编程语言-源码
scopion:具有强大语法的静态类型编程语言-源码
-
下载
PDF Shaper v10.4单文件版
PDF Shaper v10.4单文件版
-
博客
HDU-3038 (带权并查集)
HDU-3038 (带权并查集)
-
学院
SQL Server 2016 高可用灾备技术合集
SQL Server 2016 高可用灾备技术合集
-
学院
2021-1小时Django和Mysql数据库操作入门教程(新手入门)
2021-1小时Django和Mysql数据库操作入门教程(新手入门)
-
学院
多线程与线程池技术详解(图书配套)
多线程与线程池技术详解(图书配套)
-
学院
【Python 基础入门】
【Python 基础入门】
-
博客
python 3.7.1 发请求-->析响应内容-->将内容写入到excle文件中。
python 3.7.1 发请求-->析响应内容-->将内容写入到excle文件中。
-
学院
Scratch编程等级考试二级真题讲解(电子学会图形化编程)
Scratch编程等级考试二级真题讲解(电子学会图形化编程)
-
博客
Druid密码加密
Druid密码加密
-
下载
scikit-learn官方英文PDFscikit-learn-docs.pdf
scikit-learn官方英文PDFscikit-learn-docs.pdf
-
下载
软考 数据库 考证.zip
软考 数据库 考证.zip
-
学院
Java Web开发之Java语言基础
Java Web开发之Java语言基础
-
学院
21年新消息队列RabbitMQ视频教程AMQP教程
21年新消息队列RabbitMQ视频教程AMQP教程
-
博客
Java编程技术之浅析Java容器技术
Java编程技术之浅析Java容器技术
-
学院
沐风老师Scratch3.0快速入门视频教程
沐风老师Scratch3.0快速入门视频教程