房屋建筑畢業(yè)設(shè)計(jì)正稿

./摘要本設(shè)計(jì)項(xiàng)目為鑫島花園2號(hào)樓,本工程為六層框架結(jié)構(gòu),一到六層均為住宿區(qū)。每層建筑面積為547.56㎡,總建筑面積為3285.36㎡。建筑設(shè)計(jì)根據(jù)任務(wù)書和規(guī)范的要求,通過(guò)查閱各種文獻(xiàn)資料,做到符合現(xiàn)代居住和人性化設(shè)計(jì)的要求；結(jié)構(gòu)設(shè)計(jì)以結(jié)構(gòu)的功能要求"安全性、適用性、耐久性"為出發(fā)點(diǎn),用手算和電算兩種方法進(jìn)行,再對(duì)兩種結(jié)果進(jìn)行比較,相互檢驗(yàn),提高結(jié)構(gòu)計(jì)算的精確度；施工組織設(shè)計(jì)以"質(zhì)量、工期、成本"為目標(biāo),結(jié)合項(xiàng)目建設(shè)特點(diǎn)、具體環(huán)境條件、技術(shù)經(jīng)濟(jì)條件和現(xiàn)場(chǎng)施工條件,研究、完成了施工規(guī)劃設(shè)計(jì)方案.關(guān)鍵詞框架,要求,目標(biāo),建筑設(shè)計(jì),結(jié)構(gòu)設(shè)計(jì).ABSTRACTThedesignprojectistheseventhcomprehensivedormitoryofBaiMaironmine,it’sabuildingofframework,whosefirsttofifthfloorwithoutexceptowensaareaof547.56squaremeters,thetotalareais3285.36squaremeters.Onthebasisofrequirementoftasksandnormsandbymeansofconsultingvariousdocuments,thearchitectualdesignhavedonetoconformwiththerequirementsofmodernofficeandhumanizeddesign.Takingthestructure`sfunctionalrequirements,thatis"Safety,ApplicabilityandDurability"asastartingpoint,thestructuredesigntooktwomethodsofhandandcomputertocount,andthencomparedthetworesultsandtestedmutuallytoimprovetheaccuracyofstructurecalculation.Onthepurposeofthe"Quality,Time,Cost",combiningfeaturesofthebuildingproject,specificenvironmentalconditions,technicalandeconomicconditionswithsiteconditions,theconstructionorganizationdesignresearchedandthencompletedoftheconstructionplanninganddesignprogram.KeywordsFramework,Requirements,Objectives,Architecturaldesign,Structuraldesign.目錄摘要1ABSTRACT21工程概況11.1設(shè)計(jì)概況：11.2結(jié)構(gòu)承重方案選擇11.3主要構(gòu)件選型及尺寸初步估算21.3.1.主要構(gòu)件選型21.3.2.梁﹑柱截面尺寸估算22板的設(shè)計(jì)42.1樓面荷載計(jì)算42.2材料選用42.3荷載組合系數(shù)：42.4板的荷載確定42.5.板的內(nèi)力計(jì)算62.5.1樓板區(qū)格劃分及編號(hào)62.5.2樓板的彎矩計(jì)算72.6樓板的配筋計(jì)算133次梁計(jì)算153.1次梁選取153.2材料選用153.3荷載組合系數(shù)153.4荷載統(tǒng)計(jì)153.5內(nèi)力計(jì)算153.6配筋計(jì)算164框架的計(jì)算174.1框架計(jì)算簡(jiǎn)圖的確定174.1.主要構(gòu)件選型184.2梁柱線剛度計(jì)算18柱線剛度的計(jì)算18梁線剛度的計(jì)算18梁柱相對(duì)線剛度184.3荷載的確定20恒載204.4豎向荷載作用下框架的何在傳遞214.4．1板傳均布荷載計(jì)算214.4．2框架豎向恒荷圖314.5風(fēng)荷載計(jì)算32風(fēng)荷載標(biāo)準(zhǔn)值的計(jì)算32風(fēng)荷載作用下的位移驗(yàn)算334.5.3風(fēng)荷載標(biāo)準(zhǔn)值作用下的內(nèi)力計(jì)算354.6水平地震作用計(jì)算38荷載的確定38地震作用的計(jì)算〔D值法384.7框架的內(nèi)力計(jì)算42恒荷載作用下框架內(nèi)力計(jì)算43活荷載作用下框架內(nèi)力計(jì)算43恒荷載作用下框架彎矩計(jì)算43恒荷載作用下框架彎矩計(jì)算43恒荷載作用下框架剪力計(jì)算43恒荷載作用下框架剪力計(jì)算43恒荷載作用下框架軸力計(jì)算43恒荷載作用下框架軸力計(jì)算434.8框架的內(nèi)力組合43框架梁內(nèi)力組合43框架柱內(nèi)力組合434.9框架梁的配筋計(jì)算54正截面受彎承載力計(jì)算54斜截面受剪承載力計(jì)算554.10框架柱的截面設(shè)計(jì)58截面尺寸復(fù)核58正截面設(shè)計(jì)58斜截面設(shè)計(jì)605樓梯的計(jì)算615.1梯段板的設(shè)計(jì)〔TB-162梯段板數(shù)據(jù)62確定板厚62荷載計(jì)算62內(nèi)力計(jì)算62配筋計(jì)算625.2平臺(tái)板設(shè)計(jì)63確定板厚63荷載計(jì)算63內(nèi)力計(jì)算63配筋計(jì)算635.3平臺(tái)梁設(shè)計(jì)64確定梁尺寸64荷載計(jì)算64內(nèi)力計(jì)算64配筋計(jì)算646基礎(chǔ)設(shè)計(jì)656.1初步選擇基底尺寸656.2驗(yàn)算持力層地基承載力656.3計(jì)算基底凈反力656.4配筋計(jì)算66.7施工組織設(shè)計(jì)687.1工程情況描述68建筑概況68結(jié)構(gòu)概況68施工部署697.2施工項(xiàng)目經(jīng)理部組織設(shè)置707.2.1部署原則70項(xiàng)目經(jīng)理部70項(xiàng)目部主要部門職能727.3施工方案及部署727.4施工進(jìn)度計(jì)劃817.5施工進(jìn)度計(jì)劃的支持性技劃827．5．1施工進(jìn)度保證措施827.6施工現(xiàn)場(chǎng)平面布置86施工總平面布置原則86施工用電88施工用水88臨時(shí)設(shè)施887.7技術(shù)組織措施887.7.1質(zhì)量保證措施88施工安全措施90文明施工措施91雨季施工措施93工期保證措施94參考文獻(xiàn)96致謝97..1工程概況本工程為鑫島花園2號(hào)樓,工程位于XX市,建筑場(chǎng)地類別為二類。擬建住宅樓主要功能為住宿和日常生活〔一到六層為住宿區(qū)。結(jié)構(gòu)形式為框架結(jié)構(gòu),耐久年限50年,抗震設(shè)防7度。建筑層數(shù)為6層,建筑面積為3285.36㎡,各層面積均為547.56㎡。建筑高度為18.3m,耐火等級(jí)為2級(jí),屋面防水等級(jí)Ⅲ1.1設(shè)計(jì)概況：建設(shè)項(xiàng)目名稱：鑫島花園2號(hào)樓建設(shè)地點(diǎn)：XX設(shè)計(jì)資料：鑫島花園2號(hào)樓,可占用土地為47m*11.1m,實(shí)際占地面積為47*11.1,主體為六層,室內(nèi)外地坪高差為600mm,層高3m,女兒墻高1.4m,總高21.6m地質(zhì)水文資料：根據(jù)工程地質(zhì)勘測(cè)報(bào)告,擬建場(chǎng)地地勢(shì)平坦,表面為平均厚度1.2左右的素填土,承載力的標(biāo)準(zhǔn)值為70kPa,以下為昔格達(dá)組泥巖粉砂巖,承載力的標(biāo)準(zhǔn)值為250kPa,可作為天然地基持力層。地下水位在持力層以下,對(duì)建筑物基礎(chǔ)無(wú)影響?？拐鹪O(shè)防要求：七度遠(yuǎn)震二級(jí)設(shè)防底層室內(nèi)主要地坪標(biāo)高為±0.000,室外-0.3001.2結(jié)構(gòu)承重方案選擇根據(jù)建筑功能要求以及建筑施工的布置圖,本工程確定采用縱橫框架承重方案,框架梁、柱布置參見結(jié)構(gòu)平面圖一。在計(jì)算時(shí)采用橫向框架.1.3主要構(gòu)件選型及尺寸初步估算.主要構(gòu)件選型〔１梁﹑板﹑柱結(jié)構(gòu)形式：現(xiàn)澆鋼筋混凝土結(jié)構(gòu)〔２墻體采用：粘土空心磚〔３墻體厚度：內(nèi)外墻均為200mm〔４基礎(chǔ)采用：柱下獨(dú)立基礎(chǔ).梁﹑柱截面尺寸估算〔1主梁:縱向主梁的跨度為,所以L取較大值。取滿足且故主要框架梁初選截面尺寸為：〔2次梁：取同理,可以取〔３框架柱:又根據(jù)公式：其中為軸壓比限值,一般取各層的重力代表值近似取,由結(jié)構(gòu)平面布置圖可得中柱的負(fù)荷面積是,則豎向荷載的軸壓估計(jì)值：選型混凝土,且框架柱截面高度不宜小于,故初選截面.2板的設(shè)計(jì)板采用整體現(xiàn)澆式,客廳、廁所、臥室及過(guò)道板厚,廚房及陽(yáng)臺(tái)板厚h=80,采用混泥土,板中鋼筋采用級(jí)鋼筋。設(shè)計(jì)中采用彈性理論計(jì)算的方法來(lái)計(jì)算板和支座中的內(nèi)力。本計(jì)算中選取一個(gè)戶型為計(jì)算單元,將樓板劃分為A-H幾種板塊,均按雙向板計(jì)算。2.1樓面荷載計(jì)算客廳、臥室及過(guò)道樓面：西南04J312-3184荷載：廁所、廚房及陽(yáng)臺(tái)樓面：西南04J312-3183荷載：上人屋面：03J201-1-2205b荷載：非上人屋面：03J201-1-2203b荷載：頂棚：04J515-P07荷載：2.2材料選用混凝土：采用C30〔。鋼筋：采用HPB300〔。2.3荷載組合系數(shù)：永久荷載的分項(xiàng)系數(shù)：可變荷載的分項(xiàng)系數(shù):2.4板的荷載確定1樓面恒載標(biāo)準(zhǔn)值樓面構(gòu)造層板自重頂棚構(gòu)造層活載標(biāo)準(zhǔn)值線恒載設(shè)計(jì)值線活載設(shè)計(jì)值合計(jì)即每米板寬2陽(yáng)臺(tái)恒載標(biāo)準(zhǔn)值樓面構(gòu)造層板自重頂棚構(gòu)造層活載標(biāo)準(zhǔn)值線恒載設(shè)計(jì)值線活載設(shè)計(jì)值合計(jì)即每米板寬3廁所樓板恒載標(biāo)準(zhǔn)值樓面構(gòu)造層焦渣砼填料板自重頂棚構(gòu)造層活載標(biāo)準(zhǔn)值線恒載設(shè)計(jì)值線活載設(shè)計(jì)值合計(jì)即每米板寬4上人屋面樓恒載標(biāo)準(zhǔn)值樓面構(gòu)造層板自重頂棚構(gòu)造層活載標(biāo)準(zhǔn)值線恒載設(shè)計(jì)值線活載設(shè)計(jì)值合計(jì)即每米板寬2.5.板的內(nèi)力計(jì)算2.5.1樓板區(qū)格劃分及編號(hào)樓板的劃分及編號(hào)如圖所圖2.5.2樓板的彎矩計(jì)算表樓板跨中彎矩計(jì)算〔A\B區(qū)格AB<=0.63>跨內(nèi)計(jì)算簡(jiǎn)圖跨內(nèi)支座計(jì)算簡(jiǎn)圖2.5.2中彎矩計(jì)算區(qū)格CD跨內(nèi)計(jì)算簡(jiǎn)圖跨內(nèi)支座計(jì)算簡(jiǎn)圖表樓板跨中彎矩計(jì)算〔E\F區(qū)格EF<=0.75>跨內(nèi)計(jì)算簡(jiǎn)圖跨內(nèi)支座計(jì)算簡(jiǎn)圖表樓板跨中彎矩計(jì)算〔G\H區(qū)格GH跨內(nèi)計(jì)算簡(jiǎn)圖跨內(nèi)支座計(jì)算簡(jiǎn)圖表樓板跨中彎矩計(jì)算〔A`\B`區(qū)格A`B`<=0.63><=0.87>跨內(nèi)計(jì)算簡(jiǎn)圖跨內(nèi)支座計(jì)算簡(jiǎn)圖表樓板跨中彎矩計(jì)算〔C`區(qū)格C`跨內(nèi)計(jì)算簡(jiǎn)圖跨內(nèi)支座計(jì)算簡(jiǎn)圖2.6樓板的配筋計(jì)算各區(qū)格板跨內(nèi)及支座彎矩已求得,取截面有效高度,,詳細(xì)計(jì)算如下：區(qū)格〔KN·m〔mm〔mm2選配鋼筋〔mm2A2.86901598@2002516.138803848@125402B3.315901858@2002514.157802608@180279C1.344601128@2002511.037501048@200251D1.31090738@2002511.09180688@200251E2.583901448@2002511.843801158@200251F0.76890438@2002510.44480288@200251G1.670601398@2002511.704501088@200251H3.735902088@2002513.730802348@200251A`2.027901138@2002515.067803178@200B`3.015901678@2002513.934802468@200251C`1.19190668@2002510.4118027.638@200251樓板支座鋼筋計(jì)算<A-B至B`-B`>支座區(qū)格〔KN·m〔mm〔mm2選配鋼筋〔mm2A-BA8.479044910@160491B8.3890A-DA11.625059510@125628D2.6450A-EA11.628052410@140561E4.4580B-CB7.686041110@180436C2.1660B-FB2.938058910@125628F1.0680B-HB8.388052010@150523H8.0480C-HC1.445048210@160491H8.0450D-ED2.93603088@160314E5.1160E-FE5.11901628@200251F1.3790E-GE5.11903198@150335G3.1990F-GF1.06801858@200251G2.6480F-HF1.379052410@140561H8.2290G-HG3.196046910@160491H`8.2260A-A`A11.628072810@100785A`11.6280B-B`B8.388052510@140561B`8.3880.3次梁計(jì)算3.1次梁選取本次計(jì)算選取1/A軸交1、2軸間次梁進(jìn)行計(jì)算,梁兩端支座按固定支座進(jìn)行計(jì)算,不考慮連續(xù)梁的荷載不利組合,按照彈性理論方法進(jìn)行計(jì)算。,梁寬。3.2材料選用混凝土：采用C30〔。鋼筋：采用HPB335〔。3.3荷載組合系數(shù)永久荷載的分項(xiàng)系數(shù)：可變荷載的分項(xiàng)系數(shù)：3.4荷載統(tǒng)計(jì)恒荷載標(biāo)準(zhǔn)值由板傳來(lái)次梁自重梁上墻重兩側(cè)抹灰合計(jì)活荷載標(biāo)準(zhǔn)值由板傳來(lái)荷載設(shè)計(jì)值3.5內(nèi)力計(jì)算跨內(nèi)彎矩支座彎矩支座剪力3.6配筋計(jì)算按彈性理論進(jìn)行計(jì)算,次梁采用C30混凝土,鋼筋采用HRB335,查表得:,,,,。設(shè)置一排受拉鋼筋:樓板與梁整體澆筑,故按T型截面進(jìn)行計(jì)算與梁的跨度的確定：翼緣與厚度有關(guān),《規(guī)范》規(guī)定T形梁截面受彎構(gòu)件翼緣計(jì)算跨度取三者中的最小值。按梁的計(jì)算跨度考慮：因故取上面三者的最小值,。判斷T形截面類型：屬于第一類截面。鋼筋面積的計(jì)算：,滿足。選用216,斜截面計(jì)算：,屬于一般梁。截面尺寸滿足要求。按構(gòu)造要求：選配6@100/200。.4框架的計(jì)算4.1框架計(jì)算簡(jiǎn)圖的確定框架的計(jì)算單元如圖所示,取②軸上的一榀框架計(jì)算。假定框架柱嵌固于基礎(chǔ)頂面,框架梁與柱剛接。由于各層柱的截面尺寸不變,故梁跨等于柱截面形心軸線之間的距離。底層柱高從基礎(chǔ)頂面算至二層樓面,基頂標(biāo)高根據(jù)地質(zhì)條件、室內(nèi)外高差,定為-0.30m。層高均為圖4.1框架計(jì)算簡(jiǎn)圖4.1.主要構(gòu)件選型〔１梁﹑板﹑柱結(jié)構(gòu)形式：現(xiàn)澆鋼筋混凝土結(jié)構(gòu)〔２主要墻體：200mm厚,蒸壓加砌砼塊。〔３室內(nèi)隔斷：150mm厚加氣混凝土小型砌塊?！玻椿A(chǔ)采用：柱下獨(dú)立基礎(chǔ)。4.2梁柱線剛度計(jì)算柱線剛度的計(jì)算表柱的線剛度計(jì)算層數(shù)柱133002-63000梁線剛度的計(jì)算表梁的線剛度的計(jì)算類別層數(shù)lA-C橫梁1-6600C-E橫梁1-65700梁柱相對(duì)線剛度令的相對(duì)線剛度為1,則梁柱的線剛度如圖所示。圖梁柱相對(duì)線剛度4.3荷載的確定恒載〔1樓面荷載見本論文第2.5節(jié)：板的荷載確定〔2梁自重主梁：梁自重：裝修層：合計(jì)次梁：梁自重：裝修層：合計(jì)〔3柱自重框架柱：梁自重：裝修層：合計(jì)〔4外墻自重墻自重：裝修層：合計(jì)〔5內(nèi)墻自重墻自重：內(nèi)裝修層：合計(jì)6衛(wèi)生間隔墻自重墻自重：內(nèi)裝修層：合計(jì)〔8女兒橫墻自重墻自重：裝修層：合計(jì)4.4豎向荷載作用下框架的何在傳遞圖4.42軸線框架圖4.4．1板傳均布荷載計(jì)算A～1/A軸間框架梁屋面板傳荷載：恒載：活載：樓面板傳荷載：恒載：活載：梁自重：A～1/A軸間框架梁均布荷載為：屋面梁恒載=梁自重+板傳荷載=活載=板傳活載=樓面梁恒載=梁自重+板傳荷載=活載=板傳活載=1/A～2/A軸間框架梁屋面板傳荷載：恒載：活載：樓面板傳荷載：恒載：活載：梁自重：1/A～2/A軸間框架梁均布荷載為：屋面梁恒載=梁自重+板傳荷載=活載=板傳活載=樓面梁恒載=梁自重+板傳荷載=活載=板傳活載=2/A～B軸間框架梁屋面板傳荷載：恒載：活載：樓面板傳荷載：恒載：活載：梁自重：墻自重：2/A～B軸間框架梁均布荷載為：屋面梁恒載=梁自重+板傳荷載=活載=板傳活載=樓面梁恒載=梁自重+板傳荷載=活載=板傳活載=B～1/B軸間框架梁屋面板傳荷載：恒載：活載：樓面板傳荷載：恒載：活載：梁自重：B～1/B軸間框架梁均布荷載為：屋面梁恒載=梁自重+板傳荷載=活載=板傳活載=樓面梁恒載=梁自重+板傳荷載=活載=板傳活載=1/B～C軸間框架梁屋面板傳荷載：恒載：活載：樓面板傳荷載：恒載：活載：梁自重：1/B～C軸間框架梁均布荷載為：屋面梁恒載=梁自重+板傳荷載=活載=板傳活載=樓面梁恒載=梁自重+板傳荷載=活載=板傳活載=A軸柱縱向集中荷載計(jì)算頂層柱：女兒墻自重：〔做法：墻高1400mm,100mm的混泥土壓頂水刷石墻面：合計(jì)頂層柱荷載=女兒墻+梁自重+板傳荷載其中：女兒墻自重：主梁自重：板傳荷載：頂層柱活載頂層柱活載=板傳活載標(biāo)準(zhǔn)層柱恒載=梁自重+板傳荷載+墻自重其中：墻自重：主梁自重：板傳荷載：標(biāo)準(zhǔn)層A、2交線處柱的恒載：活載〔72、1/A軸線交點(diǎn)豎向荷載頂層柱荷載=梁自重+板傳荷載其中：次梁自重：板傳荷載：頂層柱恒載：頂層柱活載=板傳活載標(biāo)準(zhǔn)層柱恒載=墻自重+板傳荷載+梁自重其中：墻自重：次梁自重：板傳荷載：標(biāo)準(zhǔn)層恒載：活載：〔82、2/A軸線交點(diǎn)豎向荷載頂層柱荷載=梁自重+板傳荷載其中：次梁自重：板傳荷載：頂層柱恒載：頂層柱活載=板傳活載標(biāo)準(zhǔn)層柱恒載=墻自重+板傳荷載+梁自重其中：墻自重：次梁自重：板傳荷載：標(biāo)準(zhǔn)層恒載：活載：〔92、B軸線交點(diǎn)豎向荷載頂層柱荷載=梁自重+板傳荷載其中：主梁自重：板傳荷載：頂層柱恒載：頂層柱活載=板傳活載標(biāo)準(zhǔn)層柱恒載=墻自重+板傳荷載+梁自重其中：墻自重：次梁自重：板傳荷載：標(biāo)準(zhǔn)層恒載：活載：〔102、1/B軸線交點(diǎn)豎向荷載頂層柱荷載=梁自重+板傳荷載其中：次梁自重：板傳荷載：頂層柱恒載：頂層柱活載=板傳活載標(biāo)準(zhǔn)層柱恒載=墻自重+板傳荷載+梁自重其中：墻自重：次梁自重：板傳荷載：標(biāo)準(zhǔn)層恒載：活載：〔112、C軸柱縱向集中荷載計(jì)算頂層柱荷載=女兒墻+梁自重+板傳荷載其中：女兒墻自重：主梁自重：板傳荷載：頂層柱活載頂層柱活載=板傳活載標(biāo)準(zhǔn)層柱恒載=梁自重+板傳荷載+墻自重其中：墻自重：主梁自重：板傳荷載：標(biāo)準(zhǔn)層A、2交線處柱的恒載：活載4.4．2框架豎向恒荷圖4.4．2框架豎向恒荷圖4.5風(fēng)荷載計(jì)算4.5.1風(fēng)荷載標(biāo)準(zhǔn)值的計(jì)算其中-垂直與建筑物單位面積上的風(fēng)荷載標(biāo)準(zhǔn)值=1.3-z高度上的風(fēng)振系數(shù)取1.0-風(fēng)荷載體型系數(shù),根據(jù)建筑物體型查得-z高度處的風(fēng)壓高度變化系數(shù)-基本風(fēng)壓取-下層柱高-上層柱高,對(duì)頂層為女兒墻高度的2倍B-迎風(fēng)面的寬度,B=5.7因建筑地點(diǎn)位于城市郊區(qū),所以地面粗糙度類別為B類。根據(jù)各樓層標(biāo)高,查得代入上式,各樓層標(biāo)高處的見下表。表4.5.1離地高度z/m/m/m18.31.251.391.30.431.411.3315.31.251.391.30.43315.5412.31.141.401.30.43314.199.31.01.411.30.43312.546.31.01.411.30.43312.543.31.01.411.30.43.3313.16等效節(jié)點(diǎn)集中風(fēng)荷載如圖：圖等效節(jié)點(diǎn)集中風(fēng)荷載4.5.2風(fēng)荷載作用下的位移驗(yàn)算1.側(cè)移剛度D的計(jì)算表4.5.2.1橫向2~6構(gòu)件名稱A軸柱0.29314038C軸柱0.45421710E軸柱0.29314038表.3橫向底層D值的計(jì)算構(gòu)件名稱A軸柱0.2739797C軸柱0.42915395E軸柱0.427397972風(fēng)荷載作用下框架側(cè)移計(jì)算水平荷載作用下框架的層間側(cè)移可按下式計(jì)算：式中——第j層的總剪力；——第j層所有柱的抗側(cè)移剛度之和；——第j層的層間側(cè)移；第一層的層間側(cè)移值求出后,就可以計(jì)算各樓板標(biāo)高處的側(cè)移值的頂點(diǎn)側(cè)移值,各層樓板標(biāo)高處的側(cè)移值就是該層以下各層層間側(cè)移之和。頂點(diǎn)側(cè)移是所有各層層間側(cè)移之和。j層側(cè)移頂點(diǎn)側(cè)移框架在風(fēng)荷載作用下側(cè)移的計(jì)算見下表。表.4風(fēng)荷載作用下框架側(cè)移計(jì)算層次/kN/<KN/m>/m/h611.3311.33497840.0002821/13157515.4526.78497840.0005131/5847414.1940.97497840.00082311/3645312.5453.51497840.0010741/2793212.5466.05497840.0013271/2260113.1679.21349890.0015911/1885側(cè)移驗(yàn)算：層間側(cè)移最大值：1/1885<1/550<滿足要求>4.5.3風(fēng)荷載標(biāo)準(zhǔn)值作用下的內(nèi)力計(jì)算1基本方法框架在風(fēng)荷載作用下的內(nèi)力用D值法進(jìn)行計(jì)算,計(jì)算步驟如下：a求各柱反彎點(diǎn)處剪力值；b求各柱反彎點(diǎn)高度；c求各柱的桿端彎矩及梁端彎矩；d求各柱的軸力和梁剪力；2反彎點(diǎn)位置計(jì)算框架柱反彎點(diǎn)位置,,計(jì)算結(jié)果如下表：表4.5.3.1層號(hào)h/mh/m630.750.300000.300.9530.750.400000.401.2430.750.4250000.4251.275330.750.450000.451.35230.750.50000.050.551.65130.830.6500.0500.72.31表4.5.3.2B層號(hào)h/mh/m61.50.37500.3751.125531.50.4250000.4251.275431.50.450000.451.35331.50.4750000.4751.425231.50.50000.050.551.6513.31.660.5800.0400.622.053彎矩的計(jì)算框架柱的桿端彎矩、梁端彎矩按下式計(jì)算：中柱處的梁：邊柱處的梁：表4.5.3.3A層號(hào)KN/KNy<m>611.3349784140380.283.170.96.662.856.66526.7849784140380.287.501.213.59.0016.35440.9749784140380.2811.471.2719.7914.6228.97353.5149784140380.2814.981.3524.7220.2239.34266.0549784140380.2818.491.6524.9630.5145.16179.213498997970.2822.182.3115.3051.2445.81表4.5.3.4B層號(hào)KNKN/mKN/m/KNymKN.mKN.mKN.m611.3349784217100.434.871.128.965.384.484.48526.7849784217100.4311.521.2719.8714.6912.6312.63440.9749784217100.4317.621.3529.0723.78121.8821.88353.5149784217100.4323.001.4236.2232.7630.0030.00266.0549784217100.4328.411.6538.3546.8835.0635.56179.2134989153950.3124.562.0530.7050.3538.7938.794軸力和剪力的計(jì)算框架柱軸力與梁端剪力的計(jì)算結(jié)果如下表：表4.5.3.5層梁端剪力/KN柱軸力/KNAB跨BB跨A軸B軸C軸-1.86-1.86-1.9500-1.9554.83-4.83-7.0300-7.0346.90-6.90-14.2900-14.29310.20-10.20-25.0300-25.03212.53-12.53-38.2200-38.22113.56-13.56-52.5000-52.504.6水平地震作用計(jì)算4.6.1荷載的確定恒載屋面板重力值:樓面板重力值:梁重力值：底層柱重力值：標(biāo)準(zhǔn)層柱重力值：墻重力值：活荷載屋面活荷載值：樓面活荷載值:重力荷載代表值：底層：地震作用的計(jì)算〔D值法1各層水平地震作用力的確定根據(jù)設(shè)計(jì)資料,設(shè)防烈度為7度,h<30m,建筑場(chǎng)地類別為Ⅱ類,故地震特征周期,基本自振周期按下公式計(jì)算：—為計(jì)算結(jié)構(gòu)基本自振周期的結(jié)構(gòu)頂點(diǎn)假想位移—為基本周期考慮非承重磚墻影響的折減系數(shù),框架常取,本工程取0.7自振周期：則有頂部附加地震作用表4.6.2.1層數(shù)G6515515497840.010.24755601075497840.0220.23745601635497840.0320.21535602195497840.0440.18325602755497840.0450.13915673322349890.0940.094系數(shù)：,則有,各層水平地震力的確定則各層水平力為：由此得出各層的水平剪力為：第六層：第五層：第四層：第三層：第二層：第一層：表地震作用下框架側(cè)移計(jì)算層次/kN/<KN/m>/m/h634.0234.0249784528.4462.46497840.000681/4411422.8785.33497840.001261/2380317.29102.62497840.001711/1456211.71114.33497840.002061/130416.2120.53349870.003341/959側(cè)移驗(yàn)算：層間側(cè)移最大值：1/959<1/550<滿足要求>表4.6.2.3A、層號(hào)KN/KNym634.0249784140380.2829.590.920.148.6320.14562.4649784140380.28217.611.231.7021.1340.33485.3349784140380.28224.061.27541.5030.6862.623102.6249784140380.28228.941.3547.7537.6078.432114.3349784140380.28232.241.6543.5253.2081.121120.533498797970.28033.752.3123.2877.9676.48表.4B軸框架柱剪力和梁柱端彎矩計(jì)算成果表層號(hào)KNKN/mKN/m/KNymKN.mKN.mKN.m634.0249487217100.4414.91.1328.716.8414.0414.04562.4649487217100.4427.51.2847.4035.0432.1232.12485.3349487217100.4433.61.3561.6950.6948.548.53102.649487217100.4445.21.4371.1164.3460.960.92114.349487217100.4450.31.6567.9283.0166.1366.131120.534987153950.4453.12.0566.2874.6574.65表.4地震作用下框架柱軸力與梁端剪力層梁端剪力/KN柱軸力/KNAC跨CE跨A軸C軸E軸-65.70-5.70-600-6512.08-12.08-18.7100-18.71418.55-18.55-40.4900-40.49323.22-23.22-65.3800-65.38224.54-24.54-91.2100-91.21125.19-25.19-117.7200-117.724.7框架的內(nèi)力計(jì)算內(nèi)力組合分為無(wú)地震作用組合與有地震作用組合兩種情況：據(jù)《高規(guī)》5.6節(jié),荷載組合和地震作用組合的效應(yīng)。節(jié)持久設(shè)計(jì)狀況和短暫設(shè)計(jì)狀況下,當(dāng)荷載與荷載效應(yīng)按線性關(guān)系考慮時(shí),荷載基本組合的效應(yīng)設(shè)計(jì)值應(yīng)按下式確定：式中：-荷載組合效應(yīng)設(shè)計(jì)值；-永久荷載分項(xiàng)系數(shù)；-樓面活荷載分項(xiàng)系數(shù)；-風(fēng)荷載分項(xiàng)系數(shù)；-考慮結(jié)構(gòu)設(shè)計(jì)使用年限的荷載調(diào)整系數(shù),設(shè)計(jì)使用年限為50年時(shí)取1.0,設(shè)計(jì)使用年限為100年時(shí)取1.1；-永久荷載效應(yīng)標(biāo)準(zhǔn)值；-樓面活荷載效應(yīng)標(biāo)準(zhǔn)值；-風(fēng)荷載效應(yīng)標(biāo)準(zhǔn)值；、-分別為樓面活荷載組合值系數(shù)和風(fēng)荷載組合值系數(shù),當(dāng)永久荷載效應(yīng)其控制作用時(shí)應(yīng)分別取0.85和0.0；當(dāng)可變荷載效應(yīng)起控制作用時(shí)應(yīng)分別取1.0和0.6或0.7和1.0。則本工程中無(wú)地震作用效應(yīng)組合時(shí)：可變荷載控制：重力作用活載控制：風(fēng)荷載控制：永久荷載控制：另?yè)?jù)《抗規(guī)》5.4,結(jié)構(gòu)構(gòu)件的地震作用效應(yīng)和其他荷載效應(yīng)的基本組合,應(yīng)按下式計(jì)算：式中：--結(jié)構(gòu)構(gòu)件內(nèi)力組合設(shè)計(jì)值,包括組合彎矩、軸向力和剪力設(shè)計(jì)值等；--重力荷載分項(xiàng)系數(shù),一般情況下應(yīng)采用1.2,當(dāng)重力荷載效應(yīng)對(duì)構(gòu)件承載能力有利時(shí),不應(yīng)大于1.0；、--分別為水平、豎向地震作用分項(xiàng)系數(shù),應(yīng)按本規(guī)范表采用；-風(fēng)荷載分項(xiàng)系數(shù),應(yīng)采用1.4；-重力荷載代表值的效應(yīng),可按本規(guī)范條采用,但有吊車時(shí),尚應(yīng)包括懸吊物重力標(biāo)準(zhǔn)值的效應(yīng)；-水平地震作用標(biāo)準(zhǔn)值的效應(yīng),尚應(yīng)乘以相應(yīng)的增大系數(shù)或調(diào)整系數(shù)；-豎向地震作用標(biāo)準(zhǔn)值的效應(yīng),尚應(yīng)乘以相應(yīng)的增大系數(shù)或調(diào)整系數(shù)；-風(fēng)荷載標(biāo)準(zhǔn)值的效應(yīng)；-風(fēng)荷載組合值系數(shù),一般結(jié)構(gòu)取0.0,風(fēng)荷載起控制作用的建筑應(yīng)采用0.2。由于本工程為多層建筑,風(fēng)荷載不起控制作用,所以在有地震作用組合時(shí),不考慮風(fēng)荷載。則有地震作用效應(yīng)組合時(shí)：恒荷載作用下框架內(nèi)力計(jì)算恒荷載作用下框架內(nèi)力計(jì)算簡(jiǎn)圖見圖活荷載作用下框架內(nèi)力計(jì)算活荷載作用下框架內(nèi)力計(jì)算簡(jiǎn)圖見圖恒荷載作用下框架彎矩計(jì)算恒荷載作用下框架彎矩圖見圖恒荷載作用下框架彎矩計(jì)算活荷載作用下框架彎矩圖見圖恒荷載作用下框架剪力計(jì)算恒荷載作用下框架剪力圖見圖恒荷載作用下框架剪力計(jì)算活荷載作用下框架剪力圖見圖4.7.7恒荷載作用下框架軸力計(jì)算恒荷載作用下框架軸力圖見圖4.7.4.7.8恒荷載作用下框架軸力計(jì)算活荷載作用下框架軸力圖見圖4.7.4.8框架的內(nèi)力組合4.8.1框架梁內(nèi)力組合框架梁內(nèi)力組合表見4.84.8.2框架柱內(nèi)力組合框架柱內(nèi)力組合表見4.8圖恒荷載作用下框架內(nèi)力計(jì)算簡(jiǎn)圖圖活荷載作用下框架內(nèi)力計(jì)算簡(jiǎn)圖.圖4.7.3恒荷載作用下框架彎矩圖圖4.7.4活荷載作用下框架彎矩.圖活荷載作用下框架剪力圖圖恒荷載作用下框架剪力圖圖4.7.7恒荷載作用下框架軸力圖圖4.7.8活荷載作用下框架表框架梁內(nèi)力組合表層次梁段截面內(nèi)力控制值一層AB左支座M-69.63-15.40-45.81-74.48-147.69-142.46-105.12-184.10-184.10V72.0218.5713.5625.19105.41115.77112.42120.43120.43跨中M37.1014.543.51-0.0849.4360.3964.8844.4164.88右支座M96.6925.1438.7974.65170.33176.19151.22216.81216.81V-62.08-16.71-13.56-25.19-93.48-102.26-97.89-108.50-108.50BC左支座M-90.88-21.64-38.79-74.65-163.36-166.24-139.35-209.83-209.83V60.6918.1613.5625.1991.81101.8298.25106.83106.83跨中M11.588.073.51-0.0818.8124.2725.1913.7825.19右支座M61.8111.5545.8174.48138.31129.8090.34174.72174.72V-53.70-14.96-13.56-25.19-83.42-90.72-85.38-98.45-98.45二層AB左支座M-76.41-16.87-45.16-81.12-154.92-151.19-115.31-201.20-201.20V73.4218.8612.5324.54105.65116.67114.51121.23121.23跨中M34.5430.514.8010.0048.1772.1884.1654.9484.16右支座M95.0424.8935.5661.13163.83170.76148.89196.57196.57V-60.68-16.13-12.53-24.54-90.36-99.06-95.40-105.95-105.95BC左支座M-91.12-21.53-35.56-61.13-159.13-163.20-139.49-191.87-191.87V62.5818.2712.5324.5492.64103.16100.67108.23108.23跨中M13.499.974.8010.0022.9129.4630.1529.6830.15右支座M57.7410.8345.1681.12132.51123.6584.45178.80178.80V-45.88-14.86-12.53-24.54-72.60-80.22-75.86-88.19-88.19三層AB左支座M-76.00-16.79-39.34-78.43-146.28-144.81-114.71-197.08-197.08V73.3718.8510.2023.22102.32114.27114.43119.39119.39跨中M34.7813.984.678.7448.2758.2961.3153.5361.31右支座M94.9624.8730.0060.96155.95165.09148.77196.25196.25V-60.73-16.44-10.20-23.22-87.16-97.05-95.89-104.22-104.22BC左支座-91.28-21.56-30.00-60.96-151.54-157.86-139.72-191.83-191.83-91.2861.5518.2910.2023.2288.1499.6199.47105.21105.2161.55跨中13.6410.004.678.7422.9129.5430.3728.1630.3713.64右支座57.2910.7539.3478.43123.82117.2383.80174.63174.6357.29-52.84-14.84-10.20-23.22-77.69-86.22-84.18-94.76-94.76-52.84層次梁段截面內(nèi)力控制值四層AB左支座M-76.00-16.74-28.79-62.63-131.51-134.22-114.64-175.75-175.75V73.3818.836.9018.5297.72110.96114.42113.06114.42跨中M34.8013.993.467.0746.6057.1161.3551.3061.35右支座M94.9224.8921.8848.50144.54156.94148.75179.38179.38V-60.73-16.45-6.90-18.52-82.54-93.76-95.91-97.88-97.88BC左支座M-91.31-21.59-21.88-48.50-140.20-149.80-139.80-175.05-175.05V61.5418.296.9018.5283.5196.2999.4598.8599.45跨中M13.5910.003.467.0721.1528.2630.3125.8530.31右支座M57.3510.7228.7962.63109.13106.7283.83153.37153.37V-52.84-14.83-6.90-18.52-73.07-82.91-84.17-88.41-88.41五層AB左支座M-75.85-17.19-16.35-40.33-113.91-121.98-115.09-145.47-145.47V73.2618.944.8312.0894.67108.84114.43104.22114.43跨中M34.6213.551.864.1144.1554.9260.5147.0960.51右支座M95.4424.7312.6332.12132.21148.18149.15157.89157.89V-60.84-16.35-4.83-12.08-79.77-91.74-95.90-89.32-95.90BC左支座M-90.92-21.35-12.63-32.12-126.79-139.88-138.99-152.47-152.47V61.5518.204.8312.0880.6294.1699.3490.1799.34跨中M13.999.961.864.1119.3927.1130.7322.3330.73右支座M56.9511.0416.35-40.3391.2394.0783.8013.8994.07V-52.84-14.93-4.83-12.08-70.17-80.93-84.31-79.72-84.31六層AB左支座M-40.45-11.80-6.66-20.14-57.86-65.23-65.06-75.73-75.73V59.3115.041.865.7073.7885.8292.2378.8792.23跨中M52.1414.711.093.0564.0976.1683.1666.6983.16右支座M84.2225.814.4814.04107.34127.48137.20120.02137.20V-56.32-16.39-1.86-5.70-70.19-83.38-90.53-75.28-90.53BC左支座M-77.43-23.614.48-14.04-86.64-108.50-125.97-111.87-125.97V62.5819.111.865.7077.7093.20101.8582.79101.85跨中M33.1310.301.093.0541.2849.6054.1843.8754.18右支座M25.117.116.6620.1439.4642.8440.0957.3257.32V-45.88-13.54-1.86-5.70-57.66-68.43-74.01-62.75-74.01層次柱截面內(nèi)力控制值一層A上M28.536.3115.3023.2855.6654.9043.0765.6665.66N849.14261.4952.05117.921091.841293.281385.051178.161385.05下M14.273.1651.2477.9688.8671.0521.55122.37122.37N870.56282.9152.05117.921117.541337.201440.751203.861440.75V-17.66-3.09-20.16-30.68-49.42-43.98-25.52-62.61-62.61B上M-2.62-1.5130.7066.2839.8426.27-5.2686.3386.33N1248.66402.970.000.001498.391840.922062.551498.392062.55下M-1.31-0.7550.35108.7168.9248.14-2.62145.19145.19N1270.08424.390.000.001524.101884.832118.241524.102118.24V1.160.83-24.56-53.03-32.99-22.462.55-70.19-70.19C上M-30.68-5.73-15.30-23.28-58.24-56.99-44.84-68.24-68.24N690.76234.9652.05117.92901.781080.681157.86988.101157.86下M-15.34-2.86-51.24-77.96-90.14-72.08-22.41-123.65-123.65N712.18256.3852.05117.92927.491124.591213.551013.811213.55V18.383.5120.1630.6850.2945.2026.9763.4763.47二層A上M38.738.5524.6943.5281.0478.4358.45105.23105.23N704.39213.6938.2291.21898.781065.131144.43968.401144.43下M41.109.0931.5153.2093.4388.5662.05121.14121.14N725.81235.1138.2291.21924.481109.041200.13994.111200.13V-26.35-5.82-18.73-32.24-57.85-55.30-39.77-75.14-75.14B上M-2.17-1.7238.3567.9251.0934.28-5.0189.0989.09N1032.84332.050.000.001239.411521.651704.281239.411704.28下M-3.19-1.9946.8883.0161.8041.36-6.61108.24108.24N1054.26353.470.000.001265.111565.561759.971265.111759.97V1.683.77-28.41-50.31-37.76-23.197.29-65.90-65.90C上M-29.30-5.4924.69-43.52-0.59-15.14-42.85-93.9193.91N570.06191.8438.2291.21737.58885.36952.65807.21952.65下M-31.14-5.8230.51-53.205.35-11.81-45.52-109.19-109.19N591.48213.2638.2291.21763.29929.271008.34832.911008.34V20.143.7718.7332.2450.3946.1129.4567.6967.69表框架柱內(nèi)力組合表〔一、二層層次柱截面內(nèi)力控制值三層A上M37.968.3824.7247.7580.1677.4057.28110.01110.01N588.24165.6025.0365.38740.93871.68937.73794.15937.73下M37.698.3220.2237.6073.5472.5256.8895.9995.99N579.66187.0225.0365.38730.63879.59957.42783.86957.42V-25.22-5.58-14.98-28.45-51.24-49.99-38.08-68.67-68.67B上M-1.84-1.6636.2271.1148.5032.60-4.5393.7993.79N816.53261.300.000.00979.841201.941345.66979.841345.66下M-1.76-1.6432.7664.3443.7529.25-4.4184