學(xué)士某層框架旅館結(jié)構(gòu)設(shè)計(jì)計(jì)算書(shū)

09屆畢業(yè)設(shè)計(jì)PAGE畢業(yè)設(shè)計(jì)（論文）設(shè)計(jì)題目：姓名：學(xué)號(hào)：院（系）：土木工程與建筑學(xué)院專(zhuān)業(yè)：土木工程指導(dǎo)老師：PAGE100武漢工業(yè)學(xué)院09屆畢業(yè)設(shè)計(jì)PAGE83摘要本文對(duì)旅館進(jìn)行建筑設(shè)計(jì)及結(jié)構(gòu)設(shè)計(jì)，并對(duì)設(shè)計(jì)給予相應(yīng)的說(shuō)明，詳述本旅館的結(jié)構(gòu)布置，根據(jù)建筑設(shè)計(jì)和相關(guān)規(guī)范條款給出合理的柱網(wǎng)圖,按照相關(guān)規(guī)范的要求將建筑設(shè)計(jì)部分完成，包括平面、立面、剖面等建筑圖紙；在綜合考慮了結(jié)構(gòu)在各種恒載、活載、風(fēng)荷載以及地震荷載作用下的情形后，詳細(xì)的分析了結(jié)構(gòu)在風(fēng)荷載和地震荷載作用下的橫向和縱向的各種性能，具體的計(jì)算了結(jié)構(gòu)的梁、柱的彎矩、軸力、剪力，并進(jìn)行了相應(yīng)的內(nèi)力組合，并由此進(jìn)行了框架配筋部分，完成樁基礎(chǔ)的有關(guān)計(jì)算,并通過(guò)廣廈CAD進(jìn)行電算校核。從而比較完整地完成了該旅館的設(shè)計(jì)工作。關(guān)鍵詞：建筑設(shè)計(jì)、結(jié)構(gòu)設(shè)計(jì)、荷載、內(nèi)力組合、電算ABSTRACTThistitlewilldothearchitectureandstructuredesignforthehotelbuildingandgivesomeillumination，andtellthedisposalofstructure,andalsodrawthereasonablecolumniationplanaccordingtothearchitecturedesignandthecorrelativecodes.Inaccordancewiththerelevantspecificationstoarchitecturaldesign,theconstructiondrawingsareaccomplished,includingtheplane,elevation,sectionandtheotherdrawings.Italsoresearchesthesituationswithpermanentload,liveload,windload,andsnowloadactingonthedesignedstructure,andanalyzesthecharacterofstructurewiththewindloadandearthquakeactingon,andcalculatesthemoment,axialstressandshearofbeamsandcolumnsofthestructure,combinesthevalueofanyload,andcheckswithGuangsha-CADzooming.Attheend,thebasementofthestructureisaccomplished.Infinal,thehotel’sdesignisachievedcompletly.Keywords:architecturedesign,structuredesign,InternalForceCombination，zooming前言畢業(yè)設(shè)計(jì)是在校完成本科學(xué)習(xí)的最后一個(gè)實(shí)踐環(huán)節(jié)，它的目的是通過(guò)設(shè)計(jì)，將大學(xué)四年所學(xué)的基礎(chǔ)理論和專(zhuān)業(yè)技能知識(shí)融會(huì)貫通，達(dá)到學(xué)以致用的目的，來(lái)具體地分析和解決一個(gè)實(shí)際問(wèn)題。在做畢業(yè)設(shè)計(jì)的過(guò)程中，所學(xué)知識(shí)得到疏理和運(yùn)用，它既是一次檢閱，又是一次鍛煉。在作完畢業(yè)設(shè)計(jì)后，能使自己的動(dòng)手和動(dòng)筆能力得到提高，增強(qiáng)跨入社會(huì)的競(jìng)爭(zhēng)能力。我的設(shè)計(jì)題目是旅館設(shè)計(jì)，根據(jù)設(shè)計(jì)任務(wù)書(shū)的要求，此次設(shè)計(jì)的內(nèi)容包括建筑設(shè)計(jì)和結(jié)構(gòu)設(shè)計(jì)兩大部分。首先在建筑設(shè)計(jì)部分，要求達(dá)到初步設(shè)計(jì)或擴(kuò)大初步設(shè)計(jì)的深度，了解和掌握建筑設(shè)計(jì)的相關(guān)知識(shí)，這是我們應(yīng)掌握的基本素質(zhì)。其次在結(jié)構(gòu)設(shè)計(jì)部分，結(jié)構(gòu)設(shè)計(jì)的內(nèi)容包括：結(jié)構(gòu)方案的選擇和確定、結(jié)構(gòu)計(jì)算書(shū)的編制和結(jié)構(gòu)施工圖的繪制。結(jié)構(gòu)計(jì)算書(shū)包括構(gòu)件截面尺寸選擇、荷載計(jì)算和框架內(nèi)力計(jì)算、荷載內(nèi)力組合、框架的抗震設(shè)計(jì)、框架配筋和柱下基礎(chǔ)設(shè)計(jì)等。最后，利用廣廈CAD軟件來(lái)校核手算結(jié)果。目錄摘要IABSTRACTII前言III目錄IV1.建筑設(shè)計(jì)說(shuō)明11.1設(shè)計(jì)依據(jù)11.2工程概況11.3其它情況12.結(jié)構(gòu)設(shè)計(jì)說(shuō)明22.1工程概況22.2地質(zhì)資料22.3基礎(chǔ)選型22.4建筑材料22.5統(tǒng)一構(gòu)造2HYPERLIINK\\l"__Toc7749055321""2.6施工工要求3HYPERLIINK\\l"__Toc7749055322""2.7荷載載說(shuō)明3HYPERLIINK\\l"__Toc7749055328""2.8沉降降觀(guān)測(cè)3HYPERLIINK\\l"__Toc7749055330""2.9設(shè)計(jì)計(jì)規(guī)范及依依據(jù)3HYPERLIINK\\l"__Toc7749055331""3.結(jié)構(gòu)布布置及計(jì)算算簡(jiǎn)圖4HYPERLIINK\\l"__Toc7749055332""3.1結(jié)構(gòu)構(gòu)布置4HYPERLIINK\\l"__Toc7749055337""3.2基礎(chǔ)礎(chǔ)平面布置置5HYPERLIINK\\l"__Toc7749055339""3.3確定定底層柱高高及各層梁梁、柱線(xiàn)剛剛度5HYPERLIINK\\l"__Toc7749055340""4.荷載計(jì)計(jì)算7HYPERLIINK\\l"__Toc7749055341""4.1恒荷荷載及活荷荷載計(jì)算7HYPERLIINK\\l"__Toc7749055342""4.2風(fēng)荷荷載計(jì)算9HYPERLIINK\\l"__Toc7749055343""4.3地震震作用計(jì)算算10HYPERLIINK\\l"__Toc7749055399""5．內(nèi)力計(jì)計(jì)算14HYPERLIINK\\l"__Toc7749055400""5.1地震震荷載作用用下的內(nèi)力力計(jì)算14HYPERLIINK\\l"__Toc7749055401""5.2風(fēng)荷荷載作用下下的內(nèi)力計(jì)計(jì)算21HYPERLIINK\\l"__Toc7749055402""5.3豎向向恒荷載內(nèi)內(nèi)力計(jì)算27HYPERLIINK\\l"__Toc7749055411""5.4活荷荷載作用下下的內(nèi)力計(jì)計(jì)算39HYPERLIINK\\l"__Toc7749055422""6．荷載內(nèi)內(nèi)力組合47HYPERLIINK\\l"__Toc7749055423""6.1彎矩矩調(diào)幅47HYPERLIINK\\l"__Toc7749055424""6.2橫向向框架梁內(nèi)內(nèi)力組合47HYPERLIINK\\l"__Toc7749055425""6.3橫向向框架柱內(nèi)內(nèi)力組合49HYPERLIINK\\l"__Toc7749055426""7．構(gòu)件設(shè)設(shè)計(jì)51HYPERLIINK\\l"__Toc7749055427""7.1框架架梁配筋計(jì)計(jì)算51HYPERLIINK\\l"__Toc7749055428""7.2框架架柱配筋計(jì)計(jì)算52HYPERLIINK\\l"__Toc7749055429""8．樓梯設(shè)設(shè)計(jì)54HYPERLIINK\\l"__Toc7749055430""8.1梯段板設(shè)設(shè)計(jì)54HYPERLIINK\\l"__Toc7749055431""8.2平臺(tái)板設(shè)設(shè)計(jì)55HYPERLIINK\\l"__Toc7749055432""8.3平臺(tái)梁設(shè)設(shè)計(jì)55HYPERLIINK\\l"__Toc7749055433""9．基礎(chǔ)設(shè)設(shè)計(jì)57HYPERLIINK\\l"__Toc7749055434""9.1工程地質(zhì)質(zhì)及水文資資料57HYPERLIINK\\l"__Toc7749055435""9.2承臺(tái)設(shè)計(jì)計(jì)57HYPERLIINK\\l"__Toc7749055436""10.電算算分析60HYPERLIINK\\l"__Toc7749055437""結(jié)束語(yǔ)61HYPERLIINK\\l"__Toc7749055438""謝辭62HYPERLIINK\\l"__Toc7749055440""參考文獻(xiàn)獻(xiàn)631.建筑設(shè)計(jì)說(shuō)說(shuō)明1.1設(shè)計(jì)依據(jù)據(jù)（1）指導(dǎo)老師審批通通過(guò)的總平平面及單體體方案（2）畢業(yè)設(shè)計(jì)指導(dǎo)書(shū)書(shū)（3）有關(guān)設(shè)計(jì)規(guī)范1.2工程概況況（1）建筑物使用年限限：50年（2）建筑物抗震設(shè)防防烈度：77度（3）建筑層數(shù)及建筑筑面積：主主體十二層局部部五層，總高高40.8800mm，總建筑筑面積88853.006mm22（4）室內(nèi)設(shè)計(jì)標(biāo)高為為±0.0000m，等等于絕對(duì)標(biāo)標(biāo)高值200.0000m,室內(nèi)外高高差4500mm（5）立面各落水管按按建筑規(guī)范范要求的距距離布置，均均采用外排排水形式；；散水采用用2%坡度墻面面彩砂涂料料（6）墻身作法：砌砌體采用加加氣混凝土土砌塊1.3其它情況況（1）建筑設(shè)計(jì)圖中所所注尺寸，除除標(biāo)高以米米計(jì)外，其其它均以毫毫米計(jì)（2）所有屋面排水的的落水管下下均設(shè)水簸簸箕，參見(jiàn)見(jiàn)98ZJJ201--34-C（3）窗臺(tái)高度為9000mm，欄桿桿做法見(jiàn)98ZJJ401--25-2B（4）PVC雨水管安安裝離墻面面30,離地面150（5）建筑施工圖必須須與其他專(zhuān)專(zhuān)業(yè)施工圖圖密切配合合施工（6）墻身做法：墻墻身為普通通機(jī)制磚填填充墻，用用M5混合砂漿漿砌成，內(nèi)內(nèi)粉刷為混混合砂漿底底，紙筋灰灰面，厚220mm，“803”內(nèi)墻涂料料兩度。外外粉刷為1：3水泥砂漿漿底，厚220mm，陶陶瓷磚貼面面。（7）樓面做法：樓樓板頂面為為20mmm厚水泥砂砂漿找平，5mm厚1：2水泥砂漿加“107”膠水著色粉面層；樓板底面為15mm厚紙筋面石灰抹底。涂料兩度。（8）屋面做法：不不上人屋面面，現(xiàn)澆樓樓板上鋪膨膨脹珍珠巖巖保溫層，檐檐口處厚1100mmm，2%自?xún)蓚?cè)檐檐口向中間間找坡。1：2水泥砂漿漿找平層厚厚20mmm。三氈二二油防水層層，撒綠砂砂保護(hù)。（9）未盡事宜均按照照國(guó)家、省省、市有關(guān)關(guān)施工驗(yàn)收收規(guī)范執(zhí)行行，水、電電圖施工，未未盡事宜參參照現(xiàn)行設(shè)設(shè)計(jì)規(guī)范和和施工規(guī)范范2.結(jié)構(gòu)設(shè)計(jì)說(shuō)說(shuō)明2.1工程概況況本工程為十二層層旅館，結(jié)結(jié)構(gòu)總高度度為40..800mm。采用現(xiàn)現(xiàn)澆混凝土土框架結(jié)構(gòu)構(gòu)體系，結(jié)結(jié)構(gòu)有效使使用年限為為50年。耐火火等級(jí)為Ⅱ級(jí)，樁安安全等級(jí)為為二級(jí)。（1）氣象資料氣溫：最高溫度度，40℃；最低溫溫度，-8℃主導(dǎo)風(fēng)向：夏季季，東南風(fēng)風(fēng)；冬季，北北偏東風(fēng)；；B類(lèi)粗糙度度基本風(fēng)壓值:0.355kN/㎡基本雪壓值:0.5kN/㎡最大降雨雨量:150mmm/d（2）本工程按7度度設(shè)防設(shè)計(jì)計(jì)；設(shè)計(jì)基基本地震加加速度值為為0.1g；設(shè)計(jì)地地震分組為為第一組。2.2地質(zhì)資料料根據(jù)巖土工程勘勘察資料自自上而下土土層分布情情況為：(1)雜填土，底底層厚度0.600~1.550m；(2)含泥中砂砂，土質(zhì)均均勻，不液液化，中壓壓縮性，fak==200kkPa;底層厚度15.50~~20.900m。(3)地下水常常年穩(wěn)定水水位埋深6m，水質(zhì)對(duì)對(duì)砼無(wú)腐蝕蝕性。2.3基礎(chǔ)選型型根據(jù)擬建建筑物物的結(jié)構(gòu)形形式和荷載載特點(diǎn)，結(jié)結(jié)合場(chǎng)區(qū)巖巖土工程條條件，擬建建旅館采用預(yù)預(yù)制方樁（PHC）。2.4建筑材料料（1）鋼筋：Ⅰ級(jí)鋼筋筋fy=2100，Ⅱ級(jí)鋼筋fy=3000（2）焊條：HPBB235鋼筋間及HPB2235與HRB3335鋼筋間焊焊接采用E43型；HRB335鋼鋼筋間的焊焊接采用E50型；電弧弧焊縫厚度度凡圖上未未說(shuō)明的均均為6mmm，鋼筋搭搭接縫長(zhǎng)度度除圖上說(shuō)說(shuō)明外單面面焊縫不少少于10d，雙面焊焊縫不少于于5d；鋼筋網(wǎng)網(wǎng)和鋼筋骨骨架應(yīng)采用用綁扎與搭搭接接頭，搭搭接長(zhǎng)度≥48d，且不小小于3000mm，柱柱的縱向鋼鋼筋優(yōu)先采采用焊接接接頭。（3）混凝土強(qiáng)度等等級(jí)，當(dāng)各各分圖有規(guī)規(guī)定時(shí)以分分圖為準(zhǔn)，分分圖無(wú)規(guī)定定時(shí)采用C30..2.5統(tǒng)一構(gòu)造造（1）混凝土保護(hù)層厚厚度（mm）0.000以下下構(gòu)件：基基礎(chǔ)為400mm，基基礎(chǔ)拉梁為為40mmm，柱為300mm0.000以上上構(gòu)件：一一類(lèi)環(huán)境：：板為155mm，梁梁為25mmm，柱為為30mmm二a類(lèi)環(huán)境：：板為200mm，梁梁為30mmm，柱為為30mmm（2）凡主梁與非主主梁高度相相同時(shí)，主主梁的底筋筋在下，次次梁的底筋筋在上。（3）現(xiàn)澆樓、屋面面板支座負(fù)負(fù)筋布置詳詳見(jiàn)結(jié)施圖圖。（4）現(xiàn)澆板內(nèi)鋼筋筋放置：板底鋼筋：短跨跨方向在下下，長(zhǎng)跨方方向在上板面鋼筋：短跨跨方向在上上，長(zhǎng)跨方方向在下（5）屋面采用建筑筑調(diào)坡，調(diào)調(diào)坡所用混混凝土與屋屋面梁混凝凝土相同。2.6施工要求求（1）現(xiàn)澆梁、板的的孔洞均應(yīng)應(yīng)預(yù)留，埋埋件也應(yīng)預(yù)預(yù)埋，不能能事后補(bǔ)鑿鑿或補(bǔ)埋。梁梁上開(kāi)洞須須加固處理理。（2）因建筑物防雷雷的要求，配配合電氣專(zhuān)專(zhuān)業(yè)施工圖圖。在有避避雷接地要要求的框架架柱內(nèi)，柱柱橫截面上上外側(cè)對(duì)角角的兩根縱縱筋采用焊焊接，即縱縱筋從基礎(chǔ)礎(chǔ)到屋面女女兒墻夾墻墻柱均應(yīng)連連通。（3）外露鐵件均應(yīng)應(yīng)除銹后，紅紅丹二度，油油漆二度。（4）本工程樓（屋屋）面結(jié)構(gòu)構(gòu)構(gòu)件標(biāo)高高取與建筑筑樓（屋）面面低30mmm。（5）電梯井道內(nèi)的的結(jié)構(gòu)細(xì)部部構(gòu)造按電電梯公出具具的土建施施工圖施工工。（6）本工程所有構(gòu)構(gòu)件的焊接接，要求焊焊縫均要達(dá)達(dá)到與母材材等強(qiáng)，型型鋼、鋼管管、鋼件的的焊接質(zhì)量量應(yīng)達(dá)到二二級(jí)檢驗(yàn)標(biāo)標(biāo)準(zhǔn)，其他他構(gòu)件焊接接質(zhì)量應(yīng)達(dá)達(dá)到三級(jí)檢檢驗(yàn)標(biāo)準(zhǔn)，并并符合《鋼鋼結(jié)構(gòu)工程程施工及驗(yàn)驗(yàn)收規(guī)范》的的有關(guān)要求求。2.7荷載說(shuō)明明本工程荷載依據(jù)據(jù)國(guó)家現(xiàn)行行荷載規(guī)范范取值如下下：（1）基本風(fēng)壓：00.35kkN/mm2（2）基本雪壓：00.50kkN/mm2（3）樓面活荷載標(biāo)標(biāo)準(zhǔn)值取1.5kN/mm2（樓梯取3.5kN/mm2），屋面面取1.5kkN/mm2。（4）未經(jīng)技術(shù)鑒定定或設(shè)計(jì)許許可，不得得改變結(jié)構(gòu)構(gòu)的用途和和使用環(huán)境境2.8沉降觀(guān)測(cè)測(cè)（1）采用隱蔽或觀(guān)觀(guān)測(cè)點(diǎn)（2）主體結(jié)構(gòu)施工工工期每層層觀(guān)測(cè)一次次。主體結(jié)結(jié)構(gòu)驗(yàn)收后后進(jìn)行砌體體施工時(shí)，每每月觀(guān)測(cè)一一次。視沉沉降情況決決定驗(yàn)收后后的觀(guān)測(cè)間間隔時(shí)間。2.9設(shè)計(jì)規(guī)范范及依據(jù)（1）《混凝土結(jié)構(gòu)構(gòu)設(shè)計(jì)規(guī)范范》（GB500010—2002）（2）《建筑地基基基礎(chǔ)設(shè)計(jì)規(guī)規(guī)范》（GB500007—2002）（3）《砌體結(jié)構(gòu)設(shè)設(shè)計(jì)規(guī)范》（GB50003—2001）（4）《建筑結(jié)構(gòu)荷荷載規(guī)范》（GB50009—2001）（5）《混凝土結(jié)構(gòu)構(gòu)工程施工工質(zhì)量驗(yàn)收收規(guī)范》（GB500204—2002）（6）《湖北省地方方標(biāo)準(zhǔn)建筑筑地基基礎(chǔ)礎(chǔ)技術(shù)規(guī)范范》（GB42212422—2009）3.結(jié)構(gòu)布置及及計(jì)算簡(jiǎn)圖圖3.1結(jié)構(gòu)布置置3.1.1樓層層結(jié)構(gòu)平面面布置本設(shè)計(jì)采用鋼筋筋混凝土框框架結(jié)構(gòu)。梁梁、柱為現(xiàn)現(xiàn)澆框架，樓樓層板和屋屋面板均采采用鋼筋混混凝土現(xiàn)澆澆板，結(jié)構(gòu)構(gòu)平面布置置如圖所示示，屋面、樓樓面、墻身身做法見(jiàn)建建筑施工圖圖。因?yàn)楸窘Y(jié)構(gòu)的柱柱網(wǎng)布置為為正方形,,裙樓的柱柱網(wǎng)接近正正方形,就采用縱縱橫向框架架混合承重重方案。此此方案具有有較好的整整體工作性性能,對(duì)抗震有有利。通常,橫向框架架的間距,,荷載都相同同,因此往往往取出主樓樓有代表性性的一榀橫橫向框架（9號(hào)軸線(xiàn)）作作為計(jì)算單單元進(jìn)行計(jì)計(jì)算,縱向平面面框架的計(jì)計(jì)算方法與與橫向相同同,故從略。結(jié)構(gòu)平面布置如如下：圖3.1結(jié)構(gòu)平平面布置圖圖3.1.2確確定梁截面面尺寸截面高度——可可取計(jì)算跨跨度的1/8~~1/122；不宜大大于凈跨的的1/4截面寬度——可可取截面高高度h的1/2~~1/3；考慮到旅館建筑筑美觀(guān)和空空間使用效效率，框架架梁選用截截面均為200mmm×4000mm。3.1.3確定定板的厚度度取板厚100。衛(wèi)衛(wèi)生間，辦辦公室樓面面厚為方便便施工取100，屋屋面板厚取取120。3.1.4確確定柱截面面尺寸框架柱的的截面尺寸寸一般根據(jù)據(jù)柱的軸壓壓比極限值值按下列公公式計(jì)算：：Ac梁、板、柱的混混凝土等級(jí)級(jí)全部選用C30。故取fc=14.33N/mmm2。根據(jù)地地質(zhì)資料該該框架結(jié)構(gòu)構(gòu)的抗震等等級(jí)為二級(jí)，其軸軸壓比限值值[N]=1.00，各層重重力荷載近近似值12:根據(jù)中柱柱的負(fù)載面積積確定1~5層中柱的截截面（方柱柱）尺寸為550mmm550mmm，部分為400mmm4000mm，邊柱尺寸寸為400mmm4000mm；6~12層柱子尺尺寸均為400mmm4000mm。3.2基礎(chǔ)平面面布置根據(jù)擬建建筑物物的結(jié)構(gòu)形形式和荷載載特點(diǎn)，結(jié)結(jié)合場(chǎng)區(qū)巖巖土工程條條件，并考考慮周邊已已有建筑經(jīng)經(jīng)驗(yàn)，擬建建建筑物采用用預(yù)制樁（PHC），樁端伸入持力層1.2m。具體設(shè)計(jì)見(jiàn)結(jié)構(gòu)圖。3.3確定底層層柱高及各各層梁、柱柱線(xiàn)剛度底層層柱高：36600+500+4550=45500mm，其它各各層柱高均均為3300mm。確定定梁，柱慣慣性矩如下下：一~五層柱中柱柱：邊柱：梁：I在在求梁截面面慣性矩時(shí)時(shí)考慮到現(xiàn)現(xiàn)澆樓板作作用，取六~十二層柱：柱：底層柱中柱：邊柱：二至五五層柱：中柱：邊柱：六至十二層柱：：在內(nèi)力計(jì)算中，除除底層以外外其他各層層柱的線(xiàn)剛剛度均乘以以0.9的折折減系數(shù)：：底層柱:中柱：邊柱：二至五層柱：中柱邊柱：六至十二層柱：：框架梁：圖3.2計(jì)算簡(jiǎn)簡(jiǎn)圖4.荷載計(jì)算4.1恒荷載及及活荷載計(jì)計(jì)算在本設(shè)計(jì)計(jì)中，是如如此簡(jiǎn)化計(jì)算的：：布置在一一榀橫向框框架上的連連系梁荷載載轉(zhuǎn)換成橫橫向框架梁梁上的線(xiàn)荷荷載，而橫橫向上的連連系梁荷載載就轉(zhuǎn)移成成板荷載再再來(lái)計(jì)算。再再在配筋中中計(jì)算附加加鋼筋時(shí)按按集中荷載載來(lái)算。（1）屋面荷載標(biāo)準(zhǔn)值值油氈防水層（三三氈四油上上鋪小石子子）0.4kN／m220mm厚1：：2.5水泥砂漿漿找平層00.02××20=00.4kkN／m225mm厚擠塑塑聚苯保溫溫層0.0225×100=1.225kNN／m2100mm厚鋼鋼筋混凝土土樓板0..1×255=2.55kN／m220mm厚抹灰灰00.02××17=00.34kN／m2平屋面裝飾0.55kN／m2屋面恒載3.899kN／m2框架梁梁自重0.200.4025=3..125kkN/m梁側(cè)粉刷2（0.5-0.112）0.02217=00.25884kN//m次梁：次梁自重0.2200.4025=2kN/mm梁側(cè)粉粉刷2（0.40-0..12）0.02217=00.19004kN//m所以：屋面恒載改為：：3..89+=5.111kN/因此，作用于頂頂層框架梁梁上的線(xiàn)荷荷載為：=55.113.66=18.440活載：q=0..73.66=2.552（2）樓面框架梁線(xiàn)性性荷載標(biāo)準(zhǔn)準(zhǔn)值：樓面:25mm厚水泥泥砂漿面層層：00.0255×20==0.500kN/mm2100mm厚現(xiàn)現(xiàn)澆鋼筋混混凝土樓板板：00.1×225=2..5kN//m215mm厚紙筋筋石灰抹底底：00.0155×16==0.244kN/mm2樓面恒荷載：33.24kN/mm2框架梁自重0.2250.5025==3.1225kN//m梁側(cè)粉刷2（0.5-0.112）0.02217=00.25884kN//m次梁：次梁自重0.200.4025=2kN/mm梁側(cè)粉粉刷2（0.40-0..10）0.02217=00.2044kN/mm所以：樓面恒載改為：：3.244+=4.466kN/梁自重：g1=3.1125+00.25884=3..38kN/板傳來(lái)的荷載：：g2=4.4463.66=16..01kN/樓面活載：q==1.53..6=5..4kN/（3）屋面框架節(jié)點(diǎn)點(diǎn)集中荷載載標(biāo)準(zhǔn)值：：邊柱縱向框架梁梁自重0.2250.53.6255=11..25粉刷0.022（0.4-0.112）23.6177=0.6690.9高高女兒墻自自重0.993.63..6=11.666縱向框架梁傳來(lái)來(lái)屋面自重重33.63..60.553.899=12.660粉刷1.3320.0223.6177=3.118kN頂層邊節(jié)點(diǎn)集中中荷載kN中柱縱向框架梁梁自重0.2550.53.6255=11..25kNN粉刷0.022（0.4-0.112）23.6177=0.669縱向框架系梁傳傳來(lái)屋面自自重3.63.600.53..89=12.6600.5（3.66+3.66-2.11）2.1//24.887=133.04頂層中節(jié)點(diǎn)集中中荷載kN活載:QA=QQF=0.553.60..53.660.7==1.266kNQc==QD=0.553.60..53.660.7++0.5((3.6++3.6--2.1))2.1//20.77=1.888kN（4）樓面框架節(jié)點(diǎn)點(diǎn)集中荷載載標(biāo)準(zhǔn)值：：邊柱連系梁自重11.225kN粉刷0.669kN連系梁傳來(lái)樓面面自重0.53..60.553.63..24=10.550kN222.44kkN中間層邊節(jié)點(diǎn)集集中荷載：：GA=GF=22..44kkN二至五層框架柱柱自重:0..40.443.3255=15..68kkN0.5550.5553.3255=24..96kkN六至十二層框架架柱自重:0..40.443.3255=15..68kkN中柱連系梁自重111.255kN粉刷00.69kkN連系梁傳來(lái)樓面面自重3.63..63.224=10.5500.5(3.66+3.66-2.11)2.1//22.774=7..34kNN29.78kNN中間層節(jié)點(diǎn)集中中荷載kNN二至五層框架柱柱自重:00.5500.5533.3255=24..96kkN六至十二層框架架柱自重:0.40..43.3325=115.688kN活載:QA=QF=0.553.60..53.661.5==2.7kkNQcc=QD=0.553.60..53.661.5+00.5(3.6++3.6--2.1))2.1//21.55=4.002kN4.2風(fēng)荷載計(jì)計(jì)算風(fēng)壓標(biāo)準(zhǔn)值計(jì)算算公式：ω=βzμsμzωo對(duì)于矩形平面μμs=1.3；μz可查規(guī)范范。將風(fēng)荷荷載換算成成作用于框框架每層節(jié)節(jié)點(diǎn)上的集集中荷載，計(jì)計(jì)算過(guò)程如如表4.1所示。A為一榀框框架各層節(jié)節(jié)點(diǎn)的受風(fēng)風(fēng)面積。表4.1風(fēng)荷荷載計(jì)算層次βzμzμsωoZ(m)A(㎡)Pw(kN)11.531.561.30.3540.357.56331.2821.51.521.30.3537.0511.88456.6231.471.471.30.3533.7511.88394.2241.431.431.30.3530.4511.88336.5851.381.371.30.3527.1511.88277.4661.341.321.30.3523.8511.88228.0371.261.261.30.3520.5511.88176.3581.231.191.30.3517.2511.88136.4891.161.111.30.3513.9511.8897.09101.081.021.30.3510.6511.8863.42110.9611.30.357.3511.8838.14120.770.81.30.354.0512.9614.714.3地震作用用計(jì)算（1）建筑物總重力力荷載代表表值Gi的計(jì)算1）集中于屋蓋處處的質(zhì)點(diǎn)重重力荷載代代表值G11：50%雪荷載：：0.50..53955.79==98.995kN屋面恒荷載：33.893395.779=15539.662kN橫梁：33.38114.188=3811.26kkN縱梁：（53.6++4.2++5.1）11.9944+77.2111.94==13899.82kkN女兒墻：0..93.66（17.332+144.12++7.2）=2266.8kNN柱重：0..40.4425271.665=1778.2kkN橫墻：3.6(1661.655+2.1121..665)=5595.119kN縱墻：[30.994-3..65-111(2.1++9)-55.1]3.61..65=4400.995kN窗：1112.111.80..50.44=8.332kNG11=48199.11kkN2）集中于六至十十二層處的的質(zhì)點(diǎn)重力力荷載代表表值G10~G5：50%樓面活荷荷載：0.551.53995.799=2966.84kkN樓面活荷載：3.244395..79=11539..62kNN橫梁：33.38114.188=3811.26kkN縱梁：（53.6++4.2++5.1）11.9944+77.2111.94==13899.82kkN柱重：220.440.4255271.665=3556.9kkN橫墻：23.6(1661.655+2.1121..665)=11190..39kNN縱墻：2[30..94-33.65--11(2.1++9)-55.1]3.61..65=8801.99kN窗：22112.111.80..50.44=16..64kNNG10=G9=GG8==G7=G6=G5=51115.6kkN3）集中于五層處處的質(zhì)點(diǎn)重重力荷載代代表值G4：50%樓面（主主樓）活荷荷載：0..51.55395..79=2296.884kN50%雪荷載：：0.50..53744.17==93.554kN女兒墻：0..93.66（17.44+38..1+133.8）=2244.53kkN樓面恒載：3..893774.177=14555.522kN橫梁：3..38（34.88+18..9+577.9）+3811.26==768..47kNN縱梁：（64.88+40..2+3..6）11.994+13389.882=26686.550kN柱重：1788.2+2240.440.44661.655+2200.5500.552221.665=711..24kNN墻：28544.76kkN窗：20.666kNG4=9102.066kN3）集中于三、四四層處的質(zhì)質(zhì)點(diǎn)重力荷荷載代表值值G3~G2：50%樓面活荷荷載：0.511.57779.988=5844.99kkN樓面恒載：3.2247799.98==25277.14kkN橫梁：7758.447kN縱梁：26686.550kN柱重：7111.24kkN墻：37717.224kN窗：30.773kNG3=G2=101153.883kN4）集中于一層處處的質(zhì)點(diǎn)重重力荷載代代表值G1：50%樓面活荷荷載：0.511.57779.988=5844.99kkN樓面恒載：3.2247799.98==25277.14kkN橫梁：7558.477kN縱梁：26886.500kN柱重：12677.92kkN墻：44421.226kN窗：99.08kkNG1=122555.36kkN(2)地震作用用計(jì)算1）橫向框架柱側(cè)側(cè)移剛度D值計(jì)算如如表4.22：表4.2橫向框框架柱側(cè)移移剛度D值計(jì)算項(xiàng)目層柱k=∑ib／2ic（一般層）k=∑ib／ic（底層）α=k／2＋k（一般層）α=0.5＋k／／2＋k（底層）12／h2D=α×ic×12／／h2(kN／mm))根數(shù)底層中框架邊柱1.860.610.5812.2029中框架中柱（5550）1.990.620.585.0722中框架中柱（4400）7.160.840.5816.6810∑D632.09二三四五層中框架邊柱1.340.401.120.9229中框架中柱（5550）1.450.421.18.9722中框架中柱（4400）5.170.721.137.6010∑D1179.911六至十二層中框架邊柱1.340.401.120.9217中框架中柱5.170.721.137.6013∑D844.362）框架自振周期期的計(jì)算T1=1.7×αoo×=1.77×0.66×=0..736s。αo：結(jié)構(gòu)基本周期期修正系數(shù)數(shù)，考慮到到填充墻使使框架自震震周期減小小的影響，取αo為0.6。T：框架的頂點(diǎn)位位移，見(jiàn)表表4.3。表4.3橫向框框架頂點(diǎn)位移移計(jì)算（ξi為層間相相對(duì)位移）層次Gi(kN)∑Gi(kN)∑Di(kN／mm))ξi=∑Gi／∑Di△（mm）112255.33686493.993552.11136.84136.84210153.88374238.557932.7662.92199.76310153.88364084.774932.7654.31254.0749102.653930.991932.7645.71299.7855715.644828.331932.7637.99337.7765715.639112.771539.9646.32384.1075715.633397.111539.9639.55423.6585715.627681.551539.9632.78456.4395715.621965.991539.9626.01482.45105715.616250.331539.9619.25501.69115715.610534.771539.9612.48514.17124819.1114819.111539.965.71519.882）地震作用計(jì)算算本工程設(shè)防防烈度為7度；設(shè)計(jì)基基本地震加加速度值為為0.1gg；設(shè)計(jì)地地震分組為為Ⅱ組，Ⅱ類(lèi)場(chǎng)地土土。則特征周周期Tg=0.400,地震影響響系數(shù)αmax=00.08..α1=(Tg／TT1)00.9×αmax==(0.440／0.7366)0.9×00.08==0.0446結(jié)構(gòu)等效總重力力荷載：Geq==0.855GL=0.885×866493..93=7735199.84kkNT1>1.4TTg=1.44×0.44=0.556s,故需要考考慮框架頂頂部附加集集中力的作作用,則δn=0.08T11+0.001=0..08×00.7366+0.001=0..069框架橫向水平地地震作用標(biāo)標(biāo)準(zhǔn)值為:結(jié)構(gòu)底部:FFEK=α1×Geq=0..046×733519..84=33381..91kNN△Fn=δn×FEK=0..069×33811.91==233..35kNN∑GiHi=166833332，各樓樓層地震作作用和地震震剪力標(biāo)準(zhǔn)準(zhǔn)值見(jiàn)表44.4。4.4樓層地震震作用和地地震剪力標(biāo)標(biāo)準(zhǔn)值計(jì)算算表層次hi(m)Hi(m)Gi(KN)GiHiGiHi／(∑∑GiHi)Fi(KN)Vi(KN)14.554.5512255.33655761.8890.033104.33381.91123.37.8510153.88379707.5570.047149.093277.61133.311.1510153.883113215..20.067211.763128.52243.314.459102.6131532..60.078246.022916.76653.317.755715.6101451..90.060189.762670.74463.321.055715.6120313..40.071225.042480.98873.324.355715.6139174..90.083260.322255.94483.327.655715.6158036..30.094295.61995.62293.330.955715.6176897..80.105330.881700.022103.334.255715.6195759..30.116366.151369.144113.337.555715.6214620..80.127401.431002.999123.340.854819.111196860..60.117601.56601.565．內(nèi)力計(jì)算5.1地震荷載載作用下的的內(nèi)力計(jì)算算地震作用下的內(nèi)內(nèi)力計(jì)算，地地震作用力力沿豎向呈呈倒三角形形分布，內(nèi)內(nèi)力計(jì)算采采用D值法，采采用公式：：Vjk=Djk／／∑Djk×Vfk（1）各柱分配的剪剪力見(jiàn)表5.1表5.1各柱分分配的剪力力(kN)層數(shù)DADCDDDF∑DVfkVAVCVDVF19.116.796.796.79632.093381.91148.7436.3336.3336.33211.2515.3815.3815.381179.93277.61131.2542.7242.7242.72311.2515.3815.3815.381179.93128.52229.8340.7840.7840.78411.2515.3815.3815.381179.92916.76627.8138.0238.0238.02511.2515.3815.3815.381179.92670.74425.4634.8134.8134.81611.2526.8326.8311.25844.362480.98833.0678.8378.8333.06711.2526.8326.8311.25844.362255.94430.0671.6871.6830.06811.2526.8326.8311.25844.361995.62226.5963.4163.4126.59911.2526.8326.8311.25844.361700.02222.6554.0254.0222.651011.2526.8326.8311.25844.361369.14418.2443.5143.5118.241111.2526.8326.8311.25844.361002.99913.3631.8731.8713.361211.2526.8326.8311.25844.36601.568.0219.1119.118.02（2）確定反彎點(diǎn)高高度地震荷載載呈倒三角角形分布根據(jù)假定2，反反彎點(diǎn)高度度y=0..5h（3）計(jì)算柱端彎矩矩由柱剪力Vijj和反彎點(diǎn)點(diǎn)高度y，按下列列公式可求求得柱端彎彎矩。上端Mcu=VVij×(hh-y)下端Mcl=Vij×y計(jì)算結(jié)果見(jiàn)表55.2表5.2各柱柱柱端彎矩計(jì)計(jì)算（KN/mm）層次A柱C柱D柱F柱M上M下M上M下M上M下M上M下1110.89110.8982.6582.6582.6582.6582.6582.65251.5651.5670.4970.4970.4970.4970.4970.49349.2249.2267.2967.2967.2967.2967.2967.29445.8945.8962.7362.7362.7362.7362.7362.73542.0242.0257.4457.4457.4457.4457.4457.44654.5454.54130.08130.08130.08130.0854.5454.54749.5949.59118.28118.28118.28118.2849.5949.59843.8743.87104.63104.63104.63104.6343.8743.87937.3737.3789.1389.1389.1389.1337.3737.371030.1030.1071.7871.7871.7871.7830.1030.101122.0522.0552.5952.5952.5952.5922.0522.051213.2213.2231.5431.5431.5431.5413.2213.22（4）計(jì)算梁端彎矩矩梁端彎矩可按節(jié)節(jié)點(diǎn)彎矩平平衡條件，將將節(jié)點(diǎn)上下下柱端彎矩矩之和按左左右梁的線(xiàn)線(xiàn)剛度比例例分配。計(jì)計(jì)算結(jié)果如如下表5.3。計(jì)算公式：Mbbl=(MMcu+Mcl)×k1／(k1＋k2)；MMbr=(MMcu+Mcl)×k1／(k1＋k2)表5.3梁端彎彎矩計(jì)算層次M梁=(Mcu+MMcl)×k1／(k1＋k2)M邊lM邊rM中l(wèi)M中rM邊lM邊rk1/(k1++k2)1162.4539.82113.32113.3239.82153.140.262100.7835.82101.96101.9635.82137.780.26395.1133.8196.2196.2133.81130.020.26487.931.2588.9388.9331.25120.170.26596.5648.75138.76138.7648.75111.980.266104.1464.57183.78183.7864.57104.140.26793.4757.96164.95164.9557.9693.470.26881.2550.38143.38143.3850.3881.250.26967.4741.84119.08119.0841.8467.470.261052.1532.3492.0392.0332.3452.150.261135.2721.8762.2562.2521.8735.270.261213.228.223.3423.348.213.220.26圖5.1水平地地震作用下下的彎矩圖圖（kN?m）（5）計(jì)算梁端剪力力示意圖如如下圖計(jì)算公式：Vbb=(MMbl+Mbr)／l（6）計(jì)算柱軸力計(jì)算結(jié)果見(jiàn)表55.4：表5.4柱端剪力力、梁端剪剪力、柱子子軸力計(jì)算算層次V柱V梁N柱VAVCVDVFVACVCDVDFNANCNDNF148.7436.3336.3336.3333.71107.9332.16242.731022.0441003.666261.11231.2542.7242.7242.7222.7797.1028.93209.02947.83927.89228.95329.8340.7840.7840.7821.4991.6327.30186.25873.49859.72200.02427.8138.0238.0238.0219.8684.6925.24164.76803.34795.39172.71525.4634.8134.8134.8124.22132.1626.79144.91738.51735.94147.48633.0678.8378.8333.0628.12175.0328.12120.69630.57630.57120.69730.0671.6871.6830.0625.24157.1025.2492.57483.66483.6692.57826.5963.4163.4126.5921.94136.5621.9467.33351.80351.8067.33922.6554.0254.0222.6518.22113.4118.2245.39237.18237.1845.391018.2443.5143.5118.2414.0887.6514.0827.18141.99141.9927.181113.3631.8731.8713.369.5259.299.5213.1068.4268.4213.10128.0219.1119.118.023.5722.233.573.5718.6618.663.57圖5.2水平地地震作用下下的梁剪力圖、柱柱軸力圖（kN）圖5.3水平地震震作用下的的柱端剪力圖（kN）5.2風(fēng)荷載作作用下的內(nèi)內(nèi)力計(jì)算（1）各柱所分配的的剪力計(jì)算算結(jié)果見(jiàn)表表5.5。表5.5各柱所所分配剪力力計(jì)算（kN）層數(shù)ACDF∑DVfkVAVCVDVF19.116.796.796.79632.09331.284.773.563.563.56211.2515.3815.3815.381179.911456.624.355.955.955.95311.2515.3815.3815.381179.911394.223.765.145.145.14411.2515.3815.3815.381179.911336.583.214.394.394.39511.2515.3815.3815.381179.911277.462.653.623.623.62611.2526.8326.8311.25844.36228.033.047.257.253.04711.2526.8326.8311.25844.36176.352.355.65.62.35811.2526.8326.8311.25844.36136.481.824.344.341.82911.2526.8326.8311.25844.3697.091.293.093.091.291011.2526.8326.8311.25844.3663.420.842.022.020.841111.2526.8326.8311.25844.3638.140.511.211.210.511211.2526.8326.8311.25844.3614.710.20.470.470.2（2）確定反彎點(diǎn)高高度根據(jù)假定2，反反彎點(diǎn)高度度y=0..5h（3）計(jì)算柱端彎矩矩由柱剪力Vijj和反彎點(diǎn)點(diǎn)高度y，按下列列公式可求求得柱端彎彎矩。計(jì)算結(jié)結(jié)果見(jiàn)表5.6上端Mcu=VVij×(hh-y)下端Mcl=Vij×y表5.6柱端彎彎矩計(jì)算結(jié)結(jié)果層次A柱C柱D柱F柱M上M下M上M下M上M下M上M下110.8610.868.18.18.18.18.18.127.187.189.829.829.829.829.829.8236.26.28.488.488.488.488.488.4845.35.37.247.247.247.247.247.2454.374.375.975.975.975.975.975.9765.015.0111.9611.9611.9611.965.015.0173.883.889.259.259.259.253.883.888337.167.167.167.163392.132.135.095.095.095.092.132.13101.391.393.333.333.333.331.391.39110.840.8422220.840.84120.320.320.770.770.770.770.320.32表5.7梁端彎矩矩計(jì)算層次M梁=(Mcu+MMcl)×k1／(k1＋k2)M邊lM邊rM中l(wèi)M中rM邊lM邊rk1/(k1++k2)118.054.6613.2613.264.6617.920.26213.394.7613.5413.544.7618.30.26311.54.0911.6311.634.0915.720.2649.663.439.779.773.4313.210.2659.384.6613.2613.264.6610.980.2668.895.5115.6915.695.518.890.2676.884.2612.1412.144.266.880.2685.133.189.069.063.185.130.2693.532.196.236.232.193.530.26102.231.383.943.941.382.230.26111.160.722.052.050.721.160.26120.320.20.570.570.20.320.26（4）計(jì)算梁端彎矩矩梁端彎矩可按節(jié)節(jié)點(diǎn)彎矩平平衡條件，將將節(jié)點(diǎn)上下下柱端彎矩矩之和按左左右梁的線(xiàn)線(xiàn)剛度比例例分配。計(jì)計(jì)算結(jié)果如如表5.7：計(jì)算公式：Mbbl=(MMcu+Mcl)×k1／(k1＋k2)；MMbr=(MMcu+Mcl)×k1／(k1＋k2)圖5.4風(fēng)荷載載作用下的的彎矩圖（kN?m）（5）計(jì)算梁端剪力力示意圖如如下圖計(jì)算公式：Vbb=(MMbl+Mbr)／l（6）計(jì)算柱子軸力力計(jì)算結(jié)果見(jiàn)表55.8：表5.8柱子剪剪力、梁端端剪力、柱柱子軸力計(jì)計(jì)算層次V柱V梁N柱VAVCVDVAVCVDVAVCVDVAVC14.773.563.563.563.7812.633.7621.5384.3281.9623.8924.355.955.955.953.0212.903.8417.7475.4873.1020.1233.765.145.145.142.6011.083.3014.7265.6164.0516.2843.214.394.394.392.189.312.7712.1257.1356.2712.9852.653.623.623.622.3412.632.619.9450.0049.7410.2163.047.257.253.042.4014.942.407.6039.7139.717.6072.355.615.612.351.8611.561.865.2027.1727.175.2081.824.344.341.821.398.631.393.3417.4717.473.3491.293.083.081.290.955.930.951.9610.2210.221.96100.842.022.020.840.603.750.601.005.255.251.00110.511.211.210.510.311.950.310.402.102.100.40120.190.470.470.190.090.540.090.090.460.460.09圖5.55風(fēng)荷載載作用下的的梁剪力圖、柱軸力圖（kN）圖5.6風(fēng)荷載載作用下的的柱端剪力圖（kN）5.3豎向恒荷荷載內(nèi)力計(jì)計(jì)算豎向恒載作用下下的內(nèi)力計(jì)計(jì)算采用分分層法，作作修正如下下：1）除底層層外其它各各層柱子的的線(xiàn)剛度均均乘以折減減系數(shù)0.9；2）除底層層外其它各各層柱子的的彎矩傳遞遞系數(shù)均為為1／3。（結(jié)構(gòu)構(gòu)內(nèi)力用彎彎矩分配法法計(jì)算）5.3.1頂層層（1）計(jì)算固端彎矩矩（假定所所有彎矩以以順時(shí)針為為正）把梯形荷載化作作等效均布布荷載g邊’=gAC1+（1-2α2+α3）×gAC22=3.338＋（1-2××0.322+0.333）×14=155.24kkN／mg中’=gCD1+55/8×ggCD2=3.338＋5/8××8.177=8..49kNN／mMAC=1／122g邊’L2邊=1／12×115.244×62=45..72kkN·mMCD=1／3g中’L2中=1／3×8..49×11.0522=3.112kNN·mMDC=1／6g中’L2中=1／6×8.499×1.0552=1.566kN··m（2）分配系數(shù)為計(jì)算簡(jiǎn)便，將將各層分配配系數(shù)統(tǒng)計(jì)計(jì)如表5.9：表5.9彎矩分分配系數(shù)表表層次iAiCiDiFiL1iL2uA下柱uA上柱uA右梁uC左梁uC上柱uC下柱uC右梁11.405.035.035.032.607.430.240.330.430.160.420.310.1121.946.946.946.942.607.430.300.300.400.140.380.380.1031.946.946.946.942.607.430.300.300.400.140.380.380.1041.946.946.946.942.607.430.300.300.400.140.380.380.1051.946.946.946.942.607.430.300.300.400.190.150.520.1461.941.941.941.942.607.430.300.300.400.310.230.230.2271.941.941.941.942.607.430.300.300.400.310.230.230.2281.941.941.941.942.607.430.300.300.400.310.230.230.2291.941.941.941.942.607.430.300.300.400.310.230.230.22101.941.941.941.942.607.430.300.300.400.310.230.230.22111.941.941.941.942.607.430.300.300.400.310.230.230.22121.941.941.941.942.607.430.430.570.410.300.29（3）彎矩分配圖下柱上柱右梁左梁上柱下柱右梁左梁-45.7245.72-3.12-1.560.430.000.570.410.000.300.291.0019.660.0026.0613.03-11.40-22.810.00-16.69-16.1316.134.900.006.503.25-0.67-1.330.00-0.98-0.940.940.290.000.3824.850.00-24.8537.860.00-17.66-20.2015.525.3.266-11層層（1）計(jì)算固端彎矩矩（假定所所有彎矩以以順時(shí)針為為正）把梯形荷載化作作等效均布布荷載g邊’=gAC1+（1-2α2+α3）×gAC22=3.338＋（1-2××0.322+0.333）×11..66=133.26kkN／mg中’=gCD1+55/8×ggCD2=3.338＋5/8××6.8=7..63kNN／mMAC=1／122g邊’L2邊=1／12×113.266×62=39.778kNN·mMCD=1／3g中’L2中=1／3×7..63×11.0522=2.800kN··mMDC=1／6g中’L2中=1／6×7..63×11.0522=1.400kN··m（2）分配系數(shù)6-11層分配配系數(shù)見(jiàn)表表5.9。（3）彎矩分配圖下柱上柱右梁左梁上柱下柱右梁左梁-39.7839.78-2.80-1.400.300.300.400.310.230.230.221.0011.9311.9315.917.96-6.97-13.93-10.34-10.34-9.899.892.092.092.791.39-0.22-0.43-0.32-0.32-0.310.310.060.060.0914.0914.09-28.1834.77-10.66-10.66-12.998.795.3.35層（1）計(jì)算固端彎矩矩（假定所所有彎矩以以順時(shí)針為為正）把梯形荷載化作作等效均布布荷載g邊’=gAC1+（1-2α2+α3）×gAC22=3.338＋（1-2××0.322+0.333）×11..66=133.26kkN／mg中’=gCD1+55/8×ggCD2=3.338＋5/8××6.8=7..63kNN／mMAC=1／122g邊’L2邊=1／12×113.266×62=39..78kkN·mMCD=1／3g中’L2中=1／3×7..63×11.0522=2.880kNN·mMDC=1／6g中’L2中=1／6×7..63×11.0522=1.440kNN·m（2）分配系數(shù)5層分配系數(shù)見(jiàn)表表5.9。（3）彎矩分配圖下柱上柱右梁左梁上柱下柱右梁左梁-39.7839.78-2.80-1.400.300.300.400.190.150.520.141.0011.9311.9315.917.96-4.27-8.54-6.74-23.37-6.296.291.281.281.710.85-0.08-0.16-0.13-0.44-0.120.120.020.020.0313.2413.24-26.4839.89-6.87-23.81-9.215.015.3.422-4層（1）計(jì)算固端彎矩矩（假定所所有彎矩以以順時(shí)針為為正）把梯形荷載化作作等效均布布荷載g邊’=gAC1+（1-2α2+α3）×gAC22=3.338＋（1-2××0.322+0.333）×11..66=133.26kkN／mg中’=gCD1+55/8×ggCD2=3.338＋5/8××6.8=7..63kNN／mMAC=1／122g邊’L2邊=1／12×113.266×62=39..78kkN·mMCD=1／3g中’L2中=1／3×7..63×11.0522=2.880kNN·mMDC=1／6g中’L2中=1／6×7..63×11.0522=1.440kNN·m（2）分配系數(shù)2-4層分配系系數(shù)見(jiàn)表5.9。（3）彎矩分配圖下柱上柱右梁左梁上柱下柱右梁左梁-39.7839.78-2.80-1.400.300.300.400.140.380.380.101.0011.9311.9315.917.96-3.15-6.29-17.08-17.08-4.494.490.940.941.260.63-0.04-0.09-0.24-0.24-0.060.060.010.010.0212.8912.89-25.7841.99-17.31-17.31-7.363.165.3.5底底層（1）計(jì)算固端彎矩矩（假定所所有彎矩以以順時(shí)針為為正）把梯形荷載化作作等效均布布荷載g邊’=gAC1+（1-2α2+α3）×gAC22=3.338＋（1-2××0.322+0.333）×11..66=133.26kkN／mg中’=gCD1+55/8×ggCD2=3.338＋5/8××6.8=7..63kNN／mMAC=1／122g邊’L2邊=1／12×113.266×62=39..78kkN·mMCD=1／3g中’L2中=1／3×7..63×11.0522=2.880kNN·mMDC=1／6g中’L2中=1／6×7..63×11.0522=1.440kNN·m（2）分配系數(shù)底層分配系數(shù)見(jiàn)見(jiàn)表5.9。（3）彎矩分配圖下柱上柱右梁左梁上柱下柱右梁左梁-39.7839.78-2.80-1.400.240.330.430.160.420.310.111.009.5513.1317.118.55-3.64-7.29-19.12-14.12-5.015.010.871.201.570.78-0.06-0.13-0.33-0.24-0.090.090.020.020.0310.4414.35-24.7941.71-19.45-14.36-7.893.695.3.6恒荷荷載作用下下的彎矩圖圖圖5.7恒荷載載作用下的的彎矩圖5.3.7恒荷荷載作用下下的梁剪力力、柱軸力力（1）AC跨梁端剪力計(jì)算算結(jié)果見(jiàn)表表5.9其中u=(l-a))×q/22;VA=gl//2+u--ΣMik/l;;VA=-(ggl/2++u+ΣMik/l))（2）CD跨梁端剪力計(jì)算算結(jié)果見(jiàn)表表5.100其中VC=gl/2+ll×q/44;VDD=-(ggl/2+l××q/4))（3）AC跨跨中彎矩計(jì)算算結(jié)果見(jiàn)表表：5.111其中VA=gl/2+uu-ΣMik//l;MM=gl//2×l//4+u××1.055-MAAB-VA×l/22（4）柱軸力計(jì)算結(jié)結(jié)果見(jiàn)表55.125.3.8恒荷荷載作用下下的梁剪力力圖、柱軸軸力圖見(jiàn)圖5.8。層次q(kN/m))g(kN/m))a(m)l(m)gl/2uMAB(kN/mm)MBA(kN/mm)ΣMik/lVAVC111.663.381.806.0010.1424.49-24.7941.742.8331.80-37.45211.663.381.806.0010.1424.49-25.8741.992.6931.94-37.31311.663.381.806.0010.1424.49-25.8741.992.6931.94-37.31411.663.381.806.0010.1424.49-25.8741.992.6931.94-37.31511.663.381.806.0010.1424.49-26.4839.892.2432.39-36.86611.663.381.806.0010.1424.49-28.1834.771.1033.53-35.72711.663.381.806.0010.1424.49-28.1834.771.1033.53-35.72811.663.381.806.0010.1424.49-28.1834.771.1033.53-35.72911.663.381.806.0010.1424.49-28.1834.771.1033.53-35.721011.663.381.806.0010.1424.49-28.1834.771.1033.53-35.721111.663.381.806.0010.1424.49-28.1834.771.1033.53-35.721214.003.381.806.0010.1429.40-24.8537.862.1737.37-41.71表5.9AC跨跨梁端剪力力計(jì)算（kN）表5.10CDD跨梁端剪剪力（kN）層次q(kN/m))g(kN/m))l(m)gl/2l×q/4VC（kN）VD（kN）111.663.382.103.556.129.67-9.67211.663.382.103.556.129.67-9.67311.663.382.103.556.129.67-9.67411.663.382.103.556.129.67-9.67511.663.382.103.556.129.67-9.67611.663.382.103.556.129.67-9.67711.663.382.103.556.129.67-9.67811.663.382.103.556.129.67-9.67911.663.382.103.5