新華書店圖書結(jié)構(gòu)設(shè)計(jì)計(jì)算書

畢業(yè)設(shè)計(jì)說明書（畢業(yè)論文）邯鄲市新華書店圖書發(fā)行樓設(shè)計(jì)專業(yè)：土木工程學(xué)生：義慧琴指導(dǎo)老師：劉德乾河北工程大學(xué)土木工程學(xué)院摘要作為土木工程專業(yè)的一名即將畢業(yè)的學(xué)生，我們用了十五周的時(shí)間完成了離校前的最重要的一課——畢業(yè)設(shè)計(jì)，再此設(shè)計(jì)過程中我們收獲頗豐，收益匪淺。此次設(shè)計(jì)的題目是邯鄲市新華書店圖書發(fā)行樓，本工程的建設(shè)單位是邯鄲市新華圖書店，建筑地點(diǎn)位于邯鄲市釡東大街東側(cè)，廣安路北側(cè)。建筑物為六層框架結(jié)構(gòu)辦公樓。，在此次設(shè)計(jì)中采用了功能分離的設(shè)計(jì)手法，避免了不同功能之間的相互干擾，給休閑和辦公都提供了良好的環(huán)境，正立面采用了玻璃幕墻創(chuàng)造了良好的視覺效果，經(jīng)濟(jì)美觀。此工程設(shè)計(jì)的內(nèi)容包括：建筑設(shè)計(jì)，結(jié)構(gòu)設(shè)計(jì)兩部分，它們之間有分工，又相互密切配合。在設(shè)計(jì)過程中我們嚴(yán)格按照設(shè)計(jì)步驟進(jìn)行。首先熟悉設(shè)計(jì)任務(wù)書，根據(jù)每個(gè)人對設(shè)計(jì)任務(wù)書的理解做出一套自己的方案，然后小組內(nèi)進(jìn)行比較，根據(jù)功能，結(jié)構(gòu)布置，立面效果等方面的比較，取長補(bǔ)短，確定一套較適宜的方案，然后根據(jù)此方案每人選取一榀框架，本次設(shè)計(jì)中我選擇了第eq\o\ac(○,11)軸進(jìn)行框架內(nèi)力與配筋計(jì)算以及板配筋和雨篷配筋計(jì)算，最后進(jìn)行技術(shù)經(jīng)濟(jì)分析，這些作為計(jì)算書的主要內(nèi)容。完成計(jì)算后，采用PKPM軟件進(jìn)行了整個(gè)工程的建模與結(jié)構(gòu)的配筋計(jì)算。最后進(jìn)入建筑施工圖，結(jié)構(gòu)施工圖的繪制階段。再次設(shè)計(jì)過程中，我全面了解了設(shè)計(jì)的整個(gè)過程，能夠系統(tǒng)獨(dú)立的完成整個(gè)設(shè)計(jì)，熟練了CAD中各個(gè)命令的用法，掌握了建筑土與結(jié)構(gòu)圖的繪制。為以后走上工作崗位奠定了堅(jiān)實(shí)的基礎(chǔ)。在此我也感謝各位老師在設(shè)計(jì)過程中給予的細(xì)心指導(dǎo)和全面幫助，最后祝各位老師工作順利，萬事如意！AbstractAsacivilengineeringgraduatingstudents,wespent15weekstocompletebeforetheschoolleaversofthemostimportantlesson-graduatedfromdesign,thenthisdesignprocess,werevenueagreatdeal.ThedesignisthesubjectofHandanCity,XinhuaBookstoreBookDistributionHouse,thisprojectistheconstructionunitofHandanCity,XinhuaBookstoreplans,thebuildinglocatedatHandanCityFuDongofMainStreetEast,northofGuanganRoad.Buildingtheframeworkforthesix-storeyofficebuildingstructure.,Inthedesignofaseparationofthefunctionsofthedesignpracticestoavoidthedifferentfunctionsbetweenthemutualinterference,leisureandofficetoprovideagoodenvironment,elevationisaglasscurtainwallusedtocreateagoodvisualeffects,economicAesthetics.Thisengineeringdesigninclude:architecturaldesign,structuraldesignoftwoparts,adivisionoflaborbetweenthem,andcloselycooperatewitheachother.Inthedesignprocess,westrictlyinaccordancewiththedesignofthesesteps.Firstofallfamiliarwiththedesignofthetask,accordingtothedesignofeachperson'sunderstandingofthetasktosettheirownprogrammes,andthenwithinthegroup,accordingtofunction,structurelayout,elevation,includinginthecomparison,learningfrom,determineamoreappropriateTheprogramme,andthenselectthepersonunderthisprogrammeframeworkofaPin,thisdesignIchosetheNo.11shaft,aframeworkforcalculatingandinternalforcesandthereinforcementplatereinforcementandreinforcementYupeng,thefinaltechnicaleconomicanalysis,theseCalculatedasthemaincontent.Afterthecompletionofcalculation,usingtheentirePKPMsoftwareengineeringmodelingandreinforcementofstructuralcalculations.Finallyintotheconstructionplans,structuralconstructionphaseoftheplanisdrawn.Onceagainthedesignprocess,Ifullyunderstandthedesignoftheentireprocess,independentofthesystemcancompletetheentiredesign,theCADskilledintheuseofvariouscommand,controlsoilandtheconstructionofthestructureofthedrawing.Forthefutureonjobsandlaidasolidfoundation.InthisIamalsogratefultotheteachersinthedesignprocesstoguidethecarefulandcomprehensivehelp,thelastwishyoualltheteachersworksmoothly,allthebest!目錄TOC\o"1-2"\h\z0.緒論 11.設(shè)計(jì)條件 21.1場地情況: 21.2建筑軸線尺寸及層高 22.結(jié)構(gòu)布置及計(jì)算簡圖 23.重力荷載計(jì)算 33.1屋面及樓面的永久荷載標(biāo)準(zhǔn)值 33.2屋面及樓面的可變荷載標(biāo)準(zhǔn)值 43.3梁、柱、墻、門重力荷載計(jì)算 43.4重力荷載代表值計(jì)算 54.框架側(cè)移剛度計(jì)算 55.橫向水平荷載作用下框架結(jié)構(gòu)的內(nèi)力和側(cè)移計(jì)算 75.1橫向自振周期計(jì)算 75.2水平地震作用及樓層地震剪力計(jì)算 75.3水平地震作用下位移驗(yàn)： 95.4水平地震作用下eq\o\ac(○,11)軸架內(nèi)力計(jì)算 96.豎向荷載作用下eq\o\ac(○,11)軸架結(jié)構(gòu)的內(nèi)力計(jì)算 106.1eq\o\ac(○,11)軸向框架的內(nèi)力計(jì)算 106.2eq\o\ac(○,11)軸向框架的內(nèi)力組合 187.eq\o\ac(○,11)軸架梁柱截面設(shè)計(jì) 217.1eq\o\ac(○,11)軸架梁設(shè)計(jì) 217.2eq\o\ac(○,11)軸架柱設(shè)計(jì) 238.樓板的配筋計(jì)算 258.1荷載統(tǒng)計(jì) 258.2內(nèi)力計(jì)算 258.3板配筋計(jì)算 269.基礎(chǔ)設(shè)計(jì) 279.1A柱基礎(chǔ)的配筋計(jì)算 2710.雨蓬的配筋計(jì)算 2910.1內(nèi)力計(jì)算及截面設(shè)計(jì) 2910.2雨蓬梁計(jì)算 2910.3雨蓬梁的抗扭、抗剪計(jì)算 3010.4雨蓬的抗傾覆計(jì)算 3211.技術(shù)經(jīng)濟(jì)分析 3211.1技術(shù)經(jīng)濟(jì)分析目的： 3211.2進(jìn)行定量、定性分析： 3211.3技術(shù)經(jīng)濟(jì)措施 3311.4新技術(shù)、新工藝的推廣和應(yīng)用 3311.5結(jié)論： 33鳴謝 33參考文獻(xiàn) 35附件1實(shí)習(xí)報(bào)告附件2專業(yè)英文翻譯邯鄲市新華書店圖書發(fā)行樓設(shè)計(jì)學(xué)生義慧琴指導(dǎo)教師劉德乾河北工程大學(xué)土木工程學(xué)院土木專業(yè)建筑工程方向0.緒論根據(jù)設(shè)計(jì)材料提供的建筑場地的地質(zhì)條件及所在地區(qū)的抗震烈度，確定出擬建筑物的抗震等級(jí)為三級(jí)，建筑物的設(shè)計(jì)過程包括建筑設(shè)計(jì)和結(jié)構(gòu)設(shè)計(jì)兩部分，我們主要以結(jié)構(gòu)設(shè)計(jì)為主。建筑設(shè)計(jì)部分：考慮了各種因素對建筑物的影響，采用了能夠滿足多方面使用要求，又比較經(jīng)濟(jì)、合理、美觀、適用的方案。在進(jìn)行各種房間布置的時(shí)候，我把購書區(qū)放到下面，客房放在上面，在進(jìn)行設(shè)計(jì)的過程中，滿足了規(guī)范對房間的窗地比、隔音、安全出口、消防、節(jié)能等要求。結(jié)構(gòu)設(shè)計(jì)部分：分別從結(jié)構(gòu)體系的選擇、結(jié)構(gòu)總體布置、屋蓋的結(jié)構(gòu)方案、基礎(chǔ)方案的選擇級(jí)結(jié)構(gòu)計(jì)算等多方面進(jìn)行了論述。結(jié)構(gòu)計(jì)算大致分為以下幾個(gè)步驟：構(gòu)件布置：按建筑方案中的平、立、剖面設(shè)計(jì)，確定各構(gòu)件的截面及布置，繪出結(jié)構(gòu)計(jì)算簡圖并初選梁、住截面。荷載統(tǒng)計(jì)：在選截面的基礎(chǔ)上按從上到下的順序進(jìn)行，在荷載的取值按各房間的使用功能及位置查找荷載規(guī)范，完成恒載及活載的統(tǒng)計(jì)，并求出重力荷載代表值。框架水平地震作用下側(cè)移驗(yàn)算:先算出各構(gòu)件的側(cè)移剛度，再根據(jù)頂點(diǎn)位移法計(jì)算結(jié)構(gòu)的自震周期，按底部剪力法求水平地震的剪力并考慮了頂點(diǎn)附加水平地震作用。橫向框架內(nèi)力分析：分析了橫向框架在水平地震剪力和豎向荷載作用下的內(nèi)力，用彎矩二次分配法計(jì)算梁端、柱端彎矩、剪力。內(nèi)力組合：對恒載、活載及地震作用下橫向框架的內(nèi)力進(jìn)行組合，找出最不利的內(nèi)力組合，作為對框架梁、柱進(jìn)行截面設(shè)計(jì)，和配筋計(jì)算的依據(jù)。板的設(shè)計(jì)：用塑性理論對板進(jìn)行設(shè)計(jì)，求出板的配筋。基礎(chǔ)設(shè)計(jì)：采用鋼筋混凝土柱下獨(dú)立基礎(chǔ)設(shè)計(jì)成果：平面圖、立面及剖面圖各一張，樓梯剖面圖、樓梯配筋圖、樓梯詳圖各一張，樓、屋蓋的結(jié)構(gòu)布置、配筋圖各一張，墻身大樣圖一張，建筑總說明及結(jié)構(gòu)總說明等。計(jì)算機(jī)應(yīng)用：使用了AUTOCAD、PKPM軟件及EXCEL表格制作和WORD進(jìn)行了排版設(shè)計(jì)。在設(shè)計(jì)過程中我們嚴(yán)格按照現(xiàn)行建筑設(shè)計(jì)規(guī)范和現(xiàn)行結(jié)構(gòu)設(shè)計(jì)規(guī)范進(jìn)行設(shè)計(jì)，并取一榀框架進(jìn)行內(nèi)力配筋計(jì)算，繪制建筑施工圖和結(jié)構(gòu)施工圖，在設(shè)計(jì)的過程中我們還參考了有關(guān)的教材和圖集、房建、混凝土結(jié)構(gòu)、抗震等，但是由于我們水平的有限和水平的缺乏，以及資料的不足，還有許多不合宜之處，希望各位老師提出批評指正。1.設(shè)計(jì)條件1.1場地情況:該建筑位于位于邯鄲市釡東大街東側(cè)，廣安路北側(cè)，交通便利，地形平坦，詳見總圖。1基本風(fēng)壓：0.3KN/㎡，地面粗糙度為C類。2基本雪壓：0.35KN/㎡3地下水位：地下水的穩(wěn)定水位為自然地面以下1.0－1.94地震設(shè)防列度：7度，設(shè)計(jì)基本地震加速度0.15g，建筑的場地土類別為Ⅱ1.2建筑軸線尺寸及層高層高：首層4.5m，二、六層4.2m，三、四層3.4m，五層3.9平面：走廊2.1m，室內(nèi)外高差裝飾要求：（1）內(nèi)外墻采用空心磚。（2）走廊、會(huì)議室頂用吸音板吊頂并滿足聲光要求。（3）樓梯采用花崗石，扶手用不銹鋼。（4）衛(wèi)生間地面采用防水做法，樓、地面、墻面用瓷磚材料情況：（1）混凝土：C30。（2）鋼筋：采用HPB235和HPB335。 （3）砌體：填充墻采用空心磚、砂漿采用M5、M10。（4）基本材料結(jié)合當(dāng)?shù)貙?shí)際情況（5）預(yù)制構(gòu)件、配件采用本地生產(chǎn)的標(biāo)準(zhǔn)件。2.結(jié)構(gòu)布置及計(jì)算簡圖根據(jù)該房屋的使用功能及建筑設(shè)計(jì)要求，進(jìn)行了建筑平面、立面及剖面設(shè)計(jì)，其建筑平面，結(jié)構(gòu)平面和剖面圖見設(shè)計(jì)圖，主體結(jié)構(gòu)共六層，本工程建筑主體高度為23.6米，總建筑面積4600㎡左右。其中首層4.5m，二、六層4.2m，三、四層3.4m，五層3.9m，室內(nèi)外高差0.45m，外墻采用250mm厚的空心砌塊砌筑，填充墻采用150mm厚空心砌塊砌筑。門為木門，門洞尺寸為1.8m×2.1m,2.2m2.1m樓蓋及屋蓋采用現(xiàn)澆鋼筋混凝土結(jié)構(gòu)，樓板厚度取100mm，梁截面高度按跨度的1/12--1/8估算。框架梁跨度為L=7200㎜取h=(1/8--1/12)L=600--900㎜,初選h=600mmb=(1/2--1/3)h=200mm-300mm選b=300mm。由此估算的梁截面尺寸見表2.1，表中還給出了各層梁柱和板的混凝土強(qiáng)度等級(jí)。其設(shè)計(jì)強(qiáng)度：C30().表2.1梁截面尺寸（mm）及各層混凝土強(qiáng)度等級(jí)層次混凝土強(qiáng)度等級(jí)橫梁（b×h）縱梁（b×h）次梁（b×h）ABCD跨BC跨3-7層C30300×600200×400250×500200×4501-2層C30300×600200×400250×500200×450柱截面尺寸可根據(jù)式，，估算。該框架結(jié)構(gòu)的抗震等級(jí)為三級(jí)，取=1.2，=1.1（柱端彎矩增大系數(shù)）。=6,=14.3MP。按此算得1層中柱的負(fù)荷面積=7.2×4.8=34.56m2則：中柱如取柱截面為正方形，則邊柱和中柱截面高度分別為和。根據(jù)上述計(jì)算結(jié)果并綜合考慮其它因素，本設(shè)計(jì)柱截面尺寸如下：1～2層：3～7層：柱高：2～5層柱高即為層高。底層柱高=4.2+0.45+0.6=5.1mm框架結(jié)構(gòu)計(jì)算簡圖5.1所示，取頂層柱的形心線作為框架柱的軸線，梁軸線取至板底圖2.1結(jié)構(gòu)計(jì)算簡圖3.重力荷載計(jì)算3.1屋面及樓面的永久荷載標(biāo)準(zhǔn)值屋面：（上人屋面）75mm厚面層（做法見）1.288100厚鋼筋混凝土板25×0.1=2.5合計(jì)3.81～6層樓面：瓷磚地面（包括水泥粗砂打底）0.7100厚鋼筋混凝土板25×0.1=2.5V型輕鋼龍骨吊頂0.1合計(jì)3.331～6層樓面：（衛(wèi)生間、浴室）瓷磚防水地面（包括水泥粗砂打底）2.4100厚鋼筋混凝土板25×0.1=2.5V型輕鋼龍骨吊頂0.1合計(jì)5.03.2屋面及樓面的可變荷載標(biāo)準(zhǔn)值非上人屋面均布活荷載標(biāo)準(zhǔn)值0.5樓面活荷載標(biāo)準(zhǔn)值2.0屋面雪荷載標(biāo)準(zhǔn)值0.253.3梁、柱、墻、門重力荷載計(jì)算梁、柱可根據(jù)截面尺寸、材料容重及粉刷等計(jì)算出單位長度上的重力荷載,可計(jì)算出單位面積上的重力荷載.具體計(jì)算過程從略,計(jì)算過程見表3.1。表３.1梁、柱重力荷載標(biāo)準(zhǔn)值層次構(gòu)件bmhmγKN/m3βgKN/m1-2柱0.60.6251.059.453-7柱0.50.5251.059.381-7KL-10.30.6251.054.73KL-20.250.5251.053.28KL-30.20.4251.052.1KL-40.20.4251.052.1KL-50.20.4251.052.1L-10.20.45251.053.38注:1)表中β考慮梁、柱的粉刷層重力荷載而對其重力荷載增大系數(shù);g表示單位長度構(gòu)件重力荷載;n為構(gòu)件數(shù)量。2)梁長度取凈長;柱長度取層高。墻體為250mm厚空心磚,外墻面貼瓷磚(0.5),內(nèi)墻面為20mm抹灰,則外墻單位墻面重力荷載為:0.5+9.6×0.25+17×0.2＝2.67內(nèi)墻為150mm粘土空心磚兩側(cè)均為20mm厚抹灰,則內(nèi)墻單位墻面重力荷載為:5.8×0.15＋17×0.02×2＝0.86女兒墻為240mm厚加氣混凝土砌塊，外墻貼瓷磚，內(nèi)墻為20mm厚抹灰，則女兒墻單位面積重力荷載為：0.5＋6×0.24＋17×0.02＝2.28木門單位面積重力荷載為0.2;鋁合金窗單位面積重力荷載取0.253.4重力荷載代表值計(jì)算屋面重力荷載代表值計(jì)算=結(jié)構(gòu)和構(gòu)配件自重標(biāo)準(zhǔn)值+0.5雪荷載標(biāo)準(zhǔn)值樓面重力荷載代表值計(jì)算=結(jié)構(gòu)和構(gòu)配件自重標(biāo)準(zhǔn)值+0.5樓面活荷載標(biāo)準(zhǔn)值表３.２各層荷載層次板e(cuò)q\o\ac(○,1)梁eq\o\ac(○,2)eq\o\ac(○,1)+eq\o\ac(○,2)柱eq\o\ac(○,3)墻eq\o\ac(○,4)0.5（eq\o\ac(○,3)+eq\o\ac(○,4)）恒載KN活載KN總荷載KN7730.8583.251314.05567521.44544.221858.2736.541894.8161849.823244.015013.83716.561080.9898.736536.78336.546873.3252196.761278.143474.9819.21072945.65319.23660.845980.0742196.761278.143474.9713.92938.73826.345246.84660.845907.6832196.761278.143474.9713.92894.67804.35105.54660.845766.3822196.761278.143474.91270.08864.831067.55346.7660.846007.5412206.631278.143487.771542.49321237.25792.47660.846453.31圖３.1各質(zhì)點(diǎn)重力荷載代表值4.框架側(cè)移剛度計(jì)算表4.1橫梁線剛度ib計(jì)算表類別層次Ec(N/mm2)b(mm)h(mm)Io(mm4)Lo(mm)EcIo/Lo(N*mm)1.5EcIo/Lo(N*mm)2EcIo/Lo(N*mm)邊跨梁13.00×104300×6005.4×10972002.25×10103.375×10104.5×10102-53.00×1045.4×1092.25×10103.375×10104.5×1010中道梁13.00×104200×4001.07×10924001.34×10102.01×10102.68×10102-53.00×1041.07×1091.34×10102.01×10102.68×1010表4.2柱線剛度ic計(jì)算表層次(mm)(N/mm2)b(mm)h(mm)(mm4)15100600×6002420033400500×500434005390064200柱的側(cè)移剛度按式計(jì)算，根據(jù)梁、柱線性剛度比K的不同，柱可分為中框架柱,邊框架柱和邊柱以及樓梯柱等。現(xiàn)以第二層①軸邊框架柱側(cè)移剛度計(jì)算為例,說明計(jì)算過程,其余計(jì)算過程從略，計(jì)算結(jié)果見下表。表4.3中框架柱側(cè)移剛度D值（N/mm)層次邊柱（12根）中柱（12根）∑KK2-52.8940.591235301.0920.3531405545102012.3070.628163900.7680.45811955340140表4.4邊框架柱側(cè)移剛度D值（N/mm)層次邊柱（4根）中柱（4根）∑KK2-50.8310.294118141.5390.4361748011717610.5760.418114191.0670.51113911101644表4.5樓梯間框架柱側(cè)移剛度D值（N/mm)層次A-17B-17∑KK3-50.880.30696481.7680.469148322448010.5760.418114401.1580.5251438325823將上述不同情況不同層框架柱側(cè)移剛度相加，即得框架區(qū)層層間側(cè)移剛度∑Di。表4.6橫向框架層間側(cè)移剛度（N/mm)層次12345∑Di441784568196568196568196568196由上表可見，∑D1/∑D2=443780/580164=0.765＞0.7，故該框架為規(guī)則框架。5.橫向水平荷載作用下框架結(jié)構(gòu)的內(nèi)力和側(cè)移計(jì)算5.1橫向自振周期計(jì)算表５.1基本周期的計(jì)算層次KN(N/mm)mmmm71894.811894.811601600.01180.33666873.328768.133808800.0230.324855980.0714748.24017200.03670.301845907.6820655.885535800.03730.301835766.3826422.265535800.04770.227826007.5432429.84316500.07510.180116453.3138883,113716400.1050.105按公式計(jì)算結(jié)構(gòu)基本周期T，框架結(jié)構(gòu)=0.6,則5.2水平地震作用及樓層地震剪力計(jì)算本結(jié)構(gòu)高度不超過40m，質(zhì)量和剛度沿高度分布比較均勻，變形以剪切型為主，故采用底部剪力法計(jì)算水平地震作用。多遇地震設(shè)防烈度7度,設(shè)計(jì)地震加速度0.15g時(shí)二類場地,設(shè)計(jì)地震分組為第一組=0.35S因1.4=1.4×0.35=0.49S＞=0.592S所以考慮頂部附加水平地震作用。由公式得各樓層地震剪力如下表:表５.２各樓層地震剪力層次mmKNKN*mKNKN74.528.61895538180.0902197.81593.4364.224.26873166326.60.279611.85809.6653.92059801196000.2438.61248.2643.416.1590895118.80.159348.691596.9533.412.7576673228.20.123269.741866.6924.29.3600855874.40.094206.142072.8315.15.1645332910.30.055120.622193.45各質(zhì)點(diǎn)水平地震作用及樓層地震剪力沿房屋高度的分布圖如下:圖５.1橫向水平地震作用及樓層地震剪力5.3水平地震作用下位移驗(yàn)：表５.3橫向水平地震作用下的位移驗(yàn)算層次/KN/mm/備注7593.430.00374.21/1135層間彈性轉(zhuǎn)角均滿足要求θe<［θe］=1/4506809.660.00224.21/190951248.260.00313.91/125841596.950.00293.41/117231866.690.00343.41/100022072.830.00484.21/87512193.450.00595.11/8645.4水平地震作用下eq\o\ac(○,11)軸架內(nèi)力計(jì)算以圖中eq\o\ac(○,11)軸框架為例進(jìn)行內(nèi)力計(jì)算：表５.4各層柱端彎矩及剪力計(jì)算柱層次hmmViKNΣDiN/mmyA柱742593.43160160953035.311.2130.3793.4354.87642809.66380880953020.251.2130.4544.0338.275391248.264017201136035.301.1250.4674.3463.334341596.955535801556044.910.4583.9668.73341866.695535801556052.510.589.289.22422072.834316501185056.90.580.55107.54131.441512193.453716401103065.10.710.799.6232.41C柱742593.4316016012410461.940.44108.1985.01642809.663808801241026.41.940.4560.9849.95391248.264017201493046.41.790.4992.0588.674341596.955535802073059.81.590.4105.7397.63341866.695535802073069.91.590.5118.83118.832422072.8343165016660800.930.51681681512193.45371640112604122.09217.06表５.5梁端彎矩、剪力及柱軸力計(jì)算層次邊梁走道梁柱軸力MblMbrlVbMblMbrlVb邊柱N中柱N793.4340.0340.032.433.422.411698.991.977.226.554.0254.022.44548.529.55112.6189.4252.522.443.876.645.24147.29122.477.237.571.9371.932.459.9114.167.63157.9131.357.240.280.0880.082.466.7154.394.12196.74106.13106.132.488.4206.7130.11231.04182.767.257.5107.33107.332.489.4264.2162水平地震作用下框架的彎矩圖,梁端剪力圖及柱軸力圖如下圖５.26.豎向荷載作用下eq\o\ac(○,11)軸架結(jié)構(gòu)的內(nèi)力計(jì)算6.1eq\o\ac(○,11)軸向框架的內(nèi)力計(jì)算6.1.1計(jì)算單元取eq\o\ac(○,11)軸線橫向框架進(jìn)行計(jì)算,計(jì)算寬度為7.2米,由于房間內(nèi)布置次梁,故直接傳給該樓面荷載見下圖中水平陰影所示,計(jì)算單元內(nèi)的其余荷載則通過次梁和縱向框架梁以集中力的形式傳給橫向框架梁,作用于各節(jié)點(diǎn)上.由于縱向框架梁的中心線與柱的中心線重合,因此在框架的節(jié)點(diǎn)上不作用有集中力矩.（a）框架彎矩圖（KN）（b）框架剪力及軸力圖（KN）圖５.２梁端剪力圖及柱軸力圖圖６.１橫向框架內(nèi)力計(jì)算簡圖6.1.2荷載計(jì)算1)恒載計(jì)算下圖中代表橫梁自重及墻自重，為均布荷載形式；為由次梁直接傳給主梁的荷載及由邊縱梁和中縱梁傳給主梁的恒載,,Mi荷載產(chǎn)生的力矩.一層:=3.3(3.6-0.3）=10.89KN/m=4.725KN/m=2.1KN/m=4.725+0.86×(4.5-0.6)=8.079KN/m=3.3×(1.8-0.15)=5.445KN/m=5×(1.8-0.15)=8.25KN/m=21.99+6.48×3.3+9.72×3.3+0.5×15.83+48.2+×(0.9×3.78+6.6×0.12)×2.67+3.78×5.7×0.25=21.99+21.384+32.076+7。915+48.2+16.584=148.149KN=21.99+21.38+32.076+7.915+48.2+8.46×3.3=160.077KN=21.99+10.692+16.692+42.768+3.958+48.2=143.646KN=13.5+2.258+16.2+14.256+7.915+0.5×（10.53+1.013）=59.9KN=21.99+10.692+16.692+13.5+2.258+3.958+53.005+16.2=137.641KN 圖６.２恒荷載計(jì)算簡圖對于2-7層，計(jì)算方法同1層。2)、活荷載計(jì)算：活荷載作用下一層框架梁上的荷載分布如下圖所示：.圖６.３活荷載計(jì)算簡圖在樓面活載作用下：對于一層：=6.6KN/m=qK3=3.3KN/m=（9.72+6.48）×2=32.4KN=32.4+8.64×2=49.68KN=（8.64+4.32+0.5×9.72+3.42）×2.0=42.48KN=(3.42+0.5×5.4)×2=12.24KN=(12.24+3.42+0.5×9.72)×2=41.04KN表６.1橫向框架恒載匯總表層次P1KNP2KNP3KNP4KNP5KNqk1KN/mqk2KN/mqk3KN/mqk4KN/mqk5KN/mqk6KN/m1148.15160.08143.6559.9137.6410.894.732.18.085.458.252145.1174.29150.7559.9126.5910.898.082.18.085.458.253162.08182.65154.9359.9130.7710.898.082.18.085.458.254167.27185.51154.9359.9142.6910.898.082.18.085.458.255148.15179.81153.5159.9143.2110.894.732.18.085.458.256184.57131.57184.570131.5710.894.732.110.894.7307113.97124.3113.970124.310.894.732.110.894.730表６.２橫向框架恒載梁端彎矩匯總表層次梁端彎矩MＡＢMＢＡMＢCMCBMCDMDC1-62.31262.312-1.0081.008-139.47115.1872-76.80176.801-1.0081.008-139.47115.1873-76.80176.801-1.0081.008-139.47115.1874-76.80176.801-1.0081.008-139.47115.1875-62.31262.312-1.0081.008-139.47115.1876-62.31262.312-1.0081.008-62.31262.3127-62.31262.312-1.0081.008-62.31262.312表６.３橫向框架活載梁端剪力匯總表層次梁端剪力MＡBMBＡMBＣMCＢMCＤMＤC146.413-46.4132.52-2.5298.97-82.01258.487-58.4872.52-2.5298.97-82.01358.487-58.4872.52-2.5298.97-82.01458.487-58.4872.52-2.5298.97-82.01546.413-46.4132.52-2.5298.97-82.01646.413-46.4132.52-2.5246.413-46.413746.413-46.4132.52-2.5246.413-46.413活荷載作用下表６.４橫向框架活載梁端彎矩匯總表層次梁端彎矩MＡBMBＡMBcMCＢMCDMDC1-25.425.4-33.41630.3182-25.425.4-33.41630.3183-25.425.4-33.41630.3184-25.425.4-33.41630.3185-25.425.4-33.41630.3186-25.425.4-25.425.47-25.425.4-25.425.4表６.５橫向框架活載梁端剪力匯總表層次梁端剪力MＡBMBＡMBcMCＢMCDMDC117.82-17.8231.158-30.841217.82-17.8231.158-30.841317.82-17.8231.158-30.841417.82-17.8231.158-30.841517.82-17.8231.158-30.841617.82-17.8217.82-17.82717.82-17.8217.82-17.826.1.3內(nèi)力計(jì)算：梁端、柱端彎矩采用二次分配法計(jì)算。由于結(jié)構(gòu)和荷載對稱，故計(jì)算時(shí)可以用半框架。彎矩計(jì)算過程如下圖示，所得彎矩見下圖。梁端剪力可根據(jù)梁上豎向荷載引起的剪力與梁端彎矩引起的剪力相疊加而得。柱軸力可由梁端剪力和節(jié)點(diǎn)集中力疊加得到。計(jì)算柱底軸力還需要考慮柱的自重。橫向框架恒載及活載作用下彎矩二次分配如下圖所示。表６.６橫向框架恒載作用下彎矩二次分配上柱下柱右梁左梁下柱右梁左梁上柱下柱右梁左梁上柱下柱0.4520.5480.4130.3410.2460.2460.3410.4130.5480.452-62.3162.31-1.011.01-62.3162.3128.1634.15-25.32-20.9-15.0815.0820.925.32-34.15-28.169.69-12.6617.08-7.7912.66-12.667.79-17.0812.66-9.691.341.63-9.07-7.48-89.07-1.63-1.3439.19-39.1945-36.17-8.838.8336.17-4539.19-39.190.3110.3110.3780.3080.2540.2540.1840.1840.2540.2540.3080.3780.3110.311-62.3162.31-1.011.01-62.3162.3119.3819.3823.55-18.88-15.57-15.57-11.2811.2815.5715.5718.88-23.55-19.38-19.3814.089.47-9.4411.78-10.45-7.635.64-5.6410.4517.24-11.789.44-14.08-17.51-4.39-4.39-5.370.12-1.91-2.64-2.64-3.28.376.896.8929.0724.47-53.5355.41-25.85-23.03-6.534.7423.3830.17-58.4156.57-26.57-300.3040.3270.3690.3020.2490.26490.2690.3020.3690.3040.32-62.3162.31-1.011.01-139.47115.1918.9420.3822.99-18.51-15.26-16.49-11.0324.9234.4837.2541.81-42.51-35.02-37.679.6911.83-9.2611.5-7.79-9.6912.46-5.527.7917.66-21.2620.91-9.69-17.74-3.73-4.01-4.52-1.963-1.62-1.75-30.360.4-10.69-8.8-9.4729.0724.47-53.5355.41-25.85-23.03-6.534.7423.3830.17-58.4156.57-26.57-300.3080.3460.3460.2870.2550.2870.1710.1710.2550.2870.2870.3460.3080.346-76.8-76.8-1.011.01-139.47115.1923.6526.5726.557-21.75-19.33-21.75-12.9623.6835.3139.7439.74-39.86-35.48-39.8610.1912.76-10.8813.29-8.25-10.5411.84-6.4818.6319.47-8.3719.87-18.84-19.18-3.73-4.19-4.19-1.82-1.62-1.82-1.08-3.71-5.53-6.23-6.236.285.596.2830.1135.17-65.366.52-29.2-34.11-3.2114.548.4152.98-115.89101.4848.7352.760.3330.3330.3340.2780.2780.2780.1660.1660.2780.2780.2780.3340.3330.333-76.8-76.8-1.011.01-139.47115.1925.5725.5725.65-21.07-21.07-21.07-12.5822.9838.4938.4938.49-38.47-38.36-38.3613.2910.33-10.5412.83-10.88-8.7911.49-6.2919.8716.06-19.2419.25-19.93-15.5-4.36-4.36-4.37-1.29-1.29-1.29-0.77-1.726-2.89-2.89-2.895.45.395.3934.531.54-66.0667.27-33.24-31.15-2.8715.9755.4751.66-123.11101.37-52.9-48.470.2690.4610.270.2320.2320.3980.1380.1380.2320.3980.2320.270.2690.461-76.8-76.8-1.011.01-139.47115.1920.6635.420.74-17.58-17.58-30.16-10.4619.1132.1255.1132.12-31.1-30.99-53.112.7912.93-8.7910.37-10.54-11.139.56-5.2319.4725.13-15.5516.06-19.18-23.9-4.55-7.8-4.590.24-3.29-5.26-9.48-5.267.37.2712.4628.940.53-69.4269.99-27.72-40.6-1.6711.346.3370.76-128.16107.45-42.964.540.4150.3420.2430.2120.3630.2990.1260.1260.3630.2990.2120.2430.4150.342-62.3162.31-1.011.01-139.47115.1925.8621.3115.14-13-22.25-18.33-7.2317.4550.2641.429.35-28-47.8-39.3917.7-6.57.57-15.088.73-3.6227.26-1414.68-26.55-4.65-3.83-2.72-0.26-0.44-0.36-0.15-3.43-9.9-8.15-5.782.884.934.0638.9117.48-56.3956.62-37.77-18.690.3411.4167.6233.15129.9104.75-69.42-35.33表６.７橫向框架活載作用下彎矩二次分配上柱下柱右梁左梁下柱右梁左梁上柱下柱右梁左梁上柱下柱0.4520.5480.4130.3410.2460.2460.3410.4130.5480.452-25.425.4-25.425.411.4812.92-10.49-8.66-6.248602488.6610.49-12.92-11.483.95-5.256.46-3.233.12-3.123.23-6.465.25-42.590.71-2.62-2.17-1.561.562.172.62-0.71-0.5916.02-17.0218.75-14.06-4.694.6920.31-18.3417.02-16.070.3110.3110.3780.3080.2540.2540.1840.1840.2540.2540.3080.3780.3110.311-25.425.4-25.49.6-7.8-6.45-6.45-4.674.676.456.457.8-9.6-7.9-7.95.743.86-3.94.8-4.33-3.162.34-2.344.334.16-5.65.45-4-4.61-1.77-1.77-90.090.06-0.25-0.34-0.34-0.422.442.012.0111.879.99-21.8522.51-10.69-9.52-2.272.0810.4410.27-22.8222.14-11.63-10.50.3040.3270.3690.3020.2490.26490.2690.3020.3690.3040.32-25.425.4-33.41630.3187.728.319.37-7.67-6.32-6.83-4.576.018.328.9910.09-11.19-9.22-9.913.953.91-3.844.69-3.23-3.243.01-2.293.234.26-5.65.45-4-4.67-1.22-1.31-1.48-0.37-0.31-0.33-0.220.021.190.981.0510.4510.91-21.3522.05-9.863.26-1.783.7911.6513.36-38.8125.77-12.24-13.530.3080.3460.3460.2870.2550.2870.1710.1710.2550.2870.2870.3460.3080.346-25.425.4-33.41630.3187.828.798.79-7.28-6.48-7.28-4.245.718.529.599.59-10.49-9.37-10.494.164.23-3.644.4-3.42-3.532.86-5-6-5.05-1.46-1.64-1.64-0.09-0.08-0.09-0.05-0.3-0.44-0.5-0.5-1.63-1.45-1.6310.5211.3821.8922.43-9.98-10.9-1.433.2412.5813.74-29.5823-5.86-17.170.3330.3330.3340.2780.2780.2780.1660.1660.2780.2780.2780.3340.3330.333-25.425.4-33.41630.3188.468.468.48-7.06-7.06-7.06-4.225.559.299.299.29-10.1-10.1-2-3.534.24-3.64-2.952.775-8-5.054.65-5.25-4.08-1.43-1.43-1.43-0.12-0.12-0.12-0.07-0.25-0.42-0.42-0.42-1.56-1.56-1.5611.4310.45-21.8822.46-10.82-10.13-1.513.1913.6712.75-29.623.3116.9115.740.2690.4610.270.2320.2320.3980.1380.1380.2320.3980.2320.270.2690.461-25.425.4-33.41630.3186.8311.716.86-5.89-5.89-10.11-3.514.617.7513.37.75-8.19-8.16-13.984.235.27-2.953.43-3.53-4.612.31-1.764.656.05-4.13.88-5.05-6.29-1.76-3.02-1.770.560.560.960.33-0.67-1.12-1.93-1.122.012.013.449.313.9623.2623.5-8.86-13.75-0.872.1811.2817.42-30.8928.02-11.2-16.830.4150.3420.2430.2120.3630.2990.1260.1260.3630.2990.2120.2430.4150.342-25.425.4-33.41630.31810.548.696.17-5.38-9.22-7.59-3.24.2112.19.997.08-7.37-12.58-10.45.86-2.693.09-5.062.11-1.66.65-3.693.54-6.99-1.32-1.08-0.77-0.03-0.05-0.04-0.02-1.1-3.17-2.61-1.850.841.431.1815.087.61-22.6923.08-14.33-7.63-1.111.5115.587.38-31.8827.33-18.149.22圖６.４豎向荷載作用下eq\o\ac(○,11)軸向框架彎矩圖6.2eq\o\ac(○,11)軸向框架的內(nèi)力組合6.2.1抗震等級(jí)結(jié)構(gòu)的抗震等級(jí)可根據(jù)結(jié)構(gòu)類型,地震烈度,房屋高度等因素查表可知,本工程的框架為三級(jí)抗震等級(jí).6.2.2框架梁的內(nèi)力組合表６.８恒(活)載作用下梁端剪力（KN）層荷載引起的剪力彎矩引起的剪力總剪力次AB跨BC跨CD跨AB跨BC跨CD跨AB跨BC跨CD跨VA=VBVB=VCVCVDVA=-VBVB=-VCVC=-VDVAVBVBVCVCVD746.412.5246.4146.41-0.8100.8145.647.222.522.5247.2245.6-17.280-17.28-17.28(-0.24)0-0.18-17.58-18.06-18.06-17.58646.412.5246.4146.41-0.260.750.2646.1546.673.27(0.08)17.746.6746.15-17.280-17.28-17.28(-0.09)-0.08-0.09-17.73-17.91(-0.08)-17.91-17.73546.412.5298.9782.01-0.03-8.294.9546.4446.44-5.7710.81103.9277.06-17.280-36.16-30.84(-0.1)(-0.84)-1.81-17.72-17.73(-0.84)-0.84-37.97-29.03458.492.5298.9782.01-0.17-4.7258.3258.66-2.18(-1.81)7.22100.9780.01-17.280-36.16-30.84(-0.08)(-1.81)-0.91-17.74-17.73-1.81-32.07-29.93358.492.5298.9782.01-0.17-5.463.0258.3258.66-2.947.98101.9978.99-17.280-36.16-30.84(-0.08)(-0.7)-0.87-17.74-17.73(-0.7)-0.7-32.04-29.97258.492.5298.9782.01-0.08-4.142.8858.4158.57-6.626.66101.8596.09-17.280-36.16-30.84(-0.03(-1.31)-0.4-17.78-17.73(-1.31)-1.31-31.56-30.76146.412.5298.9782.01-0.03-4.613.4946.4446.44-2.0971.3102.4678.52-17.280-36.16-30.84(-0.05)(-0.17)-0.64-17.77-17.73(-0.17)-0.17-31.8-30.2表６.９恒(活)載作用下柱軸力（KN）層次ABCDN頂N底N頂N底N頂N底N頂N底7132.01159.57146.48147.04132.01147.04146.48159.57-49.98-49.98-67.74-49.98-49.98-49.98-67.74-49.986362.73390.29311.99355.55326.49354.05362.73390.25-100.11-100.11-135.41-135.41-135.41-135.41-100.11-100.115559.22584.82550.43576.03596.65622.29584.96610.56-150.23-150.23-202.17-202.17-216.7-216.7-170.18-170.184788.1810.41795.35817.66862.1885.41810.95833.26-200.37-200.37-267.94-267.94-293.06-293.06-241.15-241.1531008.51030.811033.721056.0311281150.371040.711063.02-250.51-250.51-334.82-334.82-368.27-368.27-312.16-312.1621194.631234.321247.581287.271369.881409.571264.011285.7-300.69-300.69-401.04-401.04-443.52-443.52-383.96-383.9611380.651428.851433.51491.71614.11662.811453.661501.86-350.86-350.86-468.42-468.42-528.07-528.07-455.2-455.2表６.１０eq\o\ac(○,11)軸架梁內(nèi)力組合表七層截面內(nèi)力SGKSQKSEK1.2(SGK+0.5SQK)+1.3SGK1.0SQK+1.35SGK1.4SQK+1.2SGKＶ＝［＋（+）］/+VGbAM-31.35-13.62±93.4356.75-125.44-55.94-56.6963.62V45.617.5822.430.3780.2379.1479.33B左M-36-1568.16-105.60627.31-61.8-64.266.72V47.2218.06±22.482.1332.6281.8180.14B右M-7.06-3.75±40.0430.99-47.07-13.28-13.7210.34V2.52033.4-34.3439.483.46.43C左M-7.06-3.7568.16-47.0730.99-13.28-13.7210.34V2.520±22.439.48-34.343.46.43C右M-36-15±40.0427.31-105.606-61.8-64.266.72V47.2218.0633.432.6282.1381.8180.14DM-31.35-13.6293.43-125.4456.75-55.94-56.6963.62V45.617.58±22.480.2330.3779.1479.33跨間MＡＢ122.39363.39MCD363.39122.3920.0319.81六層AM-53.53-21.85±98.966.69-190.45-94.12-94.83106.41V46.1517.7326.531.57100.4780.0380.2B左M-55.41-22.5191.97-183.5655.56-97.32-98.01107.54V46.5717.91±26.5101.232.380.9181.08B右M-6.53-2.27±54.0261.78-77.58-11.09-11.0179.88V3.240.0845-54.5362.474.494.04C左M-4.74-2.0854.02-75.7764.68-8.48-8.681.81V1.770.08±4560.67-56.332.472.24C右M-58.41-22.82±91.9752.53-186.59-101.67-102.04108.62V46.7717.9126.532.41101.381.0581.2DM-56.57-22.1498.9-193.563.64-98.5198.88103.61V46.1517.77±26.531.57100.4780.0380.2一層AM-56.39-22.69231.04235.32-365.38-98.82-99.43146.27V46.3817.77±57.5-8.43141.0780.3880.53B左M-56.62-23.08182.7303.02172.15-99.52-100.26146.56V46.4417.87±57.5127.91-8.380.5680.64B右M-0.34-1.11±107.33138.67-140.39-1.57-1.96157.91V2.090.1789.4-114.13118.312.992.75C左M-11.41-1.51107,33-151.21127.85-16.91-15.811176.48V7.130.17±89.4124.88-107.569.88.79C右M-129.9-31.88±182.7697.58-377.6207.25200.51218.23V102.4631.857.567.28216.78170.12167.47DM-104.75-27.33231.04424.03186.62168.74163.96190.51V78.5230.2±57.5180.6937.59136.2136.5表６.１１eq\o\ac(○,11)軸向框架柱內(nèi)力組合（KN）柱端彎矩組合A軸層次截面內(nèi)力SGKSQKSEK1.2(SGK+0.5SQK)+1.3SGK1.0SQK+1.35SGK1.4SQK+1.2SGK[Mmax]NNminMNmaxM7柱頂M39.1916.0293.43-52.86142.4868.9369.46142.48-52.8669.46N132.0149.9822.4127.42143.87228.19228.38143.87127.42228.38柱底M-29.07-11.8754.8723.64-90.67-51.115-1.5-90.6723.64-51.11N159.5749.9822.4153.88200.47265.4261.46200.47153.88265.41柱頂M17.487.6199.6-83.15124.0231.2132.01124.02-83.1531.21N1380.64350.86264.21219.061768.62214.722147.971768.61219.062214.72柱底M-8.74-3.81-232.41231.49-251.93-15.61-15.82-251.93231.49-15.61N1428.85350.86264.2126.341814.852279.812205.821814.85126.342279.81B軸7柱頂M-36.17-14.06108.19-193.587.61-62.89-63.09-193.5-193.5-63.09N146.4867.7411202.12230.72265.49270.61202.12202.12270.61柱底M25.8510.6985.01140.46-80.5345.5945.99140.46140.4645.99N174.0467.7411235.19263.79302.69303.68235.19235.19303.681柱頂M-18.69-7.63122.09-33.819.39-32.86-33.11-33.81-33.81-32.86N1433.5468.421621790.692211.652403.6523761790.691790.692403.65柱底M9.353.82217.06292.99-271.3716.4416.57292.99292.9916.57N1491.7468.21661908.962232.9624822445.521908.961908.962445.52C軸7柱頂M3.1718.34108.19-97.12184.1767.1769.08184.17-97.1269.08N146.4867.7411202.12230.72265.49270.61230.72202.12270.61柱底M-23.38-10.44-85.0183.06-137.97-42-42.67-137.9783.06-42N174.0467.7411235.19263.79302.69303.68263.79235.19302.691柱頂M11.411.51122.09-147.04170.416.915.81170.4-147.0416.9N1614.61528.071622037.772458.972697.82662.832458.972037.772697.8柱底M-16.58-3.69217.06264.49-299.87-26.07-25.06-299.87264.49-25.06N1662.8518.071622095.62516.82762.852720.662516.82095.62720.66D軸7柱頂M-39.19-16.0293.43-166.7776.15-68.93-69.46-166.77-166.77-69.46N132.0149.9822.4121.6179.84228.19228.38192.35192.35228.38柱底M26.5711.6354.87102.42-40.2447.548.17102.42102.4247.5N159.5749.9822.4192.35250.59265.4261.46192.35192.35265.41柱頂M-35.33-9.2299.6-167.8291.14-56.92-55.3-167.82-167.82-56.92N1453.66455.2264.2