作者iorinick ( )
看板Civil
标题Re: [讨论] 规范条文...(大家正经一点~!)
时间Tue Jul 12 22:18:43 2011
找了一下原文 ACI318-05
9.3.4节
(a) For any structural member that is designed to
resist E, φ for shear shall be 0.60 if the nominal
shear strength of the member is less than the shear
corresponding to the development of the nominal
flexural strength of the member. The nominal flexural
strength shall be determined considering the
most critical factored axial loads and including E;
R9.3.4
Section 9.3.4(a) refers to brittle members such as low-rise
walls, portions of walls between openings, or diaphragms
that are impractical to reinforce to raise their nominal shear
strength above nominal flexural strength for the pertinent
loading conditions.
※ 引述《qlman (Qlman)》之铭言：
: 规范 2.3.4
: (a) 任何抵抗地震力构材之计算剪力强度低於该构材於设计载重并合地震效应
: 之挠曲强度所对应之剪力者,其剪力折减因数为0.60..
: 有谁可以帮我翻译这一段文字....(老k~~你还躲~~)
: =====我补充一下好了=====
: Vn = (Vc + Vs) < Vu = Mu/Ln From (Load factor (DL, LL, E) )
: then phi = 0.60...
: 我想要说的是这样的逻辑....Vn已经比较小了(要放大断面或加大配筋)
: phi还从0.75降成0.60...这是落井下石吗???
: 越来越觉得401-96像天书....有谁可以代购ACI-NOTE吗???
: =======
: 补个花絮好了....
: etabs v9.7.x版.... 它虽然是提供了最新版的规范设计....
: 但是...它的设计结果跟V8.5版的结果是一样....
: 这说明什麽呢???
: CSI踹共....哈~~~
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◆ From: 123.204.164.56
※ 编辑: iorinick 来自: 123.204.164.56 (07/12 22:19)
1F：→ joemc:原文感觉跟allen讲的较接近 是说对於长度较短之构件 07/12 22:39
2F：→ joemc:在断面之弯矩发展至设计之弯矩强度前 便已发生剪力破坏 07/12 22:40
3F：→ joemc:为使构件承受地震力时 能较有韧性 故使用较多的剪力折减系数 07/12 22:41
4F：→ joemc:这样构件便能避免剪力破坏而是挠曲破坏 个人解读是这样@@ 07/12 22:43
5F：→ joemc:所以我觉得用0.6是要放大剪力容量 有错还请指正 07/12 22:45
6F：推 tonyahsiang:专业!!! 07/12 23:34
7F：→ iorinick:楼上等你请客 07/13 00:28
8F：推 laiyihwa:原文竟然比中文好懂......糟糕了 07/13 21:19
9F：推 allenyen7239:刚再仔细推敲一下原文，应该楼上P大的解读比较符合 07/13 22:59
10F：→ allenyen7239:规范解说内容...简言之，短梁的塑性剪力若超过最大剪 07/13 23:02
11F：→ allenyen7239:力标称强度，规范容许不用考虑塑性剪力，但剪力的强 07/13 23:04
12F：→ allenyen7239:度折减系数要更保守降至0.6，有点算是折衷的作法吧.. 07/13 23:05