【正文】 邊跨梁：h=(1/8~1/14)L= (1/8~1/12) 6600=825~471 L—縱向柱距 取h=600mm. 300mm~200mm 取b=250mm橫向中跨梁：取h=450mm. b=250mm連系梁?。篽=500mm. b=250mm 故框架梁初選截面尺寸bh=250mm600mm 連系梁尺寸bh=250mm500mm其慣性矩為=1/12300= 柱的截面尺寸 ，其中公式中：—。作為計算各節(jié)點(diǎn)桿端彎矩分配系數(shù)的依據(jù)。所以：。 踏步板TB 1計算： 踏步板的尺寸為，斜板厚度取t=40 mm，則截面的平均高度為。：選用?；A(chǔ)兩端挑出： 則基礎(chǔ)梁總長：取基礎(chǔ)及其以上填土重度，則基礎(chǔ)底面寬度b為 取b= m 按反梁法計算地基凈反力和基礎(chǔ)截面彎矩基底凈反力標(biāo)準(zhǔn)值：基礎(chǔ)可以看成在均布荷載作用下的三跨連續(xù)梁基礎(chǔ)的尺寸見圖111 圖111基礎(chǔ)尺寸圖 基礎(chǔ)計算簡圖見圖112 圖112基礎(chǔ)計算簡圖內(nèi)力圖見圖113，圖114 圖113基礎(chǔ)的M圖（） 圖114 基礎(chǔ)的V圖（KN）：：有效高度當(dāng)支座按第一類T行截面計算，跨內(nèi)按矩形計算計算過程見表111，表112 表111正截面強(qiáng)度計算截面端支座邊跨跨內(nèi)離端第二支座離端第二跨跨內(nèi) 1104276027231840選配鋼筋420920920620實配鋼筋面積 1257282728271885 表112 斜截面強(qiáng)度計算截面端支座外側(cè)端支座內(nèi)側(cè)中間支座外側(cè)中間支座內(nèi)側(cè)VVVV 0 0實配箍筋間距48350483004815048350因T行梁底寬，肋梁寬，兩側(cè)翼板外挑長度（1600600）/2=500，翼板臺階高度250，鋼筋保護(hù)層厚度35。 Algorithms。 thus the damage could not be successfully identified (FmTar and Doebling 1997). Staticbased techniques work under a similar premise as the dynamicbased techniques, onl5 using static excitations and measured responses. In this case a static load is applied to the structure and the response, typically displacement or strain, is measured at one or more locations. Sanayei and Onipede (1991) used a finite element model and measured deflections to determine the stiffness properties of the structure. Banan et al. (1994a,b) developed a framework for identifying parameters in a structure based on static response quantities. The problem was cast as a constrained, nonlinear minimization problem, using either a forceerror estimator or a displacementerror estimator. The problem was solved by recursive quadratic programming. The procedure was tested on a 25 member Bowstring truss. Hjelmstad and Shin (1997) used a similar approach along with an adaptive parameter grouping scheme and a data perturbation scheme to address the problems of sparce and noisy data. Sanayei and Saletnik (1996a,b) modified the procedure developed earlier by Sanayei and Onipede (1991) to use static strain measurements instead of displacements. Parameters were estimated by minimizing the error betwee。 and Xiaofeng Hu2Abstract: A new method for damage identification in large, massive civil structures is presented, which is based on the idea that dead load is redistributed when damage occurs in the structure. The method uses static strain measurements due to dead load only as input to the identification procedure. An analytical model of a fixedfixed beam is developed in which the damage is represented by a section of reduced flexural rigidity. The damage state is determined by the location, length, and severity of the stiffness reduction. A forward analysis of the beam response is first presented to illustrate how the dead load is redistributed for different damage scenarios. The inverse problem is defined by a constrained optimization problem and is solved using a genetic algorithm. The proposed method correctly identified damage in the beam for a wide range of locations and damage severities. The identification procedure, in general, has a greater degree of success with increasing damage severity. Results show that damage is difficult to identify when it is close to the inflection point of theundamaged beam, where the dead load strain is zero. The effect of measurement noise on the ability to identify damage is investigated in the panion paper.DOl: (ASCE)07339445(2006) 132:8(1254)CE Database subject headings: Dead loads。 由于采用柱下獨(dú)立基礎(chǔ)時，計算出基礎(chǔ)面積過大，故采用條形基礎(chǔ)。取跨內(nèi)和支座截面處。計算時取荷載： 按《混凝土結(jié)構(gòu)設(shè)計》中的附錄8進(jìn)行計算，具體計算過程見表93：表93樓面板雙向板彎矩計算區(qū)格AB跨內(nèi)計算簡圖=0（+） =（+） =（+） =（+） ==+=+=+=+=支座計算簡圖 ====A B支座=1/2（+）= 配筋計算 表94 樓面板的配筋截面選配鋼筋實配鋼筋面積跨中A100141820025190508200251B100241820025190978200251支座AB902808180279B B904391018043610 樓梯設(shè)計 kN/m2踏步面層采用30 mm厚水磨石，底面為20 mm厚混合砂漿抹灰層，采用混凝土， ，梁中縱向受力鋼筋采用HRB400級鋼筋，其余鋼筋采用HPB235級鋼筋，試計算踏步板TB 1梯段斜梁TL 1平臺板TB 2平臺梁TL 2，踏步尺寸為。所以：。由此給出框架計算簡圖如圖31所示。材料選用：混凝土：C30 鋼筋：縱向受力鋼筋采用熱扎鋼筋HRB335，HRB400；其余采用熱扎鋼筋HPB235。（3）.，板中受力筋的短向鋼筋放在長向鋼筋之上、柱（1）.梁、柱的設(shè)計說明詳見各結(jié)施圖及國家建筑標(biāo)準(zhǔn)設(shè)計圖集 混凝土結(jié)構(gòu)施工圖平面整體表示方法制圖規(guī)則和構(gòu)造詳圖》(03G1011)（2）.混凝土保護(hù)層厚度均為35mm（3）混凝土柱錨入基礎(chǔ)梁的鋼筋應(yīng)在基礎(chǔ)施工時預(yù)埋,預(yù)埋鋼筋的直徑數(shù)量同上部柱（1）.填充墻的長度5m時, 每隔34m在墻中設(shè)200X墻厚砼構(gòu)造柱, 柱主筋上下分別錨入梁內(nèi), 錨入長度500mm,箍筋為A8200.（2）女兒墻在每一相交軸線上均設(shè)250X250混凝土構(gòu)造柱（1）.構(gòu)造柱縱筋錨于基礎(chǔ)內(nèi)直段長度la,并彎直鉤 la,箍筋為100，且加密高度不能小于500（2）.穿樓面的構(gòu)造柱 ,縱筋在穿樓面處應(yīng)上下貫通,在樓面以上才能搭接。結(jié)構(gòu)設(shè)計使用年限為50年。（3）.建筑材料:現(xiàn)澆的框架柱、梁、板、樓梯間混凝土均為C30，梁柱受力筋HRB335，箍筋HPB235，所有的板鋼筋HPB235，外墻加氣混凝土砌塊250mm寬，內(nèi)墻加氣混凝土砌塊200mm。（2）本工程安全等級為二級，設(shè)計使用年限為50年。 （3）按二級防火要求，樓梯設(shè)在了建筑的兩端，且在建筑的兩端均有安全出口，滿足防火要求。該工程位于鄭州市市區(qū)，交通方便，各種材料供應(yīng)及時。鄭州市某中學(xué)教學(xué)樓框架建設(shè)結(jié)構(gòu)設(shè)計1 設(shè)計資料（1） 建設(shè)地點(diǎn)：鄭州市市區(qū)（2） 工程名稱：鄭州市某中學(xué)教學(xué)樓（3） 工程概況：建筑總高為15 m。此外根據(jù)規(guī)范給出了建筑的等級要求。（2）。（1）根據(jù)建筑抗震設(shè)計規(guī)范,本工程為丙類建筑。（2）.本工程共四層，,首層室內(nèi)地坪標(biāo)高177。（2）.根據(jù)國家現(xiàn)行規(guī)定，本工程建筑結(jié)構(gòu)按7度三級抗震設(shè)防，178。（1）.板的設(shè)計說明詳見各結(jié)施圖及國家建筑標(biāo)準(zhǔn)設(shè)計圖集《混凝土結(jié)構(gòu)施工圖平面整體表示方法制圖規(guī)則和構(gòu)造詳圖》(03G1011)（2）.板的混凝土保護(hù)層厚度均為20mm。本建筑由于樓面活荷載較大，樓面板和屋面板厚度取120mm。底層柱高從基礎(chǔ)頂面算至二層樓層， m，其余各層柱高樓面算至上一層樓面（即層高）。選用雙肢箍筋8 即= 取故梁端加密區(qū)取雙支箍28 S取 S=100mm加密區(qū)長度取900 mm非加密區(qū)長度 故取28200梁的斜截面強(qiáng)度計算見表83 表83 梁的斜截面強(qiáng)度計算 位置 梁AB 梁BC層數(shù)43214321（KN）（KN）（KN）加密區(qū)實配箍筋2810021010028100 210100 加密區(qū)長度9009009