南陽市W公司宿舍樓建筑與結(jié)構(gòu)設(shè)計(jì)摘要 11緒論 32建筑方案設(shè)計(jì) 32.1平面設(shè)計(jì) 32.1.1總平面設(shè)計(jì) 32.1.2首層平面設(shè)計(jì) 32.1.3標(biāo)準(zhǔn)層平面設(shè)計(jì) 32.1.4頂平面設(shè)計(jì) 32.2立面設(shè)計(jì) 32.3剖面設(shè)計(jì) 42.4墻體做法 42.5樓面做法 43結(jié)構(gòu)設(shè)計(jì)方案 43.1工程概況 43.2結(jié)構(gòu)類型和材料選用 43.3設(shè)計(jì)標(biāo)高和建筑等級(jí) 43.4環(huán)境影響 53.5土質(zhì)狀況 53.6抗震設(shè)防的相關(guān)參數(shù) 54結(jié)構(gòu)的布置 54.1設(shè)計(jì)的選材和截面尺寸的確定 54.1.1梁截面確定 54.1.2柱的截面確定 64.1.3板厚度確定 65框架計(jì)算簡(jiǎn)圖及梁柱線剛度 65.1確定框架計(jì)算簡(jiǎn)圖 65.2框架梁柱的線剛度計(jì)算 75.3框架柱抗側(cè)移剛度計(jì)算 86荷載計(jì)算 96.1恒載標(biāo)準(zhǔn)值計(jì)算 96.1.1樓面屋面做法 96.1.2梁柱自重 106.1.3墻體自重及女兒墻自重 106.2活載標(biāo)準(zhǔn)值計(jì)算 116.3一榀框架豎向荷載的計(jì) 116.3.1恒載標(biāo)準(zhǔn)值計(jì)算 116.3.2活載標(biāo)準(zhǔn)值計(jì)算 147水平地震荷載作用下框架內(nèi)力計(jì)算 167.1重力荷載代表值計(jì)算 167.2自振周期計(jì)算 177.2.1結(jié)構(gòu)整體抗側(cè)剛度 177.2.2自振周期計(jì)算 177.3橫向地震作用計(jì)算 187.4地震作用變形驗(yàn)算 207.5框架地震內(nèi)力計(jì)算 217.5.1反彎點(diǎn)的計(jì)算 21表7.6彎點(diǎn)計(jì)算 217.5.2地震作用下框架柱剪力和彎矩計(jì)算 227.5.3地震作用下框架梁端彎矩計(jì)算 227.5.4地震作用下框架梁剪力和柱軸力計(jì)算 238風(fēng)荷載作用下框架計(jì)算 258.1風(fēng)荷載集中力計(jì)算 258.2風(fēng)荷載作用下的水平位移驗(yàn)算 26表8.3各樓層相對(duì)轉(zhuǎn)角驗(yàn)算 268.3風(fēng)荷載作用下框架結(jié)構(gòu)內(nèi)力計(jì)算 268.3.1風(fēng)荷載下框架柱剪力和彎矩計(jì)算 268.3.2風(fēng)荷載下框架梁端彎矩計(jì)算 278.3.3風(fēng)荷載下框架梁剪力和柱軸力計(jì)算 289豎向荷載作用下內(nèi)力計(jì)算 319.1一榀框架豎向恒載計(jì)算 319.1.1計(jì)算分配系數(shù) 319.1.2計(jì)算桿件固端彎矩 329.1.3計(jì)算桿端彎矩 349.1.4恒載作用下梁柱剪力的計(jì)算 369.1.5恒載作用下柱軸力的計(jì)算 379.2一榀框架豎向活載計(jì)算 399.2.1計(jì)算桿件固端彎矩 399.2.2計(jì)算桿端彎矩 409.2.3活載作用下梁端剪力的計(jì)算 449.2.4活載作用下柱剪力和軸力的計(jì)算 4510內(nèi)力組合 4810.1豎向荷載彎矩調(diào)幅 4810.1.1恒載作用下的梁端彎矩調(diào)幅 4810.1.2活載作用下的梁端彎矩調(diào)幅 4910.2梁控制截面的內(nèi)力組合 5010.3柱控制截面內(nèi)力組合 5511截面設(shè)計(jì) 6111.1內(nèi)力調(diào)整 6111.1.1梁端內(nèi)力調(diào)整 6111.1.2柱端內(nèi)力調(diào)整 6111.2框架梁的截面設(shè)計(jì) 6211.2.1正截面受彎計(jì)算 6211.2.2梁斜截面受剪計(jì)算 6611.3柱截面設(shè)計(jì) 6711.3.1框架柱正截面計(jì)算 6811.3.2框架柱斜截面計(jì)算 8012板截面設(shè)計(jì) 8112.1荷載計(jì)算 8112.2彎矩計(jì)算 8212.3板的配筋計(jì)算 8313樓梯設(shè)計(jì) 8413.1梯板設(shè)計(jì)計(jì)算 8413.2平臺(tái)板設(shè)計(jì)計(jì)算 8413.3平臺(tái)梁設(shè)計(jì)計(jì)算 8514基礎(chǔ)設(shè)計(jì) 8714.1材料選用 8714.2地基承載力特征值層fa 8714.2.1計(jì)算依據(jù) 8714.3邊柱獨(dú)立基礎(chǔ)設(shè)計(jì) 8814.3.1基底面積計(jì)算 8814.4中柱聯(lián)合基礎(chǔ)設(shè)計(jì) 9214.4.1基底面積計(jì)算 9214.4.2驗(yàn)算持力層地基承載力 9314.4.3計(jì)算基底凈反力 9414.4.4基礎(chǔ)配筋的計(jì)算 96參考文獻(xiàn) 99摘要由任務(wù)書可知此次設(shè)計(jì)分為建筑設(shè)計(jì)和結(jié)構(gòu)設(shè)計(jì)，該結(jié)構(gòu)為鋼筋混凝土框架結(jié)構(gòu)抗震烈度為7度。建筑物高度為21.90m，建筑層數(shù)5層，面積6446.0m2。在建筑設(shè)計(jì)這塊主要是進(jìn)行過方案設(shè)計(jì)，因此來繪制出首層平面圖，標(biāo)準(zhǔn)層平面圖，正立面，側(cè)立面圖，樓梯剖面圖以及部分詳圖。在結(jié)構(gòu)設(shè)計(jì)這個(gè)板塊，通過對(duì)④軸框架對(duì)其內(nèi)力分析計(jì)算，初步估算出此建筑物的梁板柱截面尺寸，并在各種荷載組合作用下求出其內(nèi)力及進(jìn)行內(nèi)力分析。最后對(duì)其板、樓梯及基礎(chǔ)嚴(yán)格按照最新規(guī)范的有關(guān)規(guī)定進(jìn)行設(shè)計(jì)。關(guān)鍵詞：抗震烈度，內(nèi)力分析，建筑設(shè)計(jì)1緒論我本次畢業(yè)設(shè)計(jì)題目選取的是南陽市W公司宿舍樓，仔細(xì)閱讀任務(wù)書進(jìn)行初步的建筑設(shè)計(jì)方案。在本次設(shè)計(jì)中我學(xué)到了很多東西，通過繪制圖紙我的CAD、天正等繪圖軟件軟件用的越來越嫻熟了。同時(shí)在設(shè)計(jì)過程中對(duì)結(jié)構(gòu)設(shè)計(jì)這塊收獲也不小，比如對(duì)一榀框架結(jié)構(gòu)在對(duì)各種荷載作用下進(jìn)行內(nèi)力分析，內(nèi)力組合，彎矩調(diào)幅等。此次設(shè)計(jì)鍛煉了我的設(shè)計(jì)能力以及還讓我對(duì)以前所學(xué)的知識(shí)得以回顧，為我今后進(jìn)入社會(huì)工作打下良好的基礎(chǔ)。在大學(xué)本科教育中，畢業(yè)設(shè)計(jì)是對(duì)畢業(yè)生的一個(gè)重要考核。它也是畢業(yè)前的一個(gè)綜合學(xué)習(xí)階段及對(duì)大學(xué)期間所學(xué)專業(yè)知識(shí)的全面總結(jié)。本次畢業(yè)設(shè)計(jì)中由于自己的能力問題，肯定會(huì)有很多細(xì)節(jié)問題處理的不恰當(dāng)，敬請(qǐng)老師予以指導(dǎo)。2建筑方案設(shè)計(jì)2.1平面設(shè)計(jì)2.1.1總平面設(shè)計(jì)該宿舍樓位于南陽市W公司內(nèi)。該建筑層數(shù)為五層宿舍樓，總平面長(zhǎng)65m，寬20m，首層的層高為3.9m,標(biāo)準(zhǔn)層的層高為3.6m，建筑面積為6446.00m2。2.1.2首層平面設(shè)計(jì)該宿舍樓首層有廁所、宿舍、配電間、活動(dòng)室、接待室，宿舍的開間為3.6m。2.1.3標(biāo)準(zhǔn)層平面設(shè)計(jì)標(biāo)準(zhǔn)層平面圖的房間主要就是以宿舍為主。2.1.4頂平面設(shè)計(jì)該宿舍樓為上人屋面，女兒墻高度為1.2m，2％的找坡，設(shè)有雨水孔。2.2立面設(shè)計(jì)本建筑首層層高為3.9m，其他層高為3.6m。2.3剖面設(shè)計(jì)剖面設(shè)計(jì)主要分析建筑物各部分應(yīng)有的高度。2.4墻體做法內(nèi)外墻做法：墻體采用200mm厚的蒸壓粉煤灰加氣混凝土砌塊，墻體內(nèi)外側(cè)采用的15mm厚的水泥砂漿抹灰。2.5樓面做法花崗巖、大理石20厚1:3干硬化水泥砂漿結(jié)合層20厚水泥漿一道100mm厚鋼筋混凝土樓面板板底抹灰20mm厚2.7走廊做法花崗巖、大理石20厚1:3干硬化水泥砂漿結(jié)合層20厚水泥漿一道100mm厚鋼筋混凝土樓面板板底抹灰20mm厚2.8屋面做法水泥花磚20厚1:3水泥砂漿25厚25厚1:3水泥砂漿找平層100mm厚聚苯乙烯保溫層鋼筋混凝土屋面板100mm厚水泥砂漿抹灰20mm厚3結(jié)構(gòu)設(shè)計(jì)方案3.1工程概況由任務(wù)書可知，該建筑位于南陽市市區(qū)，經(jīng)查閱規(guī)范可知該地形的烈度為7度0.10g3.2結(jié)構(gòu)類型和材料選用構(gòu)件混凝土等級(jí)均為C30，墊層混凝土等級(jí)為C15，鋼筋均為HRB400。3.3設(shè)計(jì)標(biāo)高和建筑等級(jí)室內(nèi)地面設(shè)計(jì)標(biāo)高為±0.000m，室內(nèi)地面標(biāo)高與室外地面標(biāo)之差為450mm；結(jié)構(gòu)安全等級(jí)：一級(jí)；耐火等級(jí)：二級(jí)。3.4環(huán)境影響基本風(fēng)壓基本風(fēng)壓0.35KN/㎡（R=50）基本雪壓基本雪壓0.45KN/㎡（R=50）3.5土質(zhì)狀況表3.1場(chǎng)地自上而下主要地層情況3.6抗震設(shè)防的相關(guān)參數(shù)（1）抗震設(shè)防烈度：7度，設(shè)計(jì)基本加速度值：0.1g，多遇地震水平影響系數(shù)最大值：0.04。（2）建筑場(chǎng)地類別：Ⅲ類；第二組地震分組；特征周期值為0.55s。4結(jié)構(gòu)的布置4.1設(shè)計(jì)的選材和截面尺寸的確定材料的選擇梁板柱均采用HRB400級(jí)鋼筋，混凝土強(qiáng)度等級(jí)均為C30；基礎(chǔ)墊層選用C154.1.1梁截面確定規(guī)根據(jù)規(guī)范可知：框架梁的最小高度為400mm；結(jié)合實(shí)際情況考慮，邊跨和中跨的寬度都取300mm。4.1.2柱的截面確定按軸壓比要求初估框架柱截面尺寸，假定結(jié)構(gòu)每平米總荷載設(shè)計(jì)值為12kN，則底層中柱的軸力設(shè)計(jì)值N：底層中柱柱底軸力：1246.75kN底層邊柱柱底軸力：1128.65kN荷載作用下截面尺寸面積：中柱面積：s=19.98m2邊柱面積：s=15.66m2取中柱和邊柱截面為600mm×600mm4.1.3板厚度確定單向板不少于1/30，雙向板不少于1/40。經(jīng)計(jì)算長(zhǎng)邊與短邊之比小于2.故采用雙向板。這種骨架的最大計(jì)算板數(shù)為3600mm，即h>3600/40=90mm，故取樓板厚度120mm，屋面厚度120mm。5框架計(jì)算簡(jiǎn)圖及梁柱線剛度5.1確定框架計(jì)算簡(jiǎn)圖選?、茌S框.架作框架計(jì)算，假定柱底和基礎(chǔ)頂面之間的高度為0.85m，則底柱底部的計(jì)算高度為5.25m，而非底柱底部的計(jì)算高度.為層高。5255250圖5-1框架計(jì)算簡(jiǎn)圖5.2框架梁柱的線剛度計(jì)算梁和柱混凝土級(jí)別均為C30，查表可得：彈性模量均為30000000kPa。梁柱線剛度計(jì)算公式：邊跨梁線剛度的公式：中間跨梁線剛度的公式：中間框架邊跨梁線剛度47349kN·m中間框架中跨梁線剛度48000kN·m邊框架邊跨梁線剛度38619kN·m邊框架中跨線剛度30000kN·m底層柱線剛度61714kN·m標(biāo)準(zhǔn)層柱線剛度90000kN·m頂層柱線剛度90000kN·m`525250圖5-2框架相對(duì)線剛度圖5.3框架柱抗側(cè)移剛度計(jì)算框架柱側(cè)移剛度圖5-3柱D值計(jì)算公式樓層類別邊柱中柱頂層標(biāo)準(zhǔn)層底層EQ表5.4邊榀框架D值計(jì)算表柱編號(hào)頂層邊柱(0.77+0.77)/(2×1.46)=0.520.211750045000中柱(0.77+0.77+0.65+0.65)/(2×1.46)=0.970.35327500標(biāo)準(zhǔn)層邊柱(0.77+0.77)/(2×1.46)=0.520.211750045000中柱(0.77+0.77+0.65+0.65)/(2×1.46)=0.970.353275000底層邊柱0.77/0.77(0.5+0.77)/(2+0.77=0.461182226906中柱(37333+28000)/57600=1.43(0.5+1.43)/(2+1.43)=0.56150846荷載計(jì)算6.1恒載標(biāo)準(zhǔn)值計(jì)算6.1.1樓面屋面做法表6.1樓面屋面做法表功能具體做法重度厚度mm計(jì)算式恒載標(biāo)準(zhǔn)值（）普通樓面花崗巖、大理石20厚302030×0.02=0.641:3干硬化水泥砂漿結(jié)合層20厚20200.4水泥漿一道0.1100mm厚鋼筋混凝土樓面板251002.5板底抹灰20mm厚20200.4屋面水泥花磚20厚19.8200.0.3965.9761:3水泥砂漿25厚20250.3625厚1:3水泥砂漿找平層25200.5100mm厚聚苯乙烯保溫層111001.1鋼筋混凝土屋面板100mm厚251002.5水泥砂漿抹灰20mm厚20200.46.1.2梁柱自重表6-2構(gòu)件自重計(jì)算構(gòu)件樓層截面（mm）構(gòu)件重量

抹灰厚度

（mm）抹灰重量

合計(jì)邊跨梁屋面層300×6505303.98150.274.32樓面層300×6505303.98150.274.32中跨梁屋面層300×4002802.1150.142.24樓面層300×4002802.1150.142.24縱向框架梁屋面層300×4503302.48150.172.65樓面層300×4503302.48150.172.65柱600×600-9150.619.616.1.3墻體自重及女兒墻自重根據(jù)施工圖紙，內(nèi)墻外墻全部采用加氣混凝土砌塊，容重6.5，墻200mm厚，外墻面荷載：2.62kN/m2內(nèi)墻面荷載：2.34kN/m2。女兒墻面載為：2.42kN/m2。6.2活載標(biāo)準(zhǔn)值計(jì)算圖6-2活載標(biāo)準(zhǔn)值在計(jì)算頂板活載時(shí)，采用頂板活載與雪荷載的較大值進(jìn)行分析計(jì)算。屋面板荷載取活載和雪荷載的大值（0.5）進(jìn)行計(jì)算。6.3一榀框架豎向荷載的計(jì)根據(jù)樓板邊界條件，對(duì)樓蓋荷載進(jìn)行計(jì)算。邊跨：L?/L?=8700/3600=2.42中跨：L?/L?=3600/2400=1.5由規(guī)范對(duì)雙向板和單向板的規(guī)定可知，該品框架按雙向板計(jì)算。6.3.1恒載標(biāo)準(zhǔn)值計(jì)算圖6-1板傳荷載示意三角形荷載轉(zhuǎn)均布荷載：梯形荷載轉(zhuǎn)均布荷載：，()邊跨板：0.210.920.333（1）屋面層邊框架梁荷載導(dǎo)算屋面板傳給梁（梯形荷載轉(zhuǎn)均布荷載）19.54kN/m梁自重4.32kN/m合計(jì)23.86kN/m（2）樓面層邊框架梁荷載導(dǎo)算樓面板傳給梁（梯形荷載轉(zhuǎn)均布荷載）13.41kN/m梁自重4.32kN/m墻體傳給梁7.14kN/m合計(jì)24.6kN/m（3）屋面層中框架梁荷載導(dǎo)算屋面板傳給梁（三角形荷載轉(zhuǎn)均布荷載）8.85kN/m梁自重2.24kN/m合計(jì)11.1kN/m（4）樓面層中框架梁荷載導(dǎo)算樓面板傳給梁（三角形荷載轉(zhuǎn)均布荷載）6kN/m梁自重2.24kN/m墻體傳給梁－合計(jì)8.24kN/m（5）屋面層邊柱集中力導(dǎo)算屋面板導(dǎo)算46.197kN縱向框架梁自重9.65kN女兒墻自重10.88kN次梁自重11.66kN合計(jì)73.39（6）樓面層邊柱集中力導(dǎo)算樓面板導(dǎo)算31.32kN縱向框架梁自重9.65kN縱向墻自重29.7kN次梁自重11.66kN次梁上墻體自重33.62kN合計(jì)115.95kN（7）屋面層中柱集中力計(jì)算屋面板導(dǎo)算27.6kN縱向框架梁自重9.7kN次梁自重21.48kN合計(jì)58.78kN（8）樓面層中柱集中力導(dǎo)算樓面板導(dǎo)算18.95kN縱向框架梁自重9.65kN縱向墻自重27.44kN次梁自重13.43kN次梁上墻體自重.62kN合計(jì)109kN圖6-2恒載作用下荷6.3.2活載標(biāo)準(zhǔn)值計(jì)算（1）屋面層邊框架梁荷載導(dǎo)算屋面板傳給梁（梯形荷載轉(zhuǎn)均布荷載）1.66kN/m合計(jì)1.66kN/m（2）樓面層邊框架梁荷載導(dǎo)算樓面板傳給梁（梯形荷載轉(zhuǎn)均布荷載）6.6kN/m合計(jì)6.6kN/m（3）屋面層中框架梁荷載導(dǎo)算屋面板傳給梁（三角形荷載轉(zhuǎn)均布荷載）0.75kN/m合計(jì)0.75kN/m（4）樓面層中框架梁荷載導(dǎo)算樓面板傳給梁（三角形荷載轉(zhuǎn)均布荷載）3kN/m合計(jì)3kN/m（5）屋面層邊柱集中力導(dǎo)算屋面板導(dǎo)算1.62kN合計(jì)1.62kN（6）樓面層邊柱集中力導(dǎo)算樓面板導(dǎo)算6.48kN合計(jì)6.48kN（7）屋面層中柱集中力導(dǎo)算屋面板導(dǎo)算2.34kN合計(jì)2.34kN（8）樓面層中柱集中力導(dǎo)算樓面板導(dǎo)算9.36kN合計(jì)9.36kN圖6-3活載作用下荷載簡(jiǎn)圖7水平地震荷載作用下框架內(nèi)力計(jì)算7.1重力荷載代表值計(jì)算（1）集中到頂層處的質(zhì)點(diǎn)重力荷載代表值：計(jì)算過程重量（kN）G（kN）恒載女兒墻自重151.28268屋面板及面層重5046.86框架柱自重899.5邊框架梁自重963.6中框架梁自重51.71次梁自重0縱向框架梁自重375.844外墻和窗自重396.91內(nèi)墻和門窗自重725.373樓梯間自重0活載雪荷載256.6212.集中到一般層處的質(zhì)點(diǎn)重力荷載代表值：計(jì)算過程重量（kN）G（kN）恒載樓面板及面層重3490.0529830框架柱自重1776.553邊框架梁自重884.522中框架梁自重51.711次梁自重0縱向框架梁自重375.841外墻和窗自重793.82內(nèi)墻和門窗自重1450.74樓梯間自重151.373活載活載1710.832 圖7.1重力荷載代表值7.2自振周期計(jì)算7.2.1結(jié)構(gòu)整體抗側(cè)剛度從結(jié)構(gòu)平面布置圖可知，結(jié)構(gòu)整體抗側(cè)剛度等于中間榀框架抗側(cè)剛度乘以中間榀數(shù)加上邊榀框架抗側(cè)剛度乘以邊榀數(shù)，其中邊榀框架數(shù)量為2，邊榀框架的D值在表2-5中已計(jì)算出，中間榀框架數(shù)量為4，中間榀框架的D值在表2-4中已計(jì)算出；結(jié)構(gòu)整體側(cè)向剛度計(jì)算如下：頂層251438kN/m標(biāo)準(zhǔn)層251438kN/m底層189660kN/m7.2.2自振周期計(jì)算框架結(jié)構(gòu)自振周期，見下表；表7.2結(jié)構(gòu)頂點(diǎn)位移表層號(hào)5F251438826882680.0070.1264F2514389830180980.0140.1173F2514389830279280.0250.1042F2514389830377580.0310.0781F18966010077478350.0480.048通過表格可知：頂點(diǎn)位移為0.125m，取周期折減系數(shù)為0.7。=1.70.42s7.3橫向地震作用計(jì)算由計(jì)結(jié)構(gòu)各樓層結(jié)構(gòu)平面布置圖分析可知，本設(shè)計(jì)結(jié)構(gòu)各樓層剛度沒有突變且分布較均勻，因此在進(jìn)行地震力的計(jì)算時(shí)我們采用底部剪力法；Ⅲ類地類；第一組地震分組；有任務(wù)書可知該建筑7度的抗震設(shè)防其設(shè)計(jì)基本加速度值為0.1g，多遇地震水平影響系數(shù)最大值為0.04，特征周期為0.55s。計(jì)算結(jié)構(gòu)等效總重力荷載代表值的公式如下所示：故不需要計(jì)算頂部的附加水平地震作用。故頂部附加作用系數(shù)附加頂部集中力公式為：0×1544.72=0kN故1-5層各質(zhì)點(diǎn)地震作用全部用該公式計(jì)算：（公式6-6）表7.3地震作用及地震剪力表層號(hào)5F3.6019.6582681628200.28099434.05434.054F3.6016.0598301577720.27229420.61854.663F3.6012.4598301223830.21121326.261180.922F3.608.859830835550.14420222.751403.671F5.2505.25010077529040.0913141.031544.7根據(jù)規(guī)范可知，任一樓層的地震剪力與樓層∑Gi的比例（剪重比）要滿足一定的限值，公式如下：剪重比表7.4比驗(yàn)算過程層號(hào)Vi(kN)∑Gi剪重比剪重比限值5F434.0582680.0520.0084F854.66180980.0473F1180.92279280.0422F1403.67377580.0371F1544.7478350.032各樓層剪重比均大于0.008滿足要求。圖7-2地震荷載作用下水平力簡(jiǎn)圖

7.4地震作用變形驗(yàn)算框架結(jié)構(gòu)在水平地震作用下，層間位移可依D值法按以下公式計(jì)算：其計(jì)算結(jié)果必須應(yīng)滿足：其中：表7.5各樓層相對(duì)轉(zhuǎn)角驗(yàn)算層號(hào)Vi(kN)Di△μ層高相對(duì)轉(zhuǎn)角5F434.0511700000.00043.61/100004F854.6611700000.00073.61/50003F1180.9211700000.0013.61/33332F1403.6711700000.00123.61/33331F1544.710177700.00155.251/33337.5框架地震內(nèi)力計(jì)算7.5.1反彎點(diǎn)的計(jì)算反彎點(diǎn)即為彎矩為零的點(diǎn)，反彎點(diǎn)的位置主要由梁柱線剛度、上下層的層高、以及上下層梁線剛度等因素決定。各層柱反彎點(diǎn)，通過查表計(jì)算，如下所示： 表7.6彎點(diǎn)計(jì)算層數(shù)5F4F3F2F1F層高3.603.603.603.605.250K0.520.520.520.520.67y00.350.40.450.50.7y10.00.00.00.00.0y20.00.00.00.00.0y30.00.00.00.00.0y0.350.40.450.50.7yh/m1.091.451.611.823.68表7.7彎點(diǎn)位置層數(shù)5F4F3F2F1F層高3.603.603.6003.605.25K0.970.970.970.971.24y00.3540.4340.4520.510.652y10.00.00.00.00.0y20.00.00.00.00.0y30.00.00.00.00.0y0.3540.4340.4520.510.652yh/m1.2611.5711.6221.833.427.5.2地震作用下框架柱剪力和彎矩計(jì)算由對(duì)稱性可知取一榀框架進(jìn)行內(nèi)力分析剪力分配公式如下：表7.8框架柱剪力和柱端彎矩計(jì)算層號(hào)Vi(kN)∑DDimDim/∑DVim/kNyh(m)Mc上(kN.m)Mc下(kN.m)5F434.051170000175000.01506.511.0815.237.034F854.661170000175000.015012.821.4427.6518.4323F1180.921170000175000.015017.711.613428.512F1403.671170000175000.015021.051.8237.8938.311F1544.71017770118220.017426.883.6842.3498.927.9剪力和柱端彎矩計(jì)算層號(hào)Vi(kN)∑DDimDim/∑DVim/kNyh(m)Mc上(kN.m)Mc下(kN.m)5F434.051170000275000.023510.21.26123.7212.864F854.661170000275000.023520.081.57140.7531.553F1180.921170000275000.023527.751.62255.3445.012F1403.671170000275000.023532.991.8359.8760.3771F1544.71017770118220.021232.753.4259.831127.5.3地震作用下框架梁端彎矩計(jì)算框架梁左端彎矩計(jì)算公式:框架梁右端彎矩計(jì)算公式:其中為節(jié)點(diǎn)左右梁線剛度。表7.10彎矩計(jì)算層號(hào)邊跨軸中跨軸MC上MC下μB1MABMC上MC下μB1μB2MBAMBC5F15.237.03115.2323.7212.860.540.4612.810.94F27.6518.432134.6840.7531.550.540.462924.613F3428.51152.4355.3445.010.540.4646.92402F37.8938.31166.459.8760.3770.540.4656.6448.251F42.3498.92180.6559.831120.540.4664.9155.37.5.4地震作用下框架梁剪力和柱軸力計(jì)算水平荷載梁剪力計(jì)算公式：柱子軸力計(jì)算公式：表6.8地震作用下梁剪力和柱軸力層號(hào)邊跨梁中跨梁柱軸力邊柱N中柱N5F8.7015.2312.83.222.4010.9-10.99.083.82-9.364F8.7034.68297.322.4024.61-24.6120.50.93-30.523F8.7052.4346.9211.422.4040-4033.331.57-64.492F8.7066.456.6414.142.4048.25-48.2540.212.69-105.821F8.7080.6564.9116.732.4055.3-55.346.084.50-153.71圖7-4地震荷載作用下框架剪力圖圖7-5地震荷載作用下框架軸力圖8風(fēng)荷載作用下框架計(jì)算8.1風(fēng)荷載集中力計(jì)算根據(jù)《建筑結(jié)構(gòu)荷載規(guī)范》（GB50009-2012）表8.3.1條第30項(xiàng)知，本工程的體型系數(shù)μs=0.8-（-0.5）=1.3?？扇ˇ聑表8.1荷載集中力計(jì)算樓層5F18.7510.558.644.754F15.1510.5212.966.743F11.5510.4812.966.222F7.9500.4612.965.961F4.3500.4614.316.58圖8-1荷載受荷圖（單位：kN）8.2風(fēng)荷載作用下的水平位移驗(yàn)算由抗震結(jié)構(gòu)設(shè)計(jì)課本可知：層間位移計(jì)算公式如下所示：其中：表8.2構(gòu)各樓層相對(duì)轉(zhuǎn)角驗(yàn)算樓層邊柱中柱∑Dj5層1750027500900004層1750027500900003層1750027500900002層175002750000001層118221508453812表8.3各樓層相對(duì)轉(zhuǎn)角驗(yàn)算層號(hào)層高D(N/mm)(u)i(mm)(u)i/hi限值5F3.604.754.75900000.0000521/692301/5504F3.606.7411.49900000.0000751/480003F3.606.2217.71900000.0000691/521732F3.605.9623.67900000.0000661/545451F4.356.5830.52538120.0001221/35655各樓層的層間位移均小于1/550，故各樓層均滿足要求。8.3風(fēng)荷載作用下框架結(jié)構(gòu)內(nèi)力計(jì)算8.3.1風(fēng)荷載下框架柱剪力和彎矩計(jì)算由于框架的對(duì)稱性，計(jì)算時(shí)只取一榀框架的一半。剪力分配公式如下：表8.4框架柱剪力計(jì)算層號(hào)Vi(kN)∑DDimDim/∑DVim/kNyh(m)Mc上(kN.m)Mc下(kN.m)5層4.7590000175000.19440.921.082.151.004層11.4990000175000.19442.231.444.823.223層17.7190000175000.19443.441.616.815.542層23.6790000175000.19444.61.828.288.371層30.5253812118220.21976.73.6810.5524.68表8.5框架柱端彎矩計(jì)算``Vi(kN)∑DDimDim/∑DVim/kNy(m)Mc上(kN.m)Mc下(kN.m)5層4.7590000275000.350561.661.262.151.554層11.4990000275000.350564.031.574.554.683層17.7190000275000.350564.571.626.797.42層23.6790000275000.350566.211.88.12111層30.5253812150840.28038.562.9912.2520.98.3.2風(fēng)荷載下框架梁端彎矩計(jì)算梁左、右彎矩計(jì)算公式：梁左彎矩:梁右彎矩:其中：為節(jié)點(diǎn)左右梁線剛度。表8.6梁端彎矩計(jì)算層號(hào)邊跨軸中跨軸MC上MC下μB1MABMC上MC下μB1μB2MBAMBC5F2.151.0012.152.151.550.540.461.160.9894F4.823.2215.824.554.680.540.462.462.093F6.815.5419.936.797.40.540.4643.42F8.288.37113.828.12110.540.464.393.741F10.5524.68119.9212.2520.90.540.4611.39.68.3.3風(fēng)荷載下框架梁剪力和柱軸力計(jì)算梁的剪力計(jì)算公式如：—KL左端彎矩—KL右端彎矩；—KL計(jì)算跨度。柱子軸力計(jì)算公式如下：-—Vz左端剪力—Vz右端梁的剪力。表8.7風(fēng)荷載作用下梁端剪力及柱軸層號(hào)邊梁中梁柱軸力LMABMBAVABLMBCMCBVBC邊柱N(KN)中柱N(KN)5F8.72.151.160.382.40.989-0.9890.820.410.694F8.75.822.460.952.42.09-2.091.741.452.573F8.79.9341.602.43.4-3.42.833.286.012F8.713.824.392.092.43.74-3.743.125.7710.571F8.719.9211.33.592.49.6-9.68.008.8616.01圖8-2風(fēng)荷載作用下框架彎矩圖（單位：kNm）圖8-3風(fēng)荷載作用下框架剪力圖（單位：kN）圖8-4風(fēng)荷載作用下框架柱軸力圖（單位：kN）9豎向荷載作用下內(nèi)力計(jì)算9.1一榀框架豎向恒載計(jì)算9.1.1計(jì)算分配系數(shù)一榀框架節(jié)點(diǎn)標(biāo)號(hào)圖如下：圖9-1框架節(jié)點(diǎn)編號(hào)圖根據(jù)一榀框架節(jié)點(diǎn)標(biāo)號(hào)進(jìn)行計(jì)算，如下所示：節(jié)點(diǎn)編號(hào)分配系數(shù)計(jì)算1節(jié)點(diǎn)右梁0.345節(jié)點(diǎn)下柱0.6552節(jié)點(diǎn)左梁0.267節(jié)點(diǎn)右梁0.226節(jié)點(diǎn)下柱0.5075節(jié)點(diǎn)上柱0.396節(jié)點(diǎn)右梁0.208節(jié)點(diǎn)下柱0.3966節(jié)點(diǎn)上柱0.337節(jié)點(diǎn)左梁0.177節(jié)點(diǎn)右梁0.15節(jié)點(diǎn)下柱0.3379、13節(jié)點(diǎn)上柱0.396節(jié)點(diǎn)右梁0.208節(jié)點(diǎn)下柱0.39610、14節(jié)點(diǎn)上柱0.337節(jié)點(diǎn)左梁0.177節(jié)點(diǎn)右梁0.15節(jié)點(diǎn)下柱0.33717節(jié)點(diǎn)上柱0.452節(jié)點(diǎn)右梁0.238節(jié)點(diǎn)下柱0.3118節(jié)點(diǎn)上柱0.377節(jié)點(diǎn)左梁0.198節(jié)點(diǎn)右梁0.167節(jié)點(diǎn)下柱0.258 9.1.2計(jì)算桿件固端彎矩由上表可知：均布荷載下梁端固端彎矩（1）頂層恒載作用下梁固端計(jì)算：頂層邊跨：均布恒載：g=23.86kN/m-150.50kN·m頂層中跨：均布恒載：g=5.81kN/m-2.79kN·m（2）標(biāo)準(zhǔn)層恒載作用下梁固端計(jì)算：標(biāo)準(zhǔn)層邊跨：均布恒載：g=25.01kN/m-157.75kN·m標(biāo)準(zhǔn)層中跨：均布恒載：g=4.7kN/m-2.26kN·m9.1.3計(jì)算桿端彎矩表9-2恒載下彎矩二次分配表上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.6550.35450.2670.5070.2260.2260.5070..2670.35450.655偏心矩偏心矩偏心矩偏心矩-150.5150.5-5.335.33-150.5150.50.0098.5853.35-38.760.00-73.60-32.8132.810.0073.6038.76-51.920.00-98.580.007.74-19.3826.680.00-6.4916.40-16.400.0025.48-25.9619.380.00-30.720.007.624.13-9.770.00-18.55-8.273.820.008.564.513.910.007.430.00121.87-121.87133.190.00-107.64-25.5525.550.00107.64-133.19121.870.00-121.870.3960.3960.2080.1770.3370.3370.150.150.3370.3370.1770.2080.3960.396-155.16155.16-3.963.96-155.2155.1661.4461.4432.27-26.76-50.95-50.95-22.6822.6850.9550.9526.76-32.27-61.44-61.4449.2930.72-13.3816.14-36.80-25.4811.34-11.3436.8025.48-16.1413.38-49.29-30.72-26.39-26.39-13.866.1611.7311.735.22-5.22-11.73-11.73-6.1613.8626.3926.3984.3565.78-150.13150.69-76.03-64.70-10.0810.0876.0364.70-150.69150.13-84.35-65.780.3960.3960.2080.1770.3370.3370.150.150.3370.3370.1770.2080.3960.396-155.2155.16-3.963.96-155.2155.1661.4461.4432.27-26.76-50.95-50.95-22.6822.6850.9550.9526.76-32.27-61.44-61.4430.7230.72-13.3816.14-25.48-25.4811.34-11.3425.4825.48-16.1413.38-30.72-30.72-19.03-19.03-10.004.167.917.913.52-3.52-7.91-7.91-4.1610.0019.0319.0373.1373.13-146.26148.69-68.52-68.52-11.7811.7868.5268.52-148.69146.26-73.13-73.130.3960.3960.2080.1770.3370.3370.150.150.3370.3370.1770.2080.3960.396-155.2155.16-3.963.96-155.2155.1661.4461.4432.27-26.76-50.95-50.95-22.6822.6850.9550.9526.76-32.27-61.44-61.4430.7230.72-13.3816.14-25.48-25.4811.34-11.3425.4825.48-16.1413.38-30.72-30.72-19.03-19.03-10.004.167.917.913.52-3.52-7.91-7.91-4.1610.0019.0319.0373.1373.13-146.26148.69-68.52-68.52-11.7811.7868.5268.52-148.69146.26-73.13-73.130.4520.310.2380.1980.3770.2580.1980.1980.3770.2580.1980.2380.4520.31-155.2155.16-3.963.96-155.2155.1661.4461.4432.27-26.76-50.95-50.95-22.6822.6850.9550.9526.76-32.27-61.44-61.4430.72-13.3816.14-25.4811.34-11.3425.48-16.1413.38-30.72-6.87-6.87-3.61-0.35-0.67-0.67-0.300.300.670.670.353.616.876.8785.3054.58-139.87144.18-77.11-51.63-15.6015.6077.1151.63-144.18139.87-85.30-54.5827.29-25.8125.81-27.29ABCD接著我們需要計(jì)算梁的跨中彎矩，公式如下所示：框架梁跨中彎矩計(jì)算如下表所示：表9-3恒載作用下跨中彎矩計(jì)算層號(hào)梁跨5F邊跨8.70-121.87133.1923.8698.22中跨2.40-25.5525.5511.1-17.564F邊跨8.70-150.13150.6924.682.06中跨2.40-10.0810.088.24--4.1863F邊跨8.70-146.26148.6924.684.06中跨2.40-11.7811.788.24-5.8762F邊跨8.70-146.26148.6924.684.06中跨2.40-11.7811.788.24-5.8761F邊跨8.70-139.87144.1824.688.57中跨2.40-13.9113.388.24-7.489.1.4恒載作用下梁柱剪力的計(jì)算恒載作用下梁左右端剪力按下列公式計(jì)算：，—假定框架梁為簡(jiǎn)支時(shí)的梁端剪力。柱子剪力按下列公式計(jì)算：表9-4恒載作用下邊框架梁剪力層號(hào)梁跨5F邊跨8.70112.54115.14-121.87133.19112.54115.14中跨2.4024.5424.54-25.5525.5524.54-24.544F邊跨8.70119.62-119.76-150.13150.69119.62-119.76中跨2.4020.0220.02-10.0810.0820.0220.023F邊跨8.70119.41-119.97-146.26148.69119.41-119.97中跨2.4020.02-20.02-11.7811.7820.02-20.022F邊跨8.70119.72120.24-146.26148.69119.72120.24中跨2.4020.02-20.02-11.7811.7820.02-20.021F邊跨8.70119.72-119.93-139.87144.18119.72-119.93中跨2.4020.02-20.02-13.9113.3820.02-20.02表9-5恒載作用下的柱子剪力層號(hào)柱層高5F邊柱3.60121.8784.35-57.28中柱3.60-107.64-76.03-51.024F邊柱3.6065.7873.1338.59中柱3.60-64.702-68.52-37.013F邊柱3.6073.1371.4140.15中柱3.60-68.52-67.50-37.782F邊柱3.6075.7693.26-46.26中柱3.60-70.52-85.48-43.331F邊柱5.2545.1922.59-12.91中柱5.25-41.06-20.77-7.829.1.5恒載作用下柱軸力的計(jì)算框架柱軸力計(jì)算公式：柱頂軸力：柱底軸力：表9-6恒載作用下邊柱軸力層號(hào)柱5F邊柱132.250.00112.5434.6244.79279.39中柱165.10-115.1424.54034.6304.78339.384F邊柱123.360.00119.6234.6522.37556.97中柱223.80119.7620.0234.6702.96737.563F邊柱123.360.00119.4134.6799.74834.34中柱223.80119.9720.0234.61101.351135.952F邊柱123.360.00119.7234.61077.431112.03中柱223.80120.2020.0234.61499.961534.561F邊柱123.360.00119.1041.801354.491396.29中柱223.80120.2820.0241.801898.661940.46表9-7恒載作用下中柱軸力圖9-2恒載作用下彎矩圖圖9-8恒載作用下剪力圖圖9-9恒載作用下軸力圖9.2一榀框架豎向活載計(jì)算9.2.1計(jì)算桿件固端彎矩（1）頂層活載作用下梁固端計(jì)算：頂層邊跨均布活載：=1.66kN/m-10.47kN·m頂層中跨均布活載：=0.75kN/m-0.36kN·m（2）標(biāo)準(zhǔn)層活載作用下梁固端計(jì)算：標(biāo)準(zhǔn)層邊跨均布活載：=6.6kN/m-41.63kN·m標(biāo)準(zhǔn)層中跨均布活載：=3kN/m-1.44kN·m9.2.2計(jì)算桿端彎矩表9-11活載下框架彎矩二次分配表0.6550.3450.2670.5070.2260.2260.5070..2670.2260.655偏心矩偏心矩偏心矩偏心矩-9.789.780.140.14-9.789.786.413.37-2.650.00-5.03-2.242.180.004.892.57-3.370.00-6.416.79-1.321.690.00-6.491.09-1.120.006.49-1.691.290.00-6.79-3.58-1.880.990.001.880.84-0.830.00-1.87-0.981.900.003.609.610.170.030.00-9.64-0.310.230.009.51-0.10-0.190.00-9.590.350.350.310.180.340.340.150.150.340.340.180.310.350.35-39.1139.11-0.580.58-39.1139.1113.5713.5711.97-6.78-12.98-12.98-5.785.7812.9812.986.78-11.97-13.57-13.573.206.79-3.395.98-2.51-6.492.89-2.892.446.49-5.983.39-3.20-6.79-2.29-2.29-2.020.020.040.040.02-0.01-0.02-0.02-0.012.022.292.2914.4818.076.56-0.77-15.45-19.43-2.872.8815.4119.460.79-6.56-14.48-18.070.350.350.310.180.340.340.150.150.340.340.180.310.350.35-39.1139.11-0.580.58-39.1139.1113.5713.5711.97-6.78-12.98-12.98-5.785.7812.9812.986.78-11.97-13.57-13.576.796.79-3.395.98-6.49-6.492.89-2.896.496.49-5.983.39-6.79-6.79-3.53-3.53-3.120.721.391.390.62-0.62-1.39-1.39-0.723.123.533.5316.8216.825.46-0.07-18.09-18.09-2.272.2718.0918.090.07-5.46-16.82-16.820.350.350.310.180.340.340.150.150.340.340.180.310.350.35-39.1139.11-0.580.58-39.1139.1113.5713.5711.97-6.78-12.98-12.98-5.785.7812.9812.986.78-11.97-13.57-13.576.7935.65-3.395.98-6.49-29.312.89-2.896.4929.31-5.983.39-6.79-29.66-13.55-13.55-11.954.749.079.074.04-4.04-9.07-9.07-4.7410.1111.4711.476.8135.67-3.373.94-10.40-33.221.15-1.1510.4033.22-3.941.54-8.89-31.760.350.350.310.180.340.340.150.150.340.340.180.310.350.35-39.1139.11-0.580.58-39.1139.1117.6812.129.31-7.63-14.53-9.94-6.436.4314.539.946.43-7.74-14.71-12.126.79-3.814.65-6.493.22-3.226.49-3.873.22-6.79-1.34-0.92-0.71-0.27-0.52-0.36-0.230.100.230.150.100.711.341.1123.1211.204.79-3.25-21.54-10.30-3.453.3221.2410.092.66-3.82-20.15-11.025.60-5.055.05-5.60上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.6550.35450.2670.5070.2260.2260.5070.2670.35450.655偏心矩偏心矩偏心矩偏心矩0.000－10.4710.4700.000－0.3560.35600.000－10.4710.4700.0006.8603.610-2.700-5.130-2.2802.2805.1302.700-3.610-6.8608.280-1.3501.805-6.8051.140-1.1406.805-1.8051.350-8.280-4.539-2.3911.0311.9570.872-0.872-1.957-1.0312.3914.53910.60-10.6010.61-9.98-0.630.639.98-10.6110.60-10.600.35960.35960.2080.1770.35370.35370.1500.1500.35370.35370.1770.2080.35960.35960.000－41.8241.8200.000－1.441.4400.000－41.8241.8200.00016.56016.5608.700-7.150-13.610-13.610-6.0606.06013.61013.6107.150-8.700-16.560-16.5603.4308.280-3.5754.350-2.565-6.8053.030-3.0302.5656.805-4.3503.575-3.430-8.280-3.221-3.221-1.6920.35520.6710.6710.299-0.299-0.671-0.671-0.35521.6923.2213.22116.7721.62-38.3939.37-15.50-19.74-4.174.1715.5019.74-39.3738.39-16.77-21.620.35960.35960.2080.1770.35370.35370.1500.1500.35370.35370.1770.2080.35960.35960.000－41.8241.8200.000－1.441.4400.000－41.8241.8200.00016.56016.5608.700-7.150-13.610-13.610-6.0606.06013.61013.6107.150-8.700-16.560-16.5608.2808.280-3.5754.350-6.805-6.8053.030-3.0306.8056.805-4.3503.575-8.280-8.280-5.142-5.142-2.7011.1032.1002.1000.935-0.935-2.100-2.100-1.1032.7015.1425.14219.7019.70-39.4040.12-18.32-18.32-3.543.5418.3218.32-40.1239.40-19.70-19.700.35960.35960.2080.1770.35370.35370.1500.1500.35370.35370.1770.2080.35960.35960.000－41.8241.8200.000－1.441.4400.000－41.8241.8200.00016.56016.5608.700-7.150-13.610-13.610-6.0606.06013.61013.6107.150-8.700-16.560-16.5608.2809.055-3.5754.350-6.805-7.3303.030-3.0306.8057.330-4.3503.575-8.280-9.055-5.449-5.449-2.8621.1962.2762.2761.013-1.013-2.276-2.276-1.1962.8625.4495.44919.3920.17-39.5640.22-18.14-18.66-3.463.4618.1418.66-40.2239.56-19.39-20.170.4330.35390.2280.1910.35630.2840.1610.1610.35630.2840.1910.2280.4330.35390.000－41.8241.8200.000－1.441.4400.000－41.8241.8200.00018.11014.1809.530-7.710-14.660-11.470-6.5006.50014.66011.4707.710-9.530-18.110-14.1808.2800.000-3.8554.765-6.8050.0003.250-3.2506.8050.000-4.7653.855-8.2800.000-1.916-1.500-1.009-0.231-0.439-0.3544-0.1950.1950.4390.35440.2311.0091.9161.50024.4712.68-37.1538.64-21.90-11.81-4.884.8821.9011.81-38.6437.15-24.47-12.686.34-5.915.91-6.34活載作用下頂層邊跨跨中彎矩的計(jì)算：計(jì)算公式如下所示：框架梁跨中彎矩計(jì)算如下表所示：表9-12活載作用下跨中彎矩計(jì)算層號(hào)梁跨5F邊跨8.70-0.170.171.550.125×1.55×8.72-(9.85+9.95)/2=14.49中跨2.40-0.310.310.30.125×0.3×2.42-2=-0.0164F邊跨8.70-6.566.566.20.125×6.2×8.72-6.56=32.55中跨2.40-2.872.871.20.125×0.3×2.42-2.87=-2.7263F邊跨8.70-5.465.466.20.125×6.2×8.72-5.46=33.65中跨2.40-2.272.271.20.125×0.3×2.42-2=-2.132F邊跨8.70-3.373.376.20.125×6.2×8.72-(36.97+37.97)/2=35.74中跨2.40-1.151.151.20.125×0.3×2.42-1.15=--1.011F邊跨8.70-4.794.796.20.125×6.2×8.72-(33.83+35.89)/2=34.32中跨2.40-3.453.451.20.125×0.3×2.42-2=-3.319.2.3活載作用下梁端剪力的計(jì)算恒載作用下梁的左、右兩端剪力計(jì)算公式如下計(jì)算：，—假定框架梁為簡(jiǎn)支時(shí)的梁端剪力。表9-13活載作用下梁端剪力計(jì)算層號(hào)梁跨5F邊跨8.708.64-8.64-10.59-10.608.64-8.64中跨2.401.86-1.78-0.64-0.531.86-1.784F邊跨8.7034.45-34.67-38.22-39.1634.45-34.67中跨2.408.28-6.30-3.98-1.618.28-6.303F邊跨8.7034.48-34.64-39.22-39.9134.48-34.64中跨2.408.31-6.27-3.35-0.918.31-6.272F邊跨8.7034.49-34.63--39.46-40.0534.49-34.63中跨2.408.310-6.27-3.23-0.788.310-6.271F邊跨8.7034.4034.72-36.72-38.1534.4034.72中跨2.408.21-6.37--5.63-3.418.21-6.379.2.4活載作用下柱剪力和軸力的計(jì)算柱子剪力按下列公式計(jì)算：柱子軸力按下列公式計(jì)算：柱頂軸力：柱底軸力：表9-15活載作用下邊柱剪力和軸力層號(hào)柱層高5F邊柱3.6010.5916.49-7.52中柱3.60-9.96-13.54-6.534F邊柱3.6021.5116.49-10.56中柱3.60-13.54-13.54-7.523F邊柱3.6016.4916.499.16中柱3.60-13.54-13.54-7.522F邊柱3.6016.4918.829.81中柱3.60-13.54-15.15-7.971F邊柱5.2512.915.85-2.46中柱5.25-10.37-10.37-1.98層號(hào)柱5F邊柱45.638.64054.2788.87中柱55.818.641.8666.31100.914F邊柱61.3034.450184.62219.22中柱73.2034.678.28217.06251.663F邊柱61.3034.480315.00349.60中柱73.2034.648.31367.81367.812F邊柱61.3034.490445.39479.99中柱73.2034.638.31518.54553.141F邊柱61.3034.400575.69617.49中柱73.2034.728.21669.28711.08圖9-5活載作用下彎矩圖圖9-6活載作用下剪力圖圖9-7活載作用下軸力圖10內(nèi)力組合10.1豎向荷載彎矩調(diào)幅10.1.1恒載作用下的梁端彎矩調(diào)幅表10-1恒載作用下的梁端彎矩調(diào)幅層次梁跨調(diào)幅前調(diào)幅后5F8.7000.85-104.49111.57-119.41-88.481128.36-101.50223.5224F8.7000.85-126.3678.01-127.70-107.41102.527-108.23205.2043F8.7000.85-121.5081.81-124.9-103.58102.522-106.22205.2042F8.7000.85-122.1181.33-125.31-103.78102.521-106.31205.2041F8.7000.85-111.7789.93-118.45-95.25107.280-100.88205.204層次梁跨調(diào)幅前調(diào)幅后5F2.4000.85-26.25-21.43-26.25-22.31-17.44-22.2134.2374F2.4000.85-10.01-6.35-10.01-8.51-4.86-8.3173.6173F2.4000.85-11.66-8.00-11.66-9.91-6.35-9.6133.6172F2.4000.85-11.45-7.79-11.45-9.73-6.07-9.7343.6171F2.4000.85-16.00-12.34-16.00-13.60-9.94-13.603.61710.1.2活載作用下的梁端彎矩調(diào)幅表10-2活載作用下的梁端彎矩調(diào)幅層次梁跨調(diào)幅前調(diào)幅后5F8.7000.85-9.855.62-9.95-8.3787.76-8.46715.5274F8.7000.85-35.4425.93-36.87-30.12231.325-31.13462.0843F8.7000.85-36.7824.76-37.86-31.2731.04-32.18762.0842F8.7000.85-36.9724.61-37.97-31.42131.704-32.27262.0841F8.7000.85-33.8327.22-35.89-28.76232.455-30.55162.084活載作用下中跨梁端彎矩調(diào)幅層次梁跨調(diào)幅前調(diào)幅后5F2.4000.85-0.80-0.49-0.80-0.68-0.37-0.680.3244F2.4000.85-4.22-2.97-4.22-3.59-2.34-3.591.2523F2.4000.85-3.62-2.37-3.62-3.08-1.83-3.081.2522F2.4000.85-3.56-2.31-3.56-3.02-1.78-3.021.2521F2.4000.85-4.93-3.68-4.93-4.19-2.94-4.191.25210.2梁控制截面的內(nèi)力組合第五層梁的內(nèi)力組合（逆時(shí)針為負(fù)，順時(shí)針為正。V使順時(shí)針為正）樓層跨徑內(nèi)力1.3+1.5左風(fēng)右風(fēng)左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震│V│max1.3+1.51.3-1.51.3+1.5+0.6*1.51.3+1.5-0.6*1.51.3+1.5*0.7+1.51.3+1.5*0.7-1.51.2（+0.5）+1.31.2（+0.5）-1.31F邊梁M左-109.79-29.6214.8274.56-187.56-120.68-165.303-119.46-174.20-20.54-166.768-39.315-185.432-20.54-200.93-V左106.0728.57-3.10-15.51180.88133.24142.525152.53178.21685.14119.56105.573140.054--183.64M右-114.14-30.8-12.10-60.89-194.90-166.42-130.358-151.48-205.537-156.47-37.93-175.927-57.366-37.95-205.58-V右-107.26-29.05-3.10-15.51-182.84-144.09-134.82-161.367-185.755-120.745-86.24-141.442-106.965--185.75M中119.9332.481.507.22204.60158.06153.78179.315205.797108.9595.25129.413115.637205.8395.25-中梁M左-13.47-3.9310.3451.51-23.42-2.17-32.86-25.783-14.14738.943-62.0636.632-64.38238.98-64.36-V左10.003.67-8.42-43.2018.200.2825.759.33510.784-37.6257.74-35.67359.738--59.73M右-13.47-3.82-10.34-51.51-23.42-32.83-2.17-34.17-32.525-62.0638.98-64.38736.63338.98-64.36-V右-10.01-3.65-8.532-43.171-18.392-25.797-0.25-17.652-26.076-57.73537.682-59.73435.671--59.73M中-7.47-1.7420.000.00-12.32-9.74-9.74-23.31-12.342-6.254-6.254-7.52-7.50-6.2512.32第四層梁的內(nèi)力組合（逆時(shí)針為負(fù)，順時(shí)針為正。V使順時(shí)針為正）樓層跨徑內(nèi)力1.3+1.5左風(fēng)右風(fēng)左風(fēng)右風(fēng)左風(fēng)右風(fēng)左震右震│V│max1.3+1.51.3-1.51.3+1.5+0.6*1.51.3+1.5-0.6*1.51.3+1.5*0.7+1.51.3+1.5*0.7-1.51.2（+0.5）+1.31.2（+0.5）-1.32F邊梁M左-117.12-31.6711.71366.935-199.717-134.685-169.85-189.177-210.46-34.337-164.97-54.385-184.978-34.44-210.26-V左106.4328.78-2.493-14.227181.486134.603142.10179.245183.82786.945118.392107.504138.88--183.87M右-118.84-32.16-9.947-56.781-202.767-169.415-139.58-211.716-193.783-156.545-45.847-176.804-66.25-45.84-211.71-V右-106.97-28.97-2.492-14.222-182.362-142.727-135.21-184.603-180.455-118.778-87.456-139.512-108.3--184.70M中115.9531.350.8915.087197.847152.124149.477198.641197.457103.6293.817123.467113.567198.6493.814-中梁M左-9.26-2.768.46548.372-16.1120.732-24.67-8.497-23.56439.372-55.1737.645-56.68639.22-56.67V左10.013.65-7.04-40.3418.3932.42723.57112.10424.787-34.5574.578-32.51656.573--56.45M右-9.24-2.78-8.45-48.378-16.117-24.6550.735-23.72-8.45-55.7739.228-56.68437.64839.22-56.68-V右-10.07-3.65-7.06-40.351-18.39-23.57-2.427-24.78-12.05-54.7534.525-56.5432.55--56.45M中-3.21-0.640.000.00-5.07-4.162-4.162-5.07-5.08-2.657-2.632-3.158-3.158-2.65-5.08-第三層梁的內(nèi)力組合（逆時(shí)針為負(fù)，順時(shí)針為正。V使順時(shí)針為正）樓層跨徑內(nèi)力1.3+1.5左風(fēng)右風(fēng)