超市設(shè)計(jì)計(jì)算書

學(xué)號1402144412畢業(yè)設(shè)計(jì)(論文)題目:岳陽市南湖超市(方案2:5000m2)作者梁敏屆別2006屆系別土木建筑工程系專業(yè)土木工程指導(dǎo)教師肖四喜職稱副教授完成時(shí)間2006年6月1日岳陽市南湖超市設(shè)計(jì)作者：梁敏（02級土木4班）指導(dǎo)老師：肖四喜摘要：本建筑為岳陽市某超市，為4層框架結(jié)構(gòu),首層層高5.7米，其余層層高4.5米，建筑總高21.50米。總建筑面積5080.32平方米。本建筑從平面布局的合理性，到工作人員、購物者和貨物的分流，到采光、通風(fēng)及保溫的設(shè)計(jì)，都充分體現(xiàn)了以人為本的設(shè)計(jì)理念。本建筑采用框架雙向承重，結(jié)構(gòu)計(jì)算考慮了風(fēng)荷載及抗震要求，考慮結(jié)構(gòu)塑性內(nèi)力重分布的有利影響，對豎向荷載作用下的內(nèi)力進(jìn)行調(diào)幅，分別考慮恒載和活載由可變荷載效應(yīng)控制的組合和由永久荷載效應(yīng)控制的組合。關(guān)鍵詞：超市框架結(jié)構(gòu)抗震設(shè)計(jì)Summary:Thisbuildingissupeimaketofyueyang,andframeof4storeysstructure,Layeruponlayerheight5.7meters,keybedbuildingstoreheight4.5meters,constructionoverallheight21.50meters.Withthewholeconstructionareaof35080.32squaremeters.Thisbuildingisfromtherationalityoftheplanefigure,tothedistributaryofstaffmember,buyerandbooks,getdaylighting,ventilateanddesignthatkeepwarm,fullyreflectthedesignideaofPeopleFirst.Thisbuildingadoptthetwo-waybearingofframe.Thisbuildingofstructurehascalculatedandconsideredthewindloadsandantidetonationisrequired,considerstructureplasticityfavorableinfluencethatinternalforcedistributeagain,loadtoverticalityinternalforceoffunctioncarryonamplitudemodulation,considerpermanentyearandlivebyvariabletoloadtheassociationthattheeffectcontrolsandloadedtheassociationthattheeffectcontrolledforeveryearseparately.Keyword:supermaketFramestructureAntidetonation目錄第一部分結(jié)構(gòu)設(shè)計(jì)計(jì)算書設(shè)計(jì)資料……………（1）結(jié)構(gòu)選型……………（1）框架計(jì)算簡圖及梁柱線剛度………（1）荷載計(jì)算……………（3）風(fēng)荷載作用下的位移驗(yàn)算…………（17）地震作用下的位移驗(yàn)算……………（20）內(nèi)力計(jì)算……………（22）內(nèi)力組合……………（52）截面設(shè)計(jì)與配筋計(jì)算………………（62）基礎(chǔ)設(shè)計(jì)……………（78）樓梯設(shè)計(jì)……………（71）結(jié)構(gòu)電算部分………（84）第二部分設(shè)計(jì)圖紙（另見其他資料）參考文獻(xiàn)《中南地區(qū)通用建筑配件圖集》中南地區(qū)建筑標(biāo)準(zhǔn)設(shè)計(jì)協(xié)作辦公室編武漢湖北科學(xué)技術(shù)出版社1998《中南地區(qū)通用建筑結(jié)構(gòu)圖集》中南地區(qū)建筑標(biāo)準(zhǔn)設(shè)計(jì)協(xié)作辦公室編武漢湖北科學(xué)技術(shù)出版社2003《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》（03G101-1）中國建筑標(biāo)準(zhǔn)設(shè)計(jì)研究所出版2003《建筑結(jié)構(gòu)制圖標(biāo)準(zhǔn)》（GB/T50105-2001）（GB/T50104-2001）《民用建筑工程結(jié)構(gòu)施工圖設(shè)計(jì)深度圖樣》（04G101）中國建筑標(biāo)準(zhǔn)設(shè)計(jì)研究所出版2004《建筑抗震設(shè)計(jì)規(guī)范》（GB50011-2001）北京中國建筑工業(yè)出版社2001《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》（GB50010-2002）北京中國建筑工業(yè)出版社2002《建筑結(jié)構(gòu)可靠度設(shè)計(jì)統(tǒng)一標(biāo)準(zhǔn)》（GB50068-2001）北京中國建筑工業(yè)出版社2001《建筑結(jié)構(gòu)荷載規(guī)范》（GB50009-2001）中國建筑科學(xué)研究院北京中國建筑工業(yè)出版社2001《建筑地基基礎(chǔ)設(shè)計(jì)規(guī)范》（GB50007-2002）中國建筑科學(xué)研究院北京中國建筑工業(yè)出版社2002《房屋建筑學(xué)》裴剛、沈粵、扈媛編廣州華南理工大學(xué)出版社2003《建筑結(jié)構(gòu)抗震設(shè)計(jì)》李國強(qiáng)、李杰、蘇小卒編北京中國建筑工業(yè)出版社2002《結(jié)構(gòu)力學(xué)》湖南大學(xué)結(jié)構(gòu)力學(xué)教研室編北京高等教育出版社1998《混凝土結(jié)構(gòu)設(shè)計(jì)原理》沈蒲生主編北京高等教育出版社2002《混凝土結(jié)構(gòu)設(shè)計(jì)》沈蒲生主編北京高等教育出版社2003《基礎(chǔ)工程》華南理工大學(xué)、浙江大學(xué)、湖南大學(xué)編北京中國建筑工業(yè)出版社2003《土木工程施工》劉宗仁主編北京高等教育出版社2003《房屋結(jié)構(gòu)畢業(yè)設(shè)計(jì)指南》周果行主編北京中國建筑工業(yè)出版社2004結(jié)構(gòu)設(shè)計(jì)計(jì)算書設(shè)計(jì)資料1工程名稱：岳陽市南湖超市框架結(jié)構(gòu)2建設(shè)名稱：岳陽市南湖地區(qū)3工程概況：建筑總高為21.50m,共4層，每層層高4.50m，室內(nèi)高差0.45m。4溫度：最熱月平均29.6℃最冷月平均4.2℃夏季極端最高39.8℃冬季極端最低-9.5℃5相對溫度：最熱月平均73%6主導(dǎo)風(fēng)向：主導(dǎo)風(fēng)為西南風(fēng)，基本風(fēng)壓W0=0.3KN/㎡7地震設(shè)計(jì)烈度：7度8材料選用混凝土：采用C30鋼筋：縱向受力力鋼筋采用用熱軋鋼筋筋HRB4400，其余采采用熱軋鋼鋼筋HPB2235墻體：均采用普普通磚，其其尺寸為240㎜×115㎜×53㎜，重度r=188KN/㎡。門窗：根據(jù)具體體情況選用用結(jié)構(gòu)選型1結(jié)構(gòu)體系選型：：采用鋼筋筋混凝土現(xiàn)現(xiàn)澆框架結(jié)結(jié)構(gòu)體系2屋面結(jié)構(gòu)：采用用現(xiàn)澆鋼筋筋混凝土肋肋形屋蓋，高高聚物質(zhì)改改性瀝青卷卷材防水屋屋面，屋面面板厚100㎜。3樓面結(jié)構(gòu)：均采采用現(xiàn)澆鋼鋼筋混凝土土肋形樓蓋蓋，板厚100㎜4樓面結(jié)構(gòu)：采用用鋼筋混凝凝土梁式樓樓梯。5天溝：采用現(xiàn)澆澆天溝。6電梯間：貨梯采采用單門的的電梯，選選用F-20000-22S45。采用剪剪力墻結(jié)構(gòu)構(gòu)。框架計(jì)算簡圖及及梁柱剛度度1確定框架計(jì)算簡簡圖?、圯S上的一榀框架架計(jì)算，底底層柱高從從基礎(chǔ)頂面面算至二層層樓面，基基頂標(biāo)高根根據(jù)地質(zhì)條條件，室內(nèi)內(nèi)外高差，定定為-1..2m，二二層樓面標(biāo)標(biāo)高為4..5m故底底層柱高為為5.700m,其余各層層柱高從樓樓面算至上上一層樓面面（即層高高）故均為為4.5mm，由此可可繪出框架架計(jì)算簡圖圖如圖1所示2截面估算梁柱截面尺寸根根據(jù)設(shè)計(jì)經(jīng)經(jīng)驗(yàn)直接得得出框架梁的最大跨跨度L=72000mm,,取h=(11/8~11/12))L,初選取h=6000mm,bb=(1//2~1//3)h,,初選取b=3000mm；（2）框架柱的最大大高度H=45000mm,,取b=h==(1/88~1/118)H,,初選取b=h==500mmm.2框架梁柱線剛度度計(jì)算。對于中框架梁取取I=2I。左邊跨梁：中跨梁：右邊跨梁：底層柱：同理:其余各層柱：令，則其余各桿件件的相對線線剛度為框架梁柱的相對對線剛度如如圖一所示示，作為計(jì)計(jì)算各節(jié)點(diǎn)點(diǎn)桿端彎矩矩分配系數(shù)數(shù)的依據(jù)圖一：計(jì)算簡簡圖荷載計(jì)算恒載標(biāo)準(zhǔn)值計(jì)算算：（1）、屋面高聚物改性瀝青青卷材防水水屋面（屋屋面）：2.2KN//m2結(jié)構(gòu)層：1000厚現(xiàn)澆鋼鋼筋混凝土土板：25×0.1＝2.5KN//m2輕鋼龍骨石膏裝裝飾板吊頂頂：0.15KNN/m2合計(jì)：4.85KN//m2（2）、樓面陶瓷地磚樓面：：0.7KN/mm2結(jié)構(gòu)層：1000厚現(xiàn)澆鋼鋼筋混凝土土板：25×0.1＝2.5KN//m2輕鋼龍骨石膏裝裝飾板吊頂頂：0.15KNN/m2合計(jì)：3.35KN//m2（3）、梁自重b×h=3000mm×600mmm梁自重：25×0.3××(0.66－0.1))＝3.75KNN/m抹灰層：10厚厚混合砂漿漿0.01×[22×(0..6－0.1)＋0.3]]×17＝0.22KNN/m合計(jì)：3.97KN//m次梁：b×h==250mmm×500mmm梁自重：25×0.255×(0..5－0.1))＝2.5KN//m抹灰層：10厚厚混合砂漿漿0.01×[22×(0..5－0.1)＋0.255]×177＝0.18KNN/m合計(jì)：2.68KN//m基礎(chǔ)梁：b×hh=2500mm×450mmm梁自重：25×0.255×0.44＝2.5KN//m合計(jì)：2.5KN/mm（4）、柱自重b×h=5000mm×500mmm柱自重：25×0.5××0.5＝6.25KNN/m抹灰層：10厚厚混合砂漿漿0.01×4××0.5××17＝0.34KNN/m合計(jì)：6.59KN//meq\o\aac(○,B)軸墻墻體：eqq\o\\ac(○○,1)~eq\\o\acc(○,3)軸間墻體自重：（5.7－2.11－0.6－0.4）×0.224×188×1.88＋5.7××0.244×18××(3.66－1.8－0.255×2)＝52.23KKN鋁合金窗：0.35×1..8×2..1×2＝2.64KNN外墻：陶瓷錦磚磚外墻面（4.5×3.66－1.8××2.1）×0.55＝6.21KN水泥粉刷內(nèi)墻面面：[4.5×(33.6－0.5)－1.8××2.1]×0.336＝3.66KN合計(jì)：63.42KNN折算成均布荷載載：63.42/33.6＝17.62KNN/meq\o\aac(○,3)~eq\\o\acc(○,4)軸間間墻體自重：0KN鋁合金窗：0.35×6..7×4..5/2＝5.726KKN外墻8：陶瓷錦磚外墻墻面0KN水泥粉刷內(nèi)墻面面：0KN合計(jì)：5.726KKN折算成均布荷載載：5.726/33.6＝1.466KNN/meq\o\aac(○,E)軸墻墻體：eqq\o\\ac(○○,1)~eq\\o\acc(○,3)軸間墻體自重：（5.7－2.00－0.6－0.4）×0.224×188×1.88＋5.7××0.244×18××(7.22－1.8－0.255×2)＝141.66KN門：1.8×2.00×0.55＝1.8KN外墻：陶瓷錦磚磚外墻面（4.5×7.22－1.8××2）×0.55＝14.4KNN水泥粉刷內(nèi)墻面面[4.5×(77.2－0.5)－1.8××2]×0.336＝9.56KN合計(jì)：167.42KKN折算成均布荷載載：167.42//7.2＝23.25KNN/meq\o\aac(○,E)軸墻墻體：eqq\o\\ac(○○,3)~eq\\o\acc(○,4)軸間墻體自重：0.9×0.224×188×3.66+[(44.5-00.9)××3.6--2.7××0.9]]×0..24×118×3..6＝170.75884KNN外墻：陶瓷錦磚磚外墻面4.5×7.22×0.55＝16.2KN水泥粉刷內(nèi)墻面面：4.5×(7..2－0.5))×0.336＝10.85KNN合計(jì)：182.06994KN折算成均布荷載載：182.06994/3..6＝50.575KKN/m（6）、內(nèi)墻自重底層：內(nèi)墻自重：（5.7－0.66－0.4）×0.224×188＝20.30KKN/m水泥粉刷內(nèi)墻面面4.5×2××0.366＝3.24KN//m合計(jì)：23.54KNN/m二、三、四層：：內(nèi)墻自重：（4.5－0.66）×0.224×188＝16.85KKN/m水泥粉刷內(nèi)墻面面4.5×2××0.366＝3.24KN//m合計(jì)：20.09KNN/m活荷載標(biāo)準(zhǔn)值計(jì)計(jì)算：（1）、屋面及樓面面活荷載標(biāo)標(biāo)準(zhǔn)值：根據(jù)《荷載規(guī)范范》查得：：不上人屋面：0.5KKN/m22樓面：營業(yè)廳：3.5KKN/m22值班室：2.0KKN/m22倉庫：5.0KKN/m22其他：2.5KKN/m22（2）、雪荷載：SK=1.0×0..30＝0.300KN/mm2屋面活荷載與雪雪荷載不同同時(shí)考慮，兩兩者中取大大值。豎向荷載下框架架受荷總圖圖：（1）、B~C軸間框架架梁：屋面板傳荷載：：板傳至梁上的三三角形或梯梯形荷載等等效為均布布荷載：恒載：活載：二、三樓板傳荷荷載：eq\o\aac(○,B)~11/C軸：恒載：活載：二、三樓梁傳荷荷載：恒載：活載：一樓板傳荷載：：eq\o\aac(○,B)~11/C軸：恒載：活載：一樓梁傳荷載：：恒載：活載：一樓墻體荷載：：200.09KKN/m梁自重：3.997KN//meq\o\aac(○,B)~eq\\o\acc(○,C)軸間間框架梁均均布荷載：：屋面梁：恒載=梁自重+板傳荷荷載=3.997+166.37==20.334KNN/m活載=板傳荷載=1..69KNN/m二、三樓樓面梁梁：eq\o\aac(○,B)~11/C軸間：恒恒載=梁自重+板傳荷載=3.997+100.31==14.228KNN/m活載=板傳荷載=6..16KNN/m1/C~eq\o\aac(○,C)軸間間：恒載=梁自重=3.997KN//m活載=0KN/m一樓樓面梁：eq\o\aac(○,B)~11/C軸間：恒恒載=梁自重+板傳荷載+墻體荷載=3.997+100.31++20.009=344.37KKN/m活載=板傳荷載=6..16KNN/m1/C~eq\o\aac(○,C)軸間間：恒載=梁自重=3.997KN//m活載=0KN/meq\o\aac(○,B)~eq\\o\acc(○,C)軸間間框架梁集集中荷載：：屋面梁：恒載=梁傳荷載=355.72KN活載=梁傳荷載=144.85KN樓面梁：恒載=梁傳荷載=355.72KN活載=梁傳荷載=144.85KN（2）、C~D軸間框架架梁：屋面板傳荷載：：恒載：活載：三樓樓面板傳荷荷載：恒載：活載：標(biāo)準(zhǔn)層樓面板傳傳荷載：恒載：活載：梁自重：3.997KN//meq\o\aac(○,C)~eq\\o\acc(○,D)軸間間框架梁均均布荷載：：屋面梁：恒載=梁自重+板傳荷載=3.997+166.37==20.334KNN/m活載=板傳荷載=1..69KKN/m三樓樓面梁：恒載=梁自重+板傳荷荷載=3.997+111.31==15.228KNN/m活載=板傳荷載=166.88KN/mm二、一樓樓面梁梁：恒載=梁自重+板傳荷荷載=3.997+111.31==15.228KNN/m活載=板傳荷載=111.82KKN/m（3）、D~E軸間框架架梁：屋面板傳荷載：：eq\o\aac(○,D)~11/D軸：恒載：活載：1/D~eq\o\aac(○,E)軸：：恒載：活載：屋面梁傳荷載：：恒載：活載：梁自重：3.997KN//m樓面板傳荷載：：eq\o\aac(○,D)~11/D軸：恒載：活載(頂層)：標(biāo)準(zhǔn)層:1/D~eq\o\aac(○,E)軸：：恒載：活載(頂層)：標(biāo)準(zhǔn)層:樓面梁傳荷載：：恒載：活載：梁自重：3.997KN//meq\o\aac(○,D)~eq\\o\acc(○,E)軸間間框架梁均均布荷載：：屋面梁：eq\o\aac(○,D)~11/D軸間：恒恒載=梁自重+板傳荷載=3.997+277.28==31.225KNN/m活載=板傳荷載=2..81KNN/m1/D~eq\o\aac(○,E)軸間間：恒載=梁自重+板傳荷載=3.997+244.55==28.552KNN/m活載=板傳荷載=2..53KNN/m樓面梁：eq\o\aac(○,D)~11/D軸間：恒恒載=梁自重+板傳荷載=3.997+188.84==22.881KNN/m頂層:活載=板傳荷載=288.10KKN/m標(biāo)準(zhǔn)層:活載==板傳荷載=19..67KNN/m1/D~eq\o\aac(○,E)軸間間：恒載=梁自重+板傳荷載=3.997+188.79==22.776KN//m三層:活載=板傳荷載=288.05KKN/m標(biāo)準(zhǔn)層:活載==板傳荷載=19..63KNN/meq\o\aac(○,D)~eq\\o\acc(○,E)軸間間框架梁集集中荷載：：屋面梁：恒載=梁傳荷載=999.51KN活載=梁傳荷載=155.44KN樓面梁：恒載=梁傳荷載=855.86KN活載=梁傳荷載=488.94KN（5）、eq\oo\ac((○,C)軸柱柱縱向集中中荷載的計(jì)計(jì)算：頂層柱恒載=梁梁自重+板傳荷載+梁傳荷載載頂層柱活載=板板傳活載三、二層柱恒載載=墻體自重+梁自重+板傳荷載+梁傳荷載載三、二層柱活載載=板傳活載+梁傳活載載一層柱恒載=墻墻體自重+梁自重+板傳荷載+梁傳荷載載一層柱活載=板板傳活載+梁傳活載載基礎(chǔ)頂面恒載==墻體自重+基礎(chǔ)梁自自重（6）、eq\oo\ac((○,D)軸柱柱縱向集中中荷載的計(jì)計(jì)算：頂層柱恒載=梁梁自重+板傳荷載+梁傳荷載載頂層柱活載=板板傳活載樓層柱恒載=梁梁自重+板傳荷載+梁傳荷載載樓層柱活載=板板傳活載+梁傳活載載基礎(chǔ)頂面恒載==墻體自重+基礎(chǔ)梁自自重+梁傳荷載載（4）、eq\oo\ac((○,E)軸柱柱縱向集中中荷載的計(jì)計(jì)算：頂層柱恒載=女女兒墻自重重+梁自重+板傳荷載+梁傳荷載+墻體自重重頂層柱活載=板板傳活載+梁傳活載載樓層柱恒載=梁梁自重+板傳荷載+梁傳荷載+墻體自重重樓層柱活載=板板傳活載+梁傳活載載基礎(chǔ)頂面恒載==墻體自重+基礎(chǔ)梁自自重+梁傳荷載載框架在豎向荷載載作用下的的受荷總圖圖如圖2所示：風(fēng)荷載計(jì)算：作用在屋面梁和和樓面梁節(jié)節(jié)點(diǎn)處的集集中風(fēng)荷載載標(biāo)準(zhǔn)值：：式中：基本風(fēng)壓壓w0=0.33KN/mm2＿風(fēng)壓高度變化化系數(shù)，因因建設(shè)地點(diǎn)點(diǎn)位于某城城市市區(qū)，所所以地面粗粗糙度為C類。＿風(fēng)荷載體型系系數(shù)，根據(jù)據(jù)建筑物體體型查得==1.1。＿風(fēng)振系數(shù)，，因總層層高小于330m，故故均取。＿下層柱高。＿上上層柱高，對對頂層柱為為女兒墻高高度的2倍。B＿迎風(fēng)面的寬度度，B=7.22m。計(jì)算過程見表11：離地高度Z/m18.450.741.01.10.34.51.04.8413.950.741.01.10.34.54.57.919.450.741.01.10.34.54.57.914.950.741.01.10.34.954.58.31水平地震作用計(jì)計(jì)算：重力荷載代表值值（恒載+0.5活載）（1）、恒載：屋面重力值G面面：樓面重力值G板板：頂層梁重力值GG頂梁：樓層梁重力值GG樓梁：柱重力值：G上柱：G底柱：墻重力值：女兒墻：G女兒兒墻：四層墻體G樓墻墻4：三層墻體G樓墻墻3：二層墻體G樓墻墻2：一層墻體G樓墻墻1：（2）、活荷載：（3）、重力荷載代代表值：G4=G面+G頂頂梁+G上柱/2+GG女兒墻+G樓墻4/2=6663.922+2411.27++118..62/22+46..62+4464.778/2=12444KN（不包括括屋面活荷荷載）GG3=G板+G樓梁+G上柱+G樓墻3/2++G樓樓墻3/2+FF活/2=6333.111+2533.73++118..62+4464.778/2++631..53/22+5400.75//2=18244KNG2=G板+G樓樓梁+G上柱+G樓墻3/2++G樓樓墻2/2+FF活/2=633..11+2253.772+1118.622+6311.53//2+7998.288/2+5540.775/2=19990.774KNG1=G板+G樓樓梁+G上柱/2++G底柱/2+G樓墻2/2++G樓樓墻1/2+FF活/2=6633.111+2553.733+1188.62//2+1550.255+7988.28//2+12280.997/2++540..75/22=22406..31KNN質(zhì)點(diǎn)重力荷載代代表值見圖圖3：圖3：質(zhì)點(diǎn)重力荷載載代表值風(fēng)荷載作用下的的位移驗(yàn)算算：側(cè)移剛度D：見表2和表3：風(fēng)荷載作用下框框架位移驗(yàn)驗(yàn)算：水平荷載作用下下框架的層層間位移可可按下式計(jì)計(jì)算：式中：表2：橫向2、3、4層D值的計(jì)算算構(gòu)件名稱KN/mB軸柱0.398089C軸柱0.5611615D軸柱0.5611615E軸柱0.398089表3：橫向底層D值值的計(jì)算構(gòu)件名稱KN/mB軸柱0.595884C軸柱0.727180D軸柱0.727180E軸柱0.595884第一層的層間側(cè)側(cè)移值求出出以后，就就可以計(jì)算算各樓板標(biāo)標(biāo)高處的側(cè)側(cè)移值的頂頂點(diǎn)側(cè)移值值，各樓板板標(biāo)高處的的側(cè)移值是是該層以下下各層層間間側(cè)移之和和。頂點(diǎn)側(cè)側(cè)移是所有有各層層間間側(cè)移之和和。jj層側(cè)移頂點(diǎn)側(cè)移框架在風(fēng)荷載作作用下側(cè)移移的計(jì)算見見表4：表4：風(fēng)荷載作用下框框架側(cè)移計(jì)計(jì)算B層次44.844.84394080.00011/450037.9112.75394080.00031/150027.9112.75394080.00031/150018.3121.06261280.00081/713側(cè)移驗(yàn)算：層間間側(cè)移最大大值1/7713<11/5000（滿足要要求）六、水平地震作作用下的位位移驗(yàn)算：：橫梁線剛度：柱的線剛度：底柱：上柱：框架柱的側(cè)移剛剛度D值：D值的計(jì)算同風(fēng)荷荷載的D值計(jì)算。計(jì)算框架自振周周期：各層D值匯總見表5：：表表5：各層D值匯總DD值/層次柱類型2、3、4層（D值根數(shù)）底層（D值根數(shù)）邊柱B軸、E軸80892=1161788KN/mm58842=1117688KN/mm中柱C軸、D軸116152==232330KN//m71802=1143600KN/mm∑D（KN/m）3940826128按頂點(diǎn)位移法計(jì)計(jì)算，考慮慮非承重墻墻對框架剛剛度的影響響，取基本本周期調(diào)整整系數(shù)，計(jì)算公式為，式式中為頂點(diǎn)點(diǎn)位移，按按D值法計(jì)算算，見表6：表6：橫向框架架頂點(diǎn)位移移計(jì)算層次412441244394080.0320.313318243068394080.0780.281218243068394080.0780.281122485316261280.2030.203T1=1.70.88=0.888s水平地震作用標(biāo)標(biāo)準(zhǔn)值和位位移的計(jì)算算：設(shè)防烈度為7度度，查表αmax=00.08..查得Tg=0.355s,Tgg＜T1＜5Tg∴6、水平地震作用用計(jì)算因因?yàn)門1=0.446s＞1.4Tgg=1.440.355=0.449s.尚需考慮慮頂部附加加水平地震震作用。δδn=0..08T11+0.007=0..080..76s++0.077=0.1131結(jié)結(jié)構(gòu)總水平平地震作用用標(biāo)準(zhǔn)值：：Fek=α1Geq==0.0440.85553166=1800.74KKN頂部附加的集中中水平地震震作用為：：ΔFn=δn·Fekk=0.11311880.744=23..68KNN已知H1=5.7m,HH2=10.22m,HH3=14.77m,=22485..7+18824100.2+11244114.7==497005KNFi,Vi和△uee的計(jì)算（見見表7）表7：Fi,Vi和△uee的計(jì)算層次4321Fi(KN)81595940Vi(KN)81140140180∑D(KN/m))39408394083940826128△ue(m)0.00210.00360.00360.0069橫向框架各層水水平地震作作用和地震震剪力如圖圖4：七、內(nèi)力計(jì)算：：1、恒荷載作用下框框架的內(nèi)力力分析恒荷載作用下框框架的受荷荷簡圖如圖圖2所示：（1）、橫荷載作用用下框架的的彎矩計(jì)算算（1.1）、梁梁的固端彎彎矩可按下下面方法求求得：三層BC跨：四層DE跨：所以：三、二層BC跨跨：所以：其余各跨參照以以上方法求求得。（1.2）根據(jù)梁梁柱相對線線剛度，算算出各節(jié)點(diǎn)點(diǎn)的彎矩分分配系數(shù)：：如B3點(diǎn)：用彎矩分配法計(jì)計(jì)算框架內(nèi)內(nèi)力，傳遞遞系數(shù)為1/2，各節(jié)點(diǎn)點(diǎn)分配兩次次即可。其其計(jì)算步驟驟和結(jié)果參參見圖5。（1.3）梁的跨跨內(nèi)最大彎彎矩的求法法：以頂層BC梁為為例：簡支梁BC：故BC梁恒載作用下的彎彎矩圖如圖圖6所示：（2）、恒載作用下下框架的剪剪力計(jì)算：：（以三層層DE跨為例。）所以：；其計(jì)算結(jié)果參見見圖7。（3）、恒載作用下下框架的軸軸力計(jì)算：：（見圖8）活荷載作用下框框架的內(nèi)力力計(jì)算：（1）、樓面活荷載載作用下框框架的內(nèi)力力計(jì)算：（1.1）、樓面面活荷載作作用下框架架的彎矩計(jì)計(jì)算：（計(jì)算方法與恒恒載基本相相同。）頂層：BC、CCD跨：DE跨:計(jì)算結(jié)果如圖99所示。根據(jù)前面算出的的各節(jié)點(diǎn)的的彎矩分配配系數(shù)，用用彎矩分配配法計(jì)算框框架內(nèi)力，傳傳遞系數(shù)為為1/2，各節(jié)點(diǎn)點(diǎn)分配兩次次即可。其其計(jì)算步驟驟和結(jié)果參參見圖9。并進(jìn)行計(jì)算，畫畫出：活載作用下的彎彎矩圖（圖圖10）；活載作用用下的剪力力圖（圖11）；活載作用用下的軸力力圖（圖12）?？蚣茉陲L(fēng)荷載下下的內(nèi)力用用D值法進(jìn)行行計(jì)算，其其步驟為：：（1）、求各柱反彎彎點(diǎn)處的剪剪力值；（2）、求各柱反彎彎點(diǎn)高度；；（3）、求各柱的桿桿端彎矩及及梁端彎矩矩；（4）、求各柱的軸軸力和梁剪剪力。第i層第m柱所分配的剪力力為：，，框架柱柱反彎點(diǎn)位位置，，計(jì)算結(jié)果如下下面兩個(gè)表表格所示：：表8：B軸、E軸框架柱反彎點(diǎn)點(diǎn)位置層號h/my0y1y2y3yyh/m44.51.290.3650000.3651.6434.51.290.450000.452.0324.51.290.450000.452.0315.71.670.5670-0.00100.5663.23表9：C軸、D軸框架柱反彎點(diǎn)點(diǎn)位置層號h/my0y1y2y3yyh/m44.52.570.4290000.4291.9334.52.570.4790000.4792.1624.52.570.4790000.4792.1615.73.330.550000.553.14框架各柱的桿端端彎矩、梁梁端彎矩按按下列公式式計(jì)算，計(jì)計(jì)算過程如如表10及表11兩表所示示：中柱：邊柱：表10：風(fēng)荷載載作用下B、E軸框架柱柱剪力和梁梁柱端彎矩矩的計(jì)算層Vi/KN44.843940880890.2050.991.642.831.622.83312.753940880890.2052.612.035.035.306.65212.753940880890.2052.612.035.035.306.65121.062612858840.2254.743.2311.7115.3117.01表11：風(fēng)荷載作用下下C、D軸框架柱柱剪力和梁梁柱端彎矩矩的計(jì)算層Vi/KN44.8439408116150.2951.431.933.682.761.841.84312.7539408116150.2953.762.168.808.125.785.78212.7539408116150.2953.762.168.808.125.785.78121.062612871800.2755.793.1414.8818.1811.5011.50框架柱軸力和梁梁端剪力的的計(jì)算結(jié)果果見表12：表12：風(fēng)荷載作用下下框架柱軸軸力和梁端端剪力層梁端剪力/KNN柱軸力/KNBC跨VbBCCD跨VbCDDE跨VbDEB軸NcBC軸D軸E軸NcEVbBC-VbCDNcCVbCD-VbDENcD40.650.510.65-0.650.140.14-0.14-0.140.6531.731.611.73-1.730.120.26-0.12-0.262.3821.731.611.73-1.730.120.26-0.12-0.262.3813.963.193.96-3.960.771.03-0.77-1.036.34注：軸力壓力為為正，拉力力為負(fù)。根據(jù)以上數(shù)據(jù)，分分別畫出：：風(fēng)荷載作用下的的彎矩圖。（圖13）風(fēng)荷載作用下的的剪力圖。（圖14）風(fēng)荷載作用下的的軸力圖。（圖15）框架在地震作用用下的內(nèi)力力用D值法進(jìn)行行計(jì)算：表16：地震作用下BB、E軸框架柱柱剪力和梁梁柱端彎矩矩的計(jì)算層Vi/KN4813940880890.20516.611.6447.5027.2447.531403940880890.20528.702.0371.1858.2698.4221993940880890.20540.802.03100.7882.82158.9812392612858840.22553.783.23133.84173.71288.6表17：地震作用下CC、D軸框架柱柱剪力和梁梁柱端彎矩矩的計(jì)算層Vi/KN48139408116150.29523.901.9361.4246.1330.7130.71314039408116150.29541.302.1696.6489.2171.3971.3921193940811615029558.712.16137.39126.81113.3113.312392612871800.27565.733.14162.26206.4147.54147.54框架柱軸力和梁梁端剪力的的計(jì)算結(jié)果果見表18：表18：地震作用下框框架柱軸力力和梁端剪剪力層梁端剪力/KNN柱軸力/KNBC跨VbBCCD跨VbCDDE跨VbDEB軸NcBC軸D軸E軸NcEVbBC-VbCDNcCVbCD-VbDENcD410.868.5310.86-10.862.332.33-2.33-2.3310.86323.5819.8323.58-34.443.756.08-3.75-6.0834.44237.8231.4737.83-61.46.3512.43-6.35-12.4361.4160.5840.9860.58-98.4119.632.03-19.6-32.0398.41注：軸力壓力為為正，拉力力為負(fù)。根據(jù)以上數(shù)據(jù)，分分別畫出：：地震作用下的彎彎矩圖。（圖16）地震作用下的剪剪力圖。（圖17）地震作用下的軸軸力圖。（圖18）八、內(nèi)力組合結(jié)構(gòu)抗震等級：：結(jié)構(gòu)的抗震等級級可根據(jù)結(jié)結(jié)構(gòu)類型、地地震烈度、房房屋高度等等因素，查查表可知，本本工程的框框架為三級級抗震等級級?？蚣芰簝?nèi)力組合合：本工程考慮了四四種內(nèi)力組組合，即：：1.2SSGK+1..4SQKK；1.355SGKK+SQKK；1.2SGK+1..26（SGK+SSWK）；rRE[1..2(SGGK+0..5SQQK)+11.3SSEK]。此外，1.2SSGK+1..4SWKK這種內(nèi)力力組合與考考慮地震作作用的組合合相比一般般較小，對對結(jié)構(gòu)設(shè)計(jì)計(jì)不起控制制作用，故故不與考慮慮。各層梁梁的內(nèi)力組組合結(jié)果見見表16~表18，表中SGK、SQK兩列中中的梁端彎彎矩M為經(jīng)過調(diào)調(diào)幅后的彎彎矩，（調(diào)調(diào)幅系數(shù)取取0.8）。下面以頂層BCC跨梁考慮慮地震作用用的組合為為例，根據(jù)據(jù)梁端彎矩矩組合值及及梁上荷載載設(shè)計(jì)值，由由平衡條件件確定其跨跨間最大正正彎矩。若：，說明，其其中x為最大正正彎矩截面面至B支座的距距離，x可由下式式求解：所以：若：，說明，則則：所以：若：，則：框架柱內(nèi)力組合合：各層柱柱的內(nèi)力組組合結(jié)果見見表19~表24。表16：框架梁內(nèi)力組組合表層次截面位置內(nèi)力SGKSQKSWKSEK1.2SGKK+1.26（SGGK+SSWK）rRE[1.2((SGK+0..5SQKK)+1.3SEEK]1.35SGKK+SQK1.2SGK++1.4SQK→←→←一層BM-80.78-12.5817.01288.6-214.600-182.877202.46-360.311-121.633-114.655165.30V125.9823.493.9660.58339.54280.3165.94180.04193.56184.06C左M-118.588-36.5011.50147.54-337.7-245.722-268.644-19.06-196.588-193.400V111.6113.293.9660.58291.31257.82166.0947.96163.96152.54C右M-72.30-44.1511.50147.54-233.499-122.23356.93-230.722-141.766-148.577121.77V55.0160.773.1940.98211.8958.7539.63119.55135.03151.09D左M-77.26-89.3011.50147.54-302.588-77.54-257.599-30.11-193.600-217.722V55.0160.773.1940.98211.8958.75119.6639.64135.03151.09D右M-134.955-133.62211.50147.54-500.344-163.622-43.75-331.455-315.800-349.011226.18V125.01125.633.9660.58465.82149.23115.63233.45294.39325.89EM-97.91-91.3817.01288.6-355.999-125.722-414.744148.03-223.566-245.422V124.89125.473.9660.58564.32149.14133.57115.44294.07325.53跨間MBC76.9762.88156.1856.4274.8470.15MCD58.0259.8021.1111.5966.4059.76MDE84.3998.287.78105.4992.7293.40注：表中MBCC、MCD和MDE分別為BC跨、CD跨和DE跨的跨間間最大正彎彎矩，M以下部受受拉為正，V以向上為為正。表17：框架梁內(nèi)力組組合表層次截面位置內(nèi)力SGKSQKSWKSEK1.2SGKK+1.26（SGGK+SSWK）rRE[1.2((SGK+0..5SQKK)+1.3SEEK]1.35SGKK+SQK1.2SGK++1.4SQK→←→←二層BM-48.95-13.786.55158.98-112.166-128.677104.13-205.888-79.86-78.03100.70V54.8223.491.7337.82132.68137.0424.0997.8497.5098.67C左M-71.30-36.205.78113.3-177.399-173.411-192.566-23.3855-132.466-136.244V68.2513.291.7337.82170.07165.7231.13104.88105.43100.51C右M-49.29-44.665.78113.3-113.977-128.54444.00-176.944-111.200-121.677114.26V55.0160.771.6131.47133.30137.3548.91110.27135.03151.09D左M76.61-86.565.78113.3-181.188-195.744-84.37-136.577-189.988-213.122V55.0160.771.6131.47137.35133.348.91110.27135.03151.09D右M-142.000-134.2225.78113.3-342.044-356.600-304.711-83.77-325.922-358.311233.53V125.01125.631.7337.83305.34309.70137.81211.58294.39325.89EM-87.12-92.426.65158.94-222.699-205.944-279.122-30.81-210.033-233.933V124.89125.471.7337.82309.41305.05211.38137.63294.07325.53跨間MBC2.230.7069.1249.130.881.95MCD16.2317.1119.498.5518.7517.11MDE82.2284.4424.9777.6584.386.49注：表中MBCC、MCD和MDE分別為BC跨、CD跨和DE跨的跨間間最大正彎彎矩，M以下部受受拉為正，V以向上為為正表18：框架梁內(nèi)力組組合表層次截面位置內(nèi)力SGKSQKSWKSEK1.2SGKK+1.26（SGGK+SSWK）rRE[1.2((SGK+0..5SQKK)+1.3SEEK]1.35SGKK+SQK1.2SGK++1.4SQK→←→←三層BM-48.95-13.786.5598.42-67.72-84.4845.70-149.222-79.86-78.03100.70V54.8223.491.7323.5893.2097.5636.9282.9097.5098.67C左M-71.30-36.205.7871.39-138.466-123.899-150.077-10.85-132.466-136.244V68.2513.291.7323.58100.8396.4790.4044.42105.43100.51C右M-49.29-44.66537871.39-108.144-122.7005.15-134.066-111.200-121.677114.26V55.0160.771.6119.83140.55144.6157.6296.19135.03151.09D左M76.61-86.565.7871.39-208.288-193.722-177.511-38.30-189.988-213.122V55.0160.771.6119.83144.61140.5596.1957.52135.03151.09D右M-142.000-134.2225.7871.39-332.233-346.800-118.599-257.800-325.922-358.311233.53V125.01125.631.7323.58306.13310.49146.05192.03294.39325.89EM-87.12-92.426.6598.42-119.377-212.611-215.966-24.04-210.033-233.933V124.89125.471.7323.58610.14305.78191.85145.87294.07325.53跨間MBC2.230.7069.1249.130.881.95MCD16.2317.1119.498.5518.7517.11MDE82.2284.4424.9777.6584.386.49注：表中MBCC、MCD和MDE分別為BC跨、CD跨和DE跨的跨間間最大正彎彎矩，M以下部受受拉為正，V以向上為為正。表19：框架梁內(nèi)力組組合表層次截面位置內(nèi)力SGKSQKSWKSEK1.2SGKK+1.26（SGGK+SSWK）rRE[1.2((SGK+0..5SQKK)+1.3SEEK]1.35SGKK+SQK1.2SGK++1.4SQK→←→←四層BM-35.46-4.572.8347.50-44.74-51.8812.34-80.28-52.44-48.9587.09V73.226.080.6510.8694.7196.3458.0579.22104.9396.38C左M-76.72-4.761.8430.71-100.388-95.74-101.133-41.25-108.333-98.73V73.226.080.6510.8696.3494.7179.2258.05104.9396.38C右M-64.50-5.921.8430.71-82.55-87.19-30.78-90.67-93.01-85.7096.99V73.226.080.518.5394.8896.1760.3276.95104.9396.38D左M-122.744-10.271.8430.71-162.555-157.911-145.033-85.15-175.977-161.677V73.226.080.518.5396.1794.8876.9560.32104.9396.38D右M-173.100-21.781.8430.71-232.844-237.488-135.655-195.533-255.477-238.211192.45V160.4217.650.6510.86213.92215.56141.73162.91234.22217.21EM-96.20-21.782.8347.50-145.822-138.699-142.477-49.84-151.155-145.233V154.2717.030.6510.86207.4205.76157.10135.92225.30208.97跨間MBC51.9248.9965.0926.4956.0350.71MCD35.1735.7016.3022.9938.6435.89MDE82.0084.6045.0777.8194.8183.56注：表中MBCC、MCD和MDE分別為BC跨、CD跨和DE跨的跨間間最大正彎彎矩，M以下部受受拉為正，V以向上為為正。表20：橫向框架架柱B柱彎矩和和軸力組合合層次截面內(nèi)力SGKSQKSWKSEK1.2SGKK+1.26（SGGK+SSWK）rRE[1.2((SGK+0..5SQQK)+1.3SEEK]1.35SGKK+SQK1.2SGK++1.4SQK|Mmax|NNminMNmaxM→←→←4柱頂MN44.32251.605.7118.232.830.6547.5010.8656.81324.0763.94325.71-4.11238.9994.69261.5865.54357.8961.18327.4494.69261.58-4.11238.9965.54357.89柱底MN-27.76281.26-7.018.231.620.6527.2410.86-40.09359.66-44.17361.30-1.68267.47-58.34290.05-44.48397.93-43.11363.03-58.34290.05-1.68267.47-44.48397.933柱頂MN33.53529.7810.2290.335.032.3871.1834.4446.78746.5559.45752.55-36.93516.13111.12587.7655.49805.5354.54762.20111.12587.76-36.93516.1355.49805.53柱底MN-61.61559.44-10.8390.335.302.3858.2634.44-80.90782.15-94.26788.14-3.75544.60-124.933616.24-94.00845.57-89.09797.79-124.933616.24-3.75544.60-94.00845.572柱頂MN33.53529.7810.2290.335.032.38100.7861.489.171300.26675.811306.266-73.14461.65123.38581.3855.49805.5354.54762.20123.38581.38-73.14461.6555.49805.53柱底MN-61.61559.44-10.8390.335.302.3882.8261.4-144.8881368.233-158.2441384.277-141.566488.34-19.94608.07-94.00845.57-89.09797.79-19.94608.07-141.566488.34-94.00845.571柱頂MN39.37982.904.90158.1311.716.34132.8498.4182.102409.955111.602425.922-91.66866.93167.381058.83358.051485.05554.101400.866167.381058.833-91.66866.9358.051485.055柱底MN-19.691020.466-2.45158.1315.316.34132.8498.41-29.152502.344-67.732518.322110.59900.74-148.4551082.644-29.031535.755-27.061445.933-148.4551082.644110.59900.74-29.031535.755注：表中M以左左側(cè)受拉為為正，單位位為KN.m，N以受壓為為正，單位位為KN。表21：橫向框架柱CC柱彎矩和和軸力組合合層次截面內(nèi)力SGKSQKSWKSEK1.2SGKK+1.26（SGGK+SSWK）rRE[1.2((SGK+0..5SQQK)+1.3SEEK]1.35SGKK+SQK1.2SGK++1.4SQK|Mmax|NNminMNmaxM→←→←4柱頂MN-15.26108.271.4524.303.680.1461.422.33-21.12160.72-11.85160.37-77.83118.0349.92113.18-19.15170.46-16.28163.94-77.83118.0349.92113.18-19.15170.46柱底MN8.55137.93-3.1324.302.760.1446.132.339.79196.312.84195.9654.68146.50-41.27141.658.41210.515.88199.5454.68146.50-41.27141.658.41210.513柱頂MN-18.97443.237.45234.448.800.2696.646.08-24.47827.60-2.29826.94-115.144544.3685.87531.71-18.16832.80-12.33860.09-115.144544.3685.87531.71-12.33860.09柱底MN33.75472.89-7.19234.448.120.2689.216.0841.67863.1921.21862.53121.73572.83-63.83560.1838.37872.8430.43895.68121.73572.83-63.83560.1830.43895.682柱頂MN-18.97443.237.45234.448.800.26137.3912.43-57.751090.677-35.581090.022-147.344527.07120.57502.84-18.16832.80-12.33860.09-147.344527.07120.57502.84-18.16832.80柱底MN33.75472.89-7.19234.448.120.26126.8112.4393.261163.64472.791162.988150.46553.77-96.82529.9338.37872.8430.43895.68150.46553.77-96.82529.9338.37872.841柱頂MN-24.10805.232.37444.5814.881.03168.2632.03-78.031982.166-40.541979.577-184.577967.00143.54913.54-30.171531.644-25.601588.699-184.577967.00143.54913.54-30.171531.644柱底MN12.05842.79-1.19444.5818.181.03206.432.0352.552074.566-6.742071.977211.501009.811-190.988947.3515.091582.35512.791633.766211.501009.811-190.988947.3515.091582.355注：表中M以左左側(cè)受拉為為正，單位位為KN.m，N以受壓為為正，單位位為KN。表22：橫向框框架柱D柱彎矩和和軸力組合合層次截面內(nèi)力SGKSQKSWKSEK1.2SGKK+1.26（SGGK+SSWK）rRE[1.2((SGK+0..5SQKK)+1.3SEEK]1.35SGKK+SQK1.2SGK++1.4SQK|Mmax|NNminMNmaxM→←→←4柱頂MN62.95547.0414.3953.463.680.1461.422.3389.03723.6398.31723.983.46548.4131.22553.2499.37791.9695.69731.29131.22553.243.46548.499.37791.96柱底MN-43.87576.70-25.7653.462.760.1446.132.33-81.62759.22-88.58759.58-6.50576.87-102.466581.72-84.98831.01-88.71766.88-102.466581.72-6.50576.87-84.98831.013柱頂MN37.87998.8333.81481.618.800.2696.646.0876.961805.10099.131805.755-47.921183.733153.091196.37784.931830.03392.781872.855153.091196.377-47.921183.73392.781872.855柱底MN-46.051028.499-35.74481.618.120.2689.216.08-90.061840.699-110.5221841.34431.421212.2-154.1441224.855-97.911870.077-105.3001908.444-154.1441224.85531.421212.2-105.3001908.4442柱頂MN37.87998.8333.81481.618.800.2696.646.0882.072456.799104.252457.455-212.855518.79181.171149.46684.931830.03392.781872.855181.171149.466-212.855518.7984.931830.033柱底MN-46.051028.499-35.74481.618.120.2689.216.08-103.0552529.766-123.5112530.411190.78545.49-182.7881392.344-97.911870.077-105.3001908.444-182.7881392.344190.78545.49-97.911870.0771柱頂MN26.071450.62219.65917.7314.881.03127.2213.0445.383567.23382.883569.822-186.2814.75197.841790.95554.842876.07758.793025.577197.841790.955-186.2814.7554.842876.077柱底MN-13.041488.188-9.83917.7318.181.03155.4313.04-9.173659.633-54.993662.222172.71845.05-212.8441824.877-27.432926.777-29.413070.644-212.8441824.877172.71845.05-27.432926.777注：表中M以左左側(cè)受拉為為正，單位位為KN.m，N以受壓為為正，單位位為KN。表23：橫向框框架柱E柱彎矩和和軸力組合合層次截面內(nèi)力SGKSQKSWKSEK1.2SGKK+1.26（SGGK+SSWK）rRE[1.2((SGK+0..5SQKK)+1.3SEEK]1.35SGKK+SQK1.2SGK++1.4SQK|Mmax|NNminMNmaxM→←→←4柱頂MN-120.255208.77-26.6019.872.830.6547.5010.86-181.388276.38-174.255274.74-177.611221.25-78.81198.66-188.944301.71-181.544278.34-188.944301.71-78.81198.66-188.944301.71柱底MN16.40238.4354.2319.871.620.6527.2410.8690.05311.9785.97310.3370.10249.7213.44227.1476.37341.7595.60313.9395.60313.9313.44227.1476.37341.753柱頂MN-92.50458.45-61.2993.585.032.3871.1834.44-194.566671.05-181.899665.05-192.244520.85-44.19449.21-186.177712.49-196.811681.15-196.811681.15-44.19449.21-186.177712.49柱底MN80.74488.1175.4593.585.302.3858.2634.44198.63706.64185.28700.64174.32549.3253.14477.69184.45752.53202.52716.74202.52716.7453.14477.69184.45752.532柱頂MN-92.50458.45-61.2993.585.032.38100.7861.4-233.8991130.799-221.2111124.799-86.741125.233-15.33399.06-186.177712.49-196.811681.15-196.811681.15-15.33399.06-186.177712.49柱底MN80.74488.1175.4593.585.302.3882.8261.4205.301203.755191.841197.75564.501368.86629.28425.76184.45752.53202.52716.74202.52716.7429.28425.76184.45752.531柱頂MN-41.65708.13-38.78164.6211.716.34132.8498.41-117.2551749.999-87.701734.011-130.8661728.49972.83622.85-95.011120.600-104.2771080.222-104.2771080.22272.83622.85-95.011120.600柱底MN20.83745.6919.39164.6215.316.34132.8498.4170.531842.39931.951826.411184.641762.411-86.32660.1747.511171.30052.141125.30052.141125.300-86.32660.1747.511171.300注：表中M以左左側(cè)受拉為為正，單位位為KN.m，N以受壓為為正，單位位為KN。表24：橫向框框架柱的剪剪力組合截面位置層次內(nèi)力SGKSQKSWKSEK1.2SGKK+1.26（SGGK+SSWK）rRE[1.2((SGK+0..5SQQK)+11.3SSEK]1.35SGKK+SQK1.2SGK++1.4SQK→←→←B柱4V-16.02-2.820.9916.61-21.53-24.020.54-34.01-24.45-23.1734.533V-21.14-4.682.6128.70-27.98-34.557.31-52.39-33.22-31.9253.262V-21.14-4.682.6140.80-56.10-62.6715.95-63.61-33.22-31.9253.261V-10.36-1.294.7453.78-19.51-31.4642.53-62.34-15.28-14.2456.23C柱4V5.29-1.021.4323.906.863.2629.44-20.276.124.9229.903V11.72-3.253.7641.3014.715.2352.64-33.2612.579.5153.452V11.72-3.253.7658.7133.5724.0966.33-48.1612.579.5153.451V6.34-0.625.7965.7322.898.3069.51-58.667.946.7461.22D柱4V-23.74-8.921.4323.90-37.93-41.53-2.22-51.93-40.97-40.9852.733V-18.65-15.463.7641.30-37.12-46.6017.63-68.28-40.64-44.0269.322V-18.65-15.463.7658.71-41.14-50.6233.50-80.98-40.64-44.0269.321V-6.86-5.175.7665.73-9.60-24.1355.59-72.59-14.43-15.4764.72E柱4V30.3717.960.9916.6160.3257.8355.0520.5058.9661.5964.203V38.5030.372.6128.7087.7581.1881.3921.6982.3588.7290.112V38.5030.372.6140.8098.0091.4288.098.5482.3588.7290.111V10.9610.214.7465.7332.9320.9878.54-49.6325.0127.4561.41九、截面設(shè)計(jì)與與配筋計(jì)算算：混凝土強(qiáng)度C330，fc=14..3N/mmm2,ft=1.443N//mm2,fftk=2..01NN/mm22。鋼筋強(qiáng)度：HHPB2335fy=2100N/mmm2,fykk=2355N/mmm2。HRB4400fyy=3600N/mmm2,fykk=4000N/mmm2。（一）、框架柱柱截面設(shè)計(jì)計(jì)一層C柱：截面的配筋計(jì)算算：查得：rRE==0.8因左震、右震時(shí)時(shí)的軸壓力力均小于Nb，故均按按大偏心受受壓計(jì)算。（1）、最不利荷載載組合：（2）、內(nèi)力調(diào)整：：（3）、截面配筋計(jì)計(jì)算：得：得每側(cè)配筋率：故應(yīng)按構(gòu)造配筋筋，采用對對稱配筋：：選3根直徑為22mmm的三級級鋼筋（As=11400mm2）>0..25bhh=5000mm2。（4）、斜截面承載載力計(jì)算：：驗(yàn)算截面尺寸：：跨高比查得：rRE==0.8，>V=966KN,,滿足要求。取得：故按構(gòu)造配筋。（5）、構(gòu)造要求：：eq\o\aac(○,1)箍筋筋加密區(qū)范范圍：按最大值值取eeq\oo\ac((○,2)箍筋筋直徑：取取箍筋肢距距取兩者中較小值值，即不宜宜大于2000mm，故故采用三肢肢箍。箍筋間距：加密密區(qū)取1000mm。中中取最小值值，即eq\o\aac(○,3)體積積配箍率：：對對三級抗震震等級，軸軸壓比<0.3時(shí)，普通通箍的最小小體積配箍箍率特征值值。最小體積配箍率率對于三級框架柱柱的故取n1=n2=3，As1=As2=78.55mm2。滿足要求。柱根處：S=1100mmm滿足要求。二、三、四層：：縱筋選每每側(cè)3根的三級鋼鋼筋。箍筋間距距，加密區(qū)區(qū)采用按最大值值取一層E柱：截面的配筋計(jì)算算：查得：rRE==0.8因左震、右震時(shí)時(shí)的軸壓力力均小于Nb，故均按按大偏心受受壓計(jì)算。（1）、最不利荷載載組合：（2）、內(nèi)力調(diào)整：：（3）、截面配筋計(jì)計(jì)算：得：得每側(cè)配筋率：故應(yīng)按構(gòu)造配筋筋，采用對對稱配筋：：選3根直徑為22mmm的三級級鋼筋（As=18533mm2）>0..25bhh=5000mm2。（4）、斜截面承載載力計(jì)算：：同一層柱：按構(gòu)造配筋。綜上所述，B、C、D、E采用相同同的配筋：：eq\o\aac(○,1)一層層：縱向受受力鋼筋每每側(cè)配3根的三級鋼鋼筋，箍筋筋采用三肢肢箍，，加加密區(qū)采用用，eq\o\aac(○,2)二、三三層：縱向向受力鋼筋筋每側(cè)配3根的三級鋼鋼筋，箍筋筋采用三肢肢箍，，加加密區(qū)采用用，（二）、框架梁梁截面設(shè)計(jì)計(jì)：正截面受彎承載載力計(jì)算：：梁BC一層：跨中截面面M=1556.188KN.mm下部實(shí)配4根的的三級鋼筋筋；上部按按構(gòu)造要求求配筋。梁BC、梁CD和梁DE各截面的正截面面受彎承載載力配筋計(jì)計(jì)算見表24。斜截面受剪承載載力計(jì)算：：梁BC（一層）：滿足要求。按構(gòu)造要求配筋筋，取雙肢肢箍梁BCC、梁CD和梁DE各截面的的斜截面受受剪承載力力配筋計(jì)算算見表25。裂縫寬度驗(yàn)算：：梁BC：一層的跨中截面面：取框架梁的裂縫寬寬度驗(yàn)算見見表26~表28。表24：框架梁梁正截面配配筋計(jì)算層計(jì)算公式梁BC梁CD梁DE支座左截面跨中截面支座右截面支座左截面跨中截面支座右截面支座左截面跨中截面支座右截面480.2865.09108.3393.0138.64175.97255.4794.81151.150.0590.0480.0790.0680.0280.1280.1860.0690.1100.0610.0490.0820.0700.0280.1370.2080.0720.1174113305524721899231401485788360360360360360360360360360實(shí)配鋼筋/mm2316(603)316(603)416(804)222+216(1162)318(763)522(1900)522(1900)318(763)322(1140)3146.2269.12150.07134.0619.49213.12257.8086.49233.930.1070.0500.1100.0980.0140.1560.1880.0630.1710.1130.0510.1170.1030.0140.1710.2100.0650.18976134478869495115214144381273360360360360360360360360360實(shí)配鋼筋/mm2418(1017)316(603)418(1017)222+218(1269)318(763)522(1900)522(1900)320(942)522(1900)2205.8869.12192.56176.9419.49231.12358.3186.49279.120.1500.0500.1400.1290.0400.1700.3100.0650.0200.1640.0520.1520.1390.0140.1710.2100.0650.020112034410229359511452084438360360360360360360360360360360實(shí)配鋼筋/mm2322(1140)318(763)322(1140)322(1140)318(763)322(1140)428(2463)318(763)328(1076)