【正文】 eds , the Table value should be multiplied by IStructE EC2 (Concrete) Design Manual 13 第一章 引言和適用 范圍 手冊的作用 這本手冊為設(shè)計(jì)鋼筋和預(yù)應(yīng)力混凝土建筑結(jié)構(gòu)提供了指導(dǎo)。他們遵循的各項(xiàng)原則和滿足他們的要求。 IStructE EC2 (Concrete) Design Manual 16 第二章 一般原則 本節(jié)概述了一般的原則，既適用于鋼筋和預(yù)應(yīng)力混凝土建筑結(jié)構(gòu)的初始和最終設(shè)計(jì) 階段 ，而且 又適用于 各國設(shè)計(jì)參數(shù)管理所有階段。 一個設(shè)計(jì)完善以及細(xì) 部完整 的結(jié)構(gòu)通常會滿足在第 部分詳細(xì)的要求。 應(yīng) 保證 適當(dāng)?shù)幕炷临|(zhì)量 可以 使之具有足夠的 可靠度 。 混凝土局部承載力使用 為最終極限狀態(tài)和 為使用極限狀態(tài)。 規(guī)范建設(shè)項(xiàng) 目通常會更 節(jié)省 ，而且提供會比專用物品更方便。 應(yīng)該 避免冗長的分析方法。 極限狀態(tài) 這本手冊在 混凝土結(jié)構(gòu)設(shè)計(jì) 中 采用了極限狀態(tài)的原則與局部因素的形式。結(jié)構(gòu)在雙方的結(jié)合處加外框。關(guān)鍵位置大致可由核心墻圍護(hù)的樓梯所提供，電梯及服務(wù)管道。 國家 應(yīng)用文件是指提供可行的資料使 歐洲試用規(guī)范 得以使用。目前以下歐洲規(guī)范部分已刊登于 歐洲試用標(biāo)準(zhǔn)協(xié)會 ，但目前還沒有一個轉(zhuǎn)換為 歐洲標(biāo)準(zhǔn) 的： DD ENV 199111： 基礎(chǔ)設(shè)計(jì)和結(jié)構(gòu) 功能 （ EC1） DD ENV 199211： 混凝土結(jié)構(gòu)設(shè)計(jì)（ EC2） DD ENV 199311： 鋼結(jié)構(gòu)設(shè)計(jì)（ EC3） DD ENV 199411： 復(fù)合鋼設(shè)計(jì)和混凝土結(jié)構(gòu)（ EC4） DD ENV 199511： 木結(jié)構(gòu)設(shè)計(jì)（ EC5） DD ENV 199611： 砌體結(jié)構(gòu)設(shè)計(jì)（ EC6） DD ENV 199711： 巖土工程設(shè)計(jì)（ EC7） DD ENV 199811： 抗震結(jié)構(gòu)設(shè)計(jì)（ EC8） DD ENV 199911： 鋁合金結(jié)構(gòu)設(shè)計(jì)（ EC9） 每一個歐洲規(guī)范都出版了一部分，在第 1 部分通常用 ‘一般規(guī)則 ’和 ‘建筑規(guī)則 ’。 Part Reinforced and prestressed concrete bridges。 Part Supplementary rules for plain or lightly reinforced concrete structures。經(jīng)過會員國 正式投票，由 歐洲試用標(biāo)準(zhǔn)協(xié)會 考慮到國家的情況等轉(zhuǎn)換成以登記形式的 歐洲試用標(biāo)準(zhǔn) 文件。 國家 應(yīng)用文件也 有其他用途的。 一位 工程師應(yīng)該考慮到他作為一個 ‘ 設(shè)計(jì)師 ’ 遵守建筑（設(shè)計(jì)及管理）規(guī)則的責(zé)任 穩(wěn)定性 橫向穩(wěn)定性，在兩個正交的方向應(yīng)該提供一個系統(tǒng)內(nèi)部結(jié)構(gòu)的強(qiáng)點(diǎn)，以產(chǎn)生一個靜定結(jié)構(gòu)，其中圓柱將不會受到重大搖動的時候。伸縮縫把結(jié)構(gòu)分成若干個部分，并應(yīng)通過整個結(jié)構(gòu)在水平地面以上的一個平面。 (g)從 BS6399： Part3： 51988 上查得的雪載，應(yīng)乘以 ， 應(yīng)該與活載 同等看待，并不能作為一個偶然的荷載。 這意味著最初的設(shè)計(jì)方法應(yīng)該是簡單，快速，保守和可靠的。 荷載 荷載計(jì)算要根據(jù) BS 4648 ， BS6399： Parts1 and 53 andCP3： ChapterV： Part 62 。 強(qiáng)度性能的加固均以屈服強(qiáng)度 ykf 來表示。 上述規(guī)定耐用性和抗火 性 供使用者 的 可支配的數(shù)值大于結(jié)構(gòu)所需的強(qiáng)度。 應(yīng) 避免構(gòu)件的破壞會導(dǎo)致多部分崩潰的結(jié)構(gòu)。 一般性 一名工程師應(yīng)負(fù)責(zé)整體設(shè)計(jì)，包括穩(wěn)定性，并應(yīng)確保設(shè)計(jì)的兼容性和細(xì)節(jié)部分，包括 部分或全部的設(shè)計(jì)和細(xì)節(jié)，這些部件和組件不是由同一工程師設(shè)計(jì)的。替代規(guī)則只要符合原則就可以。本手冊中的結(jié)構(gòu)設(shè)計(jì)遵守 199211 的 DD ENV： 11992 （以下簡稱為 歐洲設(shè)計(jì)規(guī)范 ） 。 Part Supplementary rules for structural fire design。 Management) Stability Lateral stability in two orthogonal directions should be provided by a system of strongpoints within the structure so as to produce a braced nonsway structure, in which the columns will not be subject to significant sway moments. Strongpoints can generally be provided by the core walls enclosing the stairs, lifts and service ducts. Additional stiffness can be provided by shear walls formed from a gable end or from some other external or internal subdividing wall. The core and shear walls should preferably be distributed throughout the structure and so arranged that their bined shear centre is located approximately on the line of the resultant in plan of the applied overturning forces. Where this is not possible, the resulting twisting moments must be considered when calculating the load carried by each strongpoint. These walls should generally be of reinforced concrete not less than 180mm thick to facilitate concreting, but they may be of 215mm brickwork or 190mm solid blockwork properly tied and pinned up to the framing for low to mediumrise buildings. Strongpoints should be effective throughout the full height of the building. If it is essential for strongpoints to be discontinuous at one level, provision must be made to transfer the forces to IStructE EC2 (Concrete) Design Manual 5 other vertical ponents. It is essential that floors be designed to act as horizontal diaphragms, particularly if precast units are used. Where a structure is divided by expansion joints each part should be structurally independent and designed to be stable and robust without relying on the stability of adjacent sections. Robustness All members of the structure should be effectively tied together in the longitudinal, transverse and vertical directions. A welldesigned and welldetailed castin situ structure will normally satisfy the detailed tying requirements set out in subsection . Elements whose failure would cause collapse of more than a limited part of the structure adjacent to them should be avoided. Where this is not possible, alternative load paths should be identified or the element in question strengthened. Movement joints Movement joints may need to be provided to minimize the effects of movements caused by, for example, shrinkage, temperature variations, creep and settlement. The effectiveness of movement joints depends on their location. Movement joints should divide the structure into a number of individual sections, and should pass through the whole structure above ground level in one plane. The structure should be framed on both sides of the joint. Some examples of positioning movement joints in plan are given in Fig. . Movement joints may also be required where there is a significant change in the type of foundation or the height of the structure. For reinforced concrete frame structures in UK conditions, movement joints at least 25mm wide should normally be provided at approximately 50m centres both longitudinally and transversely. In the top storey and for open buildings and exposed slabs additional joints should normally be provided to give approximately 25m spacing. Joint spacing in exposed parapets should be approximately 12m. Joints should be incorporated in the finishes and in the cladding at the movement joint locations. Fire resistance and durability For the required period of fire resistance (prescribed in the Building Regulations), the structure should: ? have adequate loadbearing capacity ? limit the temperature rise on the far face by sufficient insulation, and IStructE EC2 (Concrete) Design Manual 6 ? have sufficient integrity to prevent the formation of cracks that will allow the passage of fire and gases. Fig. Location of movement joints The design should take into