南陽(yáng)市Y公司宿舍樓建筑與結(jié)構(gòu)設(shè)計(jì)目錄摘要 11緒論 32建筑設(shè)計(jì)說(shuō)明 32.1建筑平面設(shè)計(jì) 42.1.1房間平面設(shè)計(jì) 42.1.2樓梯設(shè)計(jì) 42.2建筑立面設(shè)計(jì) 52.2.1立面處理 52.3建筑剖面設(shè)計(jì) 52.4建筑細(xì)部設(shè)計(jì) 53工程概況 64結(jié)構(gòu)的選型和布置 64.1材料選擇和截面估算 64.1.1材料選取 64.2截面尺寸估算 64.2.1梁截面確定 64.2.2柱的截面確定 74.2.3板厚度確定 75框架計(jì)算簡(jiǎn)圖及梁柱線剛度 75.1確定框架計(jì)算簡(jiǎn)圖 75.2框架梁柱的線剛度計(jì)算 85.3框架柱抗側(cè)移剛度計(jì)算 96荷載計(jì)算 116.1恒載標(biāo)準(zhǔn)值計(jì)算 116.1.1樓面屋面做法 116.1.2梁柱自重 126.1.3墻體自重 136.1.4女兒墻自重 136.2活載標(biāo)準(zhǔn)值計(jì)算 136.3一榀框架豎向荷載的計(jì) 136.3.1恒載標(biāo)準(zhǔn)值計(jì)算 146.3.2活載標(biāo)準(zhǔn)值計(jì)算 167水平地震荷載作用下框架內(nèi)力計(jì)算 177.1重力荷載代表值計(jì)算 177.1.1頂層重力荷載代表值 177.1.2標(biāo)準(zhǔn)層重力荷載代表值 187.1.3底層重力荷載代表值 187.2自振周期計(jì)算 197.2.1結(jié)構(gòu)整體抗側(cè)剛度 197.2.2自振周期計(jì)算 207.3橫向地震作用計(jì)算 207.4剪重比的驗(yàn)算 217.5地震作用變形驗(yàn)算 227.6框架地震內(nèi)力計(jì)算 237.6.1反彎點(diǎn)的計(jì)算 237.6.2地震作用下框架柱剪力和彎矩計(jì)算 247.6.3地震作用下框架梁端彎矩計(jì)算 257.6.4地震作用下框架梁剪力和柱軸力計(jì)算 258風(fēng)荷載作用下框架計(jì)算 278.1風(fēng)荷載集中力計(jì)算 278.2風(fēng)荷載作用下的水平位移驗(yàn)算 288.3風(fēng)荷載作用下框架結(jié)構(gòu)內(nèi)力計(jì)算 298.3.1風(fēng)荷載下框架柱剪力和彎矩計(jì)算 298.3.2風(fēng)荷載下框架梁端彎矩計(jì)算 308.3.3風(fēng)荷載下框架梁剪力和柱軸力計(jì)算 319豎向荷載作用下內(nèi)力計(jì)算 339.1一榀框架豎向恒載計(jì)算 339.1.1計(jì)算分配系數(shù) 339.1.2計(jì)算桿件固端彎矩 359.1.3計(jì)算桿端彎矩 369.1.4恒載作用下梁柱剪力的計(jì)算 389.1.5恒載作用下柱軸力的計(jì)算 399.2一榀框架豎向活載計(jì)算 419.2.1計(jì)算桿件固端彎矩 419.2.2計(jì)算桿端彎矩 419.2.3活載作用下梁端剪力的計(jì)算 439.2.4活載作用下柱剪力和軸力的計(jì)算 4410內(nèi)力組合 4610.1豎向荷載彎矩調(diào)幅 4710.1.1恒載作用下的梁端彎矩調(diào)幅 4710.1.2活載作用下的梁端彎矩調(diào)幅 4710.2梁控制截面的內(nèi)力組合 4910.3柱控制截面內(nèi)力組合 5411截面設(shè)計(jì) 6011.1內(nèi)力調(diào)整 6011.1.1梁端內(nèi)力調(diào)整 6011.1.2柱端內(nèi)力調(diào)整 6011.2梁截面設(shè)計(jì) 6211.2.1梁正截面受彎計(jì)算 6211.2.2梁斜截面受剪計(jì)算 6911.3柱截面設(shè)計(jì) 7011.3.1框架柱正截面計(jì)算 7111.3.2框架柱斜截面計(jì)算 8212板截面設(shè)計(jì) 8312.1荷載計(jì)算 8312.2板的彎矩計(jì)算 8412.3板的配筋計(jì)算 8513樓梯設(shè)計(jì) 8513.1梯板設(shè)計(jì)計(jì)算 8613.2平臺(tái)板設(shè)計(jì)計(jì)算 8713.3平臺(tái)梁設(shè)計(jì)計(jì)算 8814基礎(chǔ)設(shè)計(jì) 9014.1材料選用 9014.2地基承載力特征值fa 9014.3邊柱獨(dú)立基礎(chǔ)設(shè)計(jì) 9014.3.1基底面積計(jì)算 9014.3.2驗(yàn)算持力層地基承載力 9114.3.3計(jì)算基底凈反力 9214.3.4基礎(chǔ)底板厚度的確定 9214.3.5配筋計(jì)算 9314.4中柱聯(lián)合基礎(chǔ)設(shè)計(jì) 9314.4.1基底面積計(jì)算 9314.4.2驗(yàn)算持力層地基承載力 9414.4.3計(jì)算基底凈反力 9414.4.4基礎(chǔ)底板厚度的確定 9514.4.5配筋計(jì)算 95結(jié)論 97參考文獻(xiàn) 99摘要本設(shè)計(jì)項(xiàng)目名稱(chēng)為：南陽(yáng)市Y公司宿舍樓建筑與結(jié)構(gòu)設(shè)計(jì)，根據(jù)實(shí)際情況，擬采用鋼筋混凝土框架結(jié)構(gòu)設(shè)計(jì)，建筑層數(shù)為5層，總高度為21.90米，建筑的總面積為6446.0m2；先選擇④軸框架進(jìn)行分析，初步計(jì)算其梁板柱截面尺寸，計(jì)算其在恒活荷載及恒活荷載作用下的框架內(nèi)力；然后對(duì)其進(jìn)行水平分析，計(jì)算其在水平荷載下的框架內(nèi)力；再對(duì)其在恒活荷載下的框架梁彎矩進(jìn)行調(diào)幅，再根據(jù)規(guī)范中的分項(xiàng)系數(shù)和組合值系數(shù)進(jìn)行內(nèi)力組合，得到梁柱各截面對(duì)其截面的最不利影響程度；最后對(duì)其樓板、樓梯及基礎(chǔ)進(jìn)行加固計(jì)算。關(guān)鍵詞：框架結(jié)構(gòu)，水平荷載，內(nèi)力組合，基礎(chǔ)1緒論在大學(xué)本科教育中，畢業(yè)設(shè)計(jì)是實(shí)現(xiàn)培養(yǎng)目標(biāo)的重要階段，是畢業(yè)前的綜合學(xué)習(xí)階段，是深化、拓展、綜合教學(xué)的重要過(guò)程，是對(duì)大學(xué)期間所學(xué)專(zhuān)業(yè)知識(shí)的全面總結(jié)。本次設(shè)計(jì)選取的是南陽(yáng)市Y公司宿舍樓，結(jié)構(gòu)形式是現(xiàn)澆混凝土多層框架結(jié)構(gòu)，這次設(shè)計(jì)的基礎(chǔ)是根據(jù)《材料力學(xué)》、《混凝土設(shè)計(jì)原理》、《結(jié)構(gòu)力學(xué)》、《房屋建筑學(xué)》、《理論力學(xué)》、《建筑CAD》等課本，并且能結(jié)合大學(xué)四年的學(xué)識(shí)，做到理論聯(lián)系實(shí)際，初步掌握建筑設(shè)計(jì)的基本程序和方法。應(yīng)充分掌握畢業(yè)設(shè)計(jì)中建筑設(shè)計(jì)的基本原理，熟悉結(jié)構(gòu)選型，平面布置，結(jié)構(gòu)布置等基本理論，以備后用。同時(shí)繪制建筑相關(guān)圖紙，以及編寫(xiě)結(jié)構(gòu)計(jì)算書(shū)，鍛煉解決建筑設(shè)計(jì)、結(jié)構(gòu)設(shè)計(jì)和施工實(shí)際問(wèn)題的技能，為我今后進(jìn)入社會(huì)工作打下良好的基礎(chǔ)。本次畢業(yè)設(shè)計(jì)，因自身水平有限，難免有不恰當(dāng)或疏忽的地方，敬請(qǐng)各位老師批評(píng)指正。2建筑設(shè)計(jì)說(shuō)明這座大樓是南陽(yáng)市Y公司的一座宿舍樓，從住區(qū)選址考慮。以下從具體的幾個(gè)方面來(lái)闡述該項(xiàng)目的建筑設(shè)計(jì)。2.1建筑平面設(shè)計(jì)建筑平面設(shè)計(jì)，主要是根據(jù)設(shè)計(jì)要求和地形條件，確定各部分的尺寸及相互關(guān)系。這座辦公大樓的平面設(shè)計(jì)，充分考慮了立面、剖面、工藝及建筑形象等因素，使其成為一個(gè)完美的整體。在平面設(shè)計(jì)中，結(jié)合基地環(huán)境、自然條件、建筑規(guī)模等因素，對(duì)建筑平面形態(tài)、主要功能空間以及交通聯(lián)系空間進(jìn)行了設(shè)計(jì)?？紤]到地形、周邊道路等因素，平面形狀均采用“一”字型。其空間設(shè)計(jì)主要包括使用室和輔助室兩部分。主要功能空間和交通聯(lián)系空間的設(shè)計(jì)如下：2.1.1房間平面設(shè)計(jì) (1)用法要求：任何房間的布局都不能只有一定的面積和體積，也不能只有與家具和設(shè)備的布置和使用相適應(yīng)的形狀和尺寸，而且必須合理地分隔和連接其它房間和室外。(2)房間的平面尺寸和形狀：這主要取決于使用中室內(nèi)活動(dòng)的特點(diǎn)、家具、設(shè)備配置以及光、通風(fēng)、音響等室內(nèi)環(huán)境。此外，在滿足使用要求的同時(shí)，房間組合的技術(shù)、經(jīng)濟(jì)條件，以及人們對(duì)室內(nèi)空間的視覺(jué)要求，也是決定其平面尺寸和形狀的重要因素。(3)審美觀要求：不管是什么房間，都要根據(jù)具體情況，考慮到室內(nèi)空間的形狀、比例、色彩、裝飾、家具布置等問(wèn)題，使之符合人的精神審美需求。(4)普通房應(yīng)具備良好的自然環(huán)境條件，如采光、通風(fēng)、照明等，普通房應(yīng)具備衛(wèi)生設(shè)施和使用要求。給水，排水，照明，取暖等。(5)內(nèi)部平面尺寸和形狀的確定，也必須考慮建筑的整體情況，如地形、朝向等，對(duì)內(nèi)部空間形象的要求。2.1.2樓梯設(shè)計(jì)雙跑式樓梯占用空間小，流線簡(jiǎn)潔，使用方便，適合布置在與建筑平行的獨(dú)立樓梯間。辦公樓的消防平面尺寸和形狀為二級(jí)，要求兩個(gè)外部出口或(封閉)樓梯間不超過(guò)40米，通道間的門(mén)和樓梯間最大距離不超過(guò)22米。該公寓設(shè)有兩個(gè)樓梯，便于人員移動(dòng)和消防疏散。而主樓樓梯位于門(mén)廳內(nèi)，它的位置具有很好的導(dǎo)向作用，也很好的解決了雙向人流問(wèn)題。梯段尺寸確定：梯段凈寬度應(yīng)符合防火規(guī)范的要求，每級(jí)梯段的人流量按0.55+0.15米計(jì)算，梯段高比宜為0.5。故本辦公樓樓梯間設(shè)計(jì)開(kāi)放3.6米，進(jìn)深7.2米，能滿足人員進(jìn)出辦公區(qū)域的需要。2.2建筑立面設(shè)計(jì)2.2.1立面處理建筑總高21.9米，由灰色大理石表層構(gòu)成。外墻及內(nèi)外隔墻全部采用陶?；炷量招钠鰤K，外貼80厚擠塑聚苯板保溫。由于柱子承擔(dān)垂直荷載，在鋼筋混凝土框架承重結(jié)構(gòu)中，墻體只起隔墻的作用，因此在墻體開(kāi)窗的位置和尺寸都比較靈活，以此結(jié)構(gòu)作為骨架形成的立面形象。本次設(shè)計(jì)的房間窗臺(tái)高度為0.9米，窗戶寬1.5米，高1.8米，以滿足室內(nèi)采光的需要。主入口設(shè)有兩扇門(mén)，并在建筑物的兩側(cè)各設(shè)兩扇側(cè)門(mén)，以滿足疏散的需要。室內(nèi)和室外的高差為0.45米，樓梯為兩級(jí)，門(mén)上設(shè)有雨蓬。女兒墻高度設(shè)置在0.6米，以滿足造型要求。2.3建筑剖面設(shè)計(jì)斷面設(shè)計(jì)的主要目的是確定內(nèi)部空間的使用高度，以確保建筑空間滿足使用要求；公寓建筑采用平行的雙走道樓梯，底層每層有14個(gè)踏步，其他樓層有12個(gè)踏步，踏步的高度分別為300和150。公寓建筑為人流密集的公共建筑，考慮到消防設(shè)備及主梁、吊頂?shù)母叨?，初步確定底層為3.9米，標(biāo)準(zhǔn)層高為3.6米，經(jīng)初步估算，凈高達(dá)到平臺(tái)間凈高的要求，且平臺(tái)間凈高不小于2.0米，梯段間凈高不小于2.1米。2.4建筑細(xì)部設(shè)計(jì)主要細(xì)化工藝見(jiàn)圖紙。3工程概況項(xiàng)目名稱(chēng)：南陽(yáng)市Y公司宿舍樓建筑與結(jié)構(gòu)設(shè)計(jì)；建筑位于：河南省南陽(yáng)市。根據(jù)調(diào)查資料，河南省南陽(yáng)市的設(shè)防烈度為7度0.10g，地震分組為1級(jí)，水平地震影響系數(shù)最大值為0.04；基本風(fēng)壓為0.35kN/m2，基本雪壓為0.45kN/m2，地面粗糙度為C級(jí)。4結(jié)構(gòu)的選型和布置4.1材料選擇和截面估算4.1.1材料選取表4-1材料表構(gòu)件混凝土縱向鋼筋箍筋墊層梁C30HRB400HRB400-板C30HRB400--柱C30HRB400HRB400-樓梯C30HRB400HRB400-基礎(chǔ)C30HRB400-C154.2截面尺寸估算4.2.1梁截面確定圖4-1梁截面的選取規(guī)根據(jù)規(guī)范可知：框架梁的最小高度為400mm；并且，為了便于邊跨梁的縱筋深入中跨梁，中跨梁的寬度與邊跨梁相同。。4.2.2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：1309.1kN328.22mm，取中柱和邊柱截面為600mm×600mm4.2.3板厚度確定對(duì)于屋頂面板來(lái)說(shuō)，由于屋頂出現(xiàn)防水裂縫，屋頂鋼筋一般采用雙層雙向拉線，板厚一般不小于120mm。地板和屋頂?shù)暮穸瓤梢愿鶕?jù)實(shí)際需要(埋入鋼板中的管道)和鋼板跨度，以及符合規(guī)范要求的最小板厚(80mm)來(lái)初步確定；單向板不少于1/30，雙向板不少于1/40。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)圖由建筑平面圖可以看出，選?、茌S框架作框架計(jì)算，由于底柱底部是固定在基礎(chǔ)內(nèi)部，因此層高計(jì)算到基礎(chǔ)頂面，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5.2m，而非底柱底部的計(jì)算高度為層高。圖5-1框架計(jì)算簡(jiǎn)圖5.2框架梁柱的線剛度計(jì)算 （1）框架梁 表3-1構(gòu)件線剛度計(jì)算左跨梁：47349.1kN.m中跨梁：40000kN.m右跨梁：47349.1kN.m（2）框架柱底層柱：70434.8kN.m標(biāo)準(zhǔn)層柱：90000kN.m頂層柱：90000kN.m（3）相對(duì)線剛度計(jì)算為了方便計(jì)算，假定底層柱剛度為1.0，其余樓層的梁柱剛度如下所示：表3-2構(gòu)件相對(duì)線剛度0.670.570.671.281.28框架梁柱的相對(duì)線剛度如下所示。5200`5200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，式中為柱子剛度修正系數(shù)，按下表采用。為柱線剛度，為柱高度。圖5-3柱D值計(jì)算公式EQ表5-4框架柱D值計(jì)算柱編號(hào)頂層邊柱=0.520.2117500中柱0.970.35327500標(biāo)準(zhǔn)層邊柱0.520.2117500中柱0.970.35327500底層邊柱0.670.4417575中柱1.246215706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恒載計(jì)算表格功能具體做法重度kN/m3厚度mm恒載標(biāo)準(zhǔn)值kN/m2普通樓面樓板頂面為30mm厚水泥砂漿結(jié)合層20300.64.085mm厚1:1水泥砂漿粘結(jié)層2050.110mm厚地磚18100.18120mm厚鋼筋混凝土樓面板25120312mm厚石灰砂漿抹灰17120.2走廊樓板頂面為30mm厚水泥砂漿結(jié)合層20300.64.085mm厚1:1水泥砂漿粘結(jié)層2050.110mm厚地磚18100.18120mm厚鋼筋混凝土樓面板25120312mm厚石灰砂漿抹灰17120.2防水保溫屋面15mm厚水泥砂漿找平層20150.355.4150mm厚擠塑保溫層1.13500.0630mm厚C20細(xì)石混凝土找平層24300.7210mm厚1:4石灰砂漿隔離層17100.1740mm厚C20細(xì)石混凝土保護(hù)層24400.96120mm厚鋼筋混凝土屋面板25120312mm厚石灰砂漿抹灰17120.26.1.2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

kN/m抹灰厚度

（mm）抹灰重量

kN/m合計(jì)kN/m邊跨梁屋面層300×6505303.98120.224.2樓面層300×6505303.98120.224.2中跨梁屋面層300×4002802.1120.112.21樓面層300×4002802.1120.112.21縱向框架梁屋面層300×4503302.48120.132.61樓面層300×4503302.48120.132.61柱600×600-9120.499.496.1.3墻體自重根據(jù)施工圖紙，內(nèi)墻外墻全部采用加氣混凝土砌塊，容重7.5kN/m3，外墻200mm厚，0.6kN/m2，內(nèi)墻0.4kN/m2，以及0.4kN/m2的容重；外墻面荷載：2.5kN/m2內(nèi)墻面荷載：2.3kN/m26.1.4女兒墻自重女兒墻做法同外墻一樣，女兒墻面載為：2.5kN/m26.2活載標(biāo)準(zhǔn)值計(jì)算圖6-3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。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?=2.42中跨：L?/L?=1.5按雙向板計(jì)算。6.3.1恒載標(biāo)準(zhǔn)值計(jì)算圖6-1板傳荷載示意圖三角形荷載轉(zhuǎn)均布荷載：梯形荷載轉(zhuǎn)均布荷載：，且、分別為板的短跨和長(zhǎng)跨。0.210.92對(duì)恒載進(jìn)計(jì)算1）邊跨框架梁荷載計(jì)算屋面板傳遞荷載：q1=0.92×1.8×5.41×2=17.94kN/m屋面梁自重q2=4.2kN/m屋面梁線荷載=q1+q2=17.94+4.2=22.14kN/m樓面板傳遞荷載：q1=0.92×1.8×4.08×2=13.53kN/m樓面梁自重q2=4.2kN/m墻體荷載：q3=2.3×(3.6-0.65)=6.79kN/m樓面梁線荷載=q1+q2+q3=13.53+6.79+4.2=24.52kN/m2)中跨框架梁荷載計(jì)算屋面板傳遞荷載：q1=5/8×1.2×5.41×2=8.12kN/m屋面梁自重q2=2.21kN/m屋面梁線荷載=q1+q2=8.12+2.21=10.353kN/m樓面板傳遞荷載：q1=5/8×1.2×4.08×2=6.12kN/m樓面梁自重q2=2.21kN/m墻體導(dǎo)算荷載:q3=0kN/m;樓面梁線荷載=q1+q2+q3=6.12+2.21+0=8.33kN/m3）邊柱集中力計(jì)算頂層：女兒墻集中力計(jì)算：p1=3.6×0.6×2.5=5.4kN屋面板集中力計(jì)算：p2=5.41×3.6/2×3.6/2=17.53kN屋面梁自重集中力計(jì)算：p3=2.61×(1.8+1.8)=9.4kN邊柱集中力=p1+p2+p3=5.4+17.53+9.4=32.33kN標(biāo)準(zhǔn)層：外墻導(dǎo)算集中力：p1=2.5×(3.6-0.45)×3.6=28.37kN樓面板計(jì)算集中力：p2=4.08×3.6/2×3.6/2=13.22kN樓面梁自重計(jì)算集中力：p3=2.61×(1.8+1.8)=9.4kN邊柱集中力=p1+p2+p3=28.37+13.22+9.4=50.99kN4)中柱集中力計(jì)算頂層：屋面板集中力：p1=5.41×(3.6/2×3.6/2+(3.6/2×2.4-2.4×1.2)=25.32kN屋面梁自重計(jì)算集中力：p2=2.61×(1.8+1.8)=9.4kN中柱集中力=p1+p2=25.32+9.4=34.72kN標(biāo)準(zhǔn)層：內(nèi)墻導(dǎo)算集中力：p1=2.3×(3.6-0.45)×3.6=26.1kN樓面板計(jì)算集中力：p2=4.08×(3.6/2×3.6/2)+4.08×(3.6/2×2.4-2.4×1.2))=19.09kN樓面梁自重計(jì)算集中力：p3=2.61×(1.8+1.8)=9.4kN中柱集中力=p1+p2+p3=26.1+19.09+9.4=54.59kN圖6-2恒載作用下荷載簡(jiǎn)圖6.3.2活載標(biāo)準(zhǔn)值計(jì)算1)邊跨框架梁均布荷載計(jì)算屋面梁均布荷載：q1=0.92×1.8×0.5×2=1.66kN/m樓面梁均布荷載：q1=0.92×1.8×2×2=6.63kN/m2)中跨框架梁均布荷載計(jì)算屋面梁均布荷載：q1=0.5×1.2×5/8×2=0.75kN/m樓面梁均布荷載：q1=2×1.2×5/8×2=3kN/m3）邊柱集中力計(jì)算屋面層邊柱集中力：p1=0.5×3.6/2×3.6/2=1.62kN標(biāo)準(zhǔn)層邊柱集中力：p1=2×3.6/2×3.6/2=6.48kN3）中柱集中力計(jì)算屋面層中柱集中力：p1=0.5×(3.6/2×3.6/2+(3.6/2×2.4-2.4×1.2))=2.34kN標(biāo)準(zhǔn)層中柱集中力：p1=2×(3.6/2×3.6/2)+2×(3.6/2×2.4-2.4×1.2))=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7.1.1頂層重力荷載代表值表7-1頂層重力荷載代表值計(jì)算名稱(chēng)重量（kN）G（kN）恒載女兒墻自重1898268屋面板及面層重4627.71框架柱自重888.26邊框架梁自重884.52中框架梁自重51.71次梁自重0縱向框架梁自重375.84外墻和窗自重396.9內(nèi)墻和門(mén)窗自重725.37樓梯間自重0活載雪荷載256.627.1.2標(biāo)準(zhǔn)層重力荷載代表值表7-2標(biāo)準(zhǔn)層重力荷載代表值計(jì)算重量（kN）G（kN）恒載樓面板及面層重3490.039830框架柱自重1776.53邊框架梁自重884.52中框架梁自重51.71次梁自重0縱向框架梁自重375.84外墻和窗自重793.8內(nèi)墻和門(mén)窗自重1450.74樓梯間自重151.37活載活載1710.87.1.3底層重力荷載代表值表7-3底層重力荷載代表值計(jì)算重量（kN）G（kN）恒載樓面板及面層重3490.0310077框架柱自重2023.27邊框架梁自重884.52中框架梁自重51.71次梁自重0縱向框架梁自重375.84外墻和窗自重793.8內(nèi)墻和門(mén)窗自重1450.74樓梯間自重151.37活載活載1710.8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)剛度結(jié)構(gòu)整體抗側(cè)剛度可以簡(jiǎn)化為單榀框架的側(cè)向剛度乘以框架的榀數(shù)，計(jì)算數(shù)值如下表所示：表7.4結(jié)構(gòu)整體側(cè)向剛度樓層第A軸第Ｂ軸第Ｃ軸第Ｄ軸∑Dj5F22750035750035750022750011700004F22750035750035750022750011700003F22750035750035750022750011700002F22750035750035750022750011700001F22847528041028041022847510177707.2.2自振周期計(jì)算用頂點(diǎn)位移法計(jì)算框架結(jié)構(gòu)自振周期，見(jiàn)下表；表7.5結(jié)構(gòu)頂點(diǎn)位移表層號(hào)Gi(kN)∑Gi(kN)Di△μi(m)μi(m)5F8268826811700000.0070.1254F98301809811700000.0150.1183F98302792811700000.0240.1032F98303775811700000.0320.0791F100774783510177700.0470.047通過(guò)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)算從建筑物平面圖上可以看出，各層剛度分布比較均勻用底剪方法計(jì)算其地震力，該區(qū)的抗震設(shè)防烈度為7度，場(chǎng)地類(lèi)型為Ⅱ級(jí)，設(shè)計(jì)地震分組為1組，框架結(jié)構(gòu)，故其阻尼比為0.05。對(duì)于地震影響系數(shù)，當(dāng)自振周期大于0.1，小于Tg時(shí)，；當(dāng)自振周期大于Tg，小于5Tg時(shí)，，；結(jié)構(gòu)底部剪力為：1545.07kN0=0附加頂部集中力：0kN表7.6地震作用及地震剪力表層號(hào)hi(m)Hi(m)Gi(kN)GiHiGiHi/(∑GiHi)Fi(kN)Vi(kN)5F3.619.682681570920.28488440.16440.164F3.616.098301513820.27453424.17864.333F3.612.498301159940.21035325.011189.342F3.68.89830806060.14618225.861415.21F5.25.210077463540.08406129.871545.07圖7-2地震荷載作用下水平力簡(jiǎn)圖

7.4剪重比的驗(yàn)算由規(guī)范可知，某一層的剪切力與某一層∑Gi的比例(剪重比)滿足一定的限制。公式如下所示：——第i層水平地震剪力標(biāo)準(zhǔn)值；——為剪力系數(shù)；——第j層的重力荷載代表值；表7.7剪重比驗(yàn)算層號(hào)Vi(kN)∑Gi剪重比剪重比限值5F440.1682680.0530.0084F864.33180980.0483F1189.34279280.0432F1415.2377580.0371F1545.07478350.032各樓層剪重比均滿足要求。7.5地震作用變形驗(yàn)算水平地震作用下框架結(jié)構(gòu)的層間位移△μe計(jì)算：表7.8結(jié)構(gòu)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5F440.1611700000.00043.61/100004F864.3311700000.00073.61/50003F1189.3411700000.0013.61/33332F1415.211700000.00123.61/33331F1545.0710177700.00154.61/3333各樓層的層間位移均小于1/550，故各樓層均滿足要求。7.6框架地震內(nèi)力計(jì)算7.6.1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(guò)查表計(jì)算，如下所示：表7.9邊柱反彎點(diǎn)位置層數(shù)5F4F3F2F1F層高3.63.63.63.65.2K0.520.520.520.520.67y00.350.40.450.50.7y100000y200000y300000y0.350.40.450.50.7yh/m1.081.441.621.83.22表7.10中柱反彎點(diǎn)位置層數(shù)5F4F3F2F1F層高3.63.63.63.65.2K0.970.970.970.971.24y00.3550.4350.450.50.65y100000y200000y300000y0.3550.4350.450.50.65yh/m1.261.571.621.82.997.6.2地震作用下框架柱剪力和彎矩計(jì)算由于框架的對(duì)稱(chēng)性，取其一半進(jìn)行內(nèi)力計(jì)算；式中——i層j柱的側(cè)向剛度；h——本層計(jì)算高度；y——框架柱的反彎點(diǎn)高度比。表7.11邊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)5F440.161170000175000.01506.581.0816.587.114F864.331170000175000.015012.931.4427.9318.623F1189.341170000175000.015017.791.6235.2228.822F1415.21170000175000.015021.171.838.1138.111F1545.071017770175750.017326.683.2236.8285.91表7.12中框架柱剪力和柱端彎矩計(jì)算層號(hào)Vi(kN)∑DDimDim/∑DVim/kNy(m)Mc上(kN.m)Mc下(kN.m)5F440.161170000275000.023510.3551.2624.2213.044F864.331170000275000.023520.3521.5741.2531.93F1189.341170000275000.023527.951.6255.3445.282F1415.21170000275000.023533.261.859.8759.871F1545.071017770215700.021232.752.9952.7397.927.6.3地震作用下框架梁端彎矩計(jì)算梁端彎矩計(jì)算公式：梁左彎矩:梁右彎矩:表7.13梁端彎矩計(jì)算層號(hào)A軸B軸MC上MC下μB1MABMC上MC下μB1μB2MBAMBC5F16.587.11116.5824.2213.040.540.4613.0811.144F27.9318.62135.0441.2531.90.540.4629.3224.973F35.2228.82153.8455.3445.280.540.4647.1140.132F38.1138.11166.9359.8759.870.540.4656.7848.371F36.8285.91174.9352.7397.920.540.4660.851.87.6.4地震作用下框架梁剪力和柱軸力計(jì)算表7.14地震作用下梁端剪力和柱軸力計(jì)算層號(hào)ABBCLMABMBAVABLMBCMCBVBC邊柱N(KN)中柱N(KN)5F8.716.5813.083.412.411.1411.149.283.415.874F8.735.0429.327.42.424.9724.9720.8110.8119.283F8.753.8447.1111.62.440.1340.1333.4422.4141.122F8.766.9356.7814.222.448.3748.3740.35136.6367.211F8.774.9360.815.62.451.851.843.1752.2394.78圖7-3地震荷載用下框架彎矩圖圖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)算表8-1風(fēng)荷載集中力計(jì)算樓層z(m)ω0(kN/m2)μzβzμshi(m)hj(m)B(m)A(m2)Wk(kN)5F21.300.3501.21.001.303.61.23.68.644.044F15.150.3501.131.001.303.63.63.612.965.713F11.550.3501.031.001.303.63.63.612.965.212F7.950.35011.001.303.63.63.612.965.051F4.350.35011.001.304.353.63.613.775.37通過(guò)計(jì)算求得各樓層的風(fēng)荷載集中力，故框架在風(fēng)荷載作用下的受力簡(jiǎn)圖如下所示：圖8-1風(fēng)荷載受荷圖（單位：kN）8.2風(fēng)荷載作用下的水平位移驗(yàn)算通過(guò)框架柱的抗側(cè)剛度，求出一榀框架的抗側(cè)剛度如下所示。表8-2一榀框架側(cè)向剛度樓層邊柱中柱∑Dj5F1750027500(17500+27500)×2=900004F1750027500(17500+27500)×2=900003F1750027500(17500+27500)×2=900002F1750027500(17500+27500)×2=900001F1757521570(17575+21570)×2=78290根據(jù)風(fēng)荷載作用下的集中力，求出各樓層的剪力，再除以各樓層的抗側(cè)剛度，即可算出層間位移，如下所示：表8-3層間位移的驗(yàn)算樓層Wk/kNVj/kN∑D(kN/m)△uj/m△uj/h5F4.044.04900000.00004491/801984F5.719.75900000.00010831/332313F5.2114.96900000.00016621/216582F5.0520.01900000.00022231/161921F5.3725.38782900.00032421/14190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(chēng)性，取其一半進(jìn)行內(nèi)力計(jì)算；式中——i層j柱的側(cè)向剛度；h——本層計(jì)算高度；y——框架柱的反彎點(diǎn)高度比。表8-4邊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)V（kN）5F4.0490000175000.19440.791.081.990.850.794F9.7590000175000.19441.91.444.12.741.93F14.9690000175000.19442.911.625.764.712.912F20.0190000175000.19443.891.8773.891F25.3878290175750.22455.73.227.8718.355.7表8-5中框架柱剪力和柱端彎矩計(jì)算層號(hào)Vi(kN)∑DDimDim/∑DVim/kNy(m)Mc上(kN.m)Mc下(kN.m)V（kN）5F4.0490000275000.350561.231.262.881.551.234F9.7590000275000.350562.981.576.054.682.983F14.9690000275000.350564.571.629.057.44.572F20.0190000275000.350566.111.811116.111F25.3878290215700.27556.992.9911.2520.96.998.3.2風(fēng)荷載下框架梁端彎矩計(jì)算梁端彎矩計(jì)算公式：梁左彎矩:梁右彎矩:表8-6梁端彎矩計(jì)算層號(hào)A軸B軸MC上MC下μB1MABMC上MC下μB1μB2MBAMBC5F1.990.8511.992.881.550.540.461.561.324F4.12.7414.956.054.680.540.464.13.53F5.764.7118.59.057.40.540.467.416.322F77111.7111110.540.469.948.461F7.8718.35114.8711.2520.90.540.4612.0210.248.3.3風(fēng)荷載下框架梁剪力和柱軸力計(jì)算表8-7風(fēng)荷載作用下梁端剪力和柱軸力層號(hào)邊梁中梁柱軸力LMABMBAVABLMBCMCBVBC邊柱N(KN)中柱N(KN)5F8.71.991.560.412.41.321.321.10.410.694F8.74.954.11.042.43.53.52.921.452.573F8.78.57.411.832.46.326.325.273.286.012F8.711.719.942.492.48.468.467.055.7710.571F8.714.8712.023.092.410.2410.248.538.8616.01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：5層節(jié)點(diǎn)：μ1,2=47349.1/137349.1=0.3545μ1,5=90000/137349.1=0.655μ2,1=47349.1/177349.1=0.267μ2,3=40000/177349.1=0.226μ2,6=90000/177349.1=0.5074層節(jié)點(diǎn)：μ5,1=90000/227349.1=0.3596μ5,6=47349.1/227349.1=0.208μ5,9=90000/227349.1=0.3596μ6,2=90000/267349.1=0.3537μ6,5=47349.1/267349.1=0.177μ6,7=40000/267349.1=0.15μ6,10=90000/267349.1=0.3537標(biāo)準(zhǔn)層節(jié)點(diǎn)：μ9,5=90000/227349.1=0.3596μ9,10=47349.1/227349.1=0.208μ9,13=90000/227349.1=0.3596μ10,6=90000/267349.1=0.3537μ10,9=47349.1/267349.1=0.177μ10,11=40000/267349.1=0.15μ10,14=90000/267349.1=0.3537底層節(jié)點(diǎn)：μ17,13=90000/207783.9=0.433μ17,18=47349.1/207783.9=0.228μ17,21=70434.8/207783.9=0.3539μ18,14=90000/247783.9=0.3563μ18,17=47349.1/247783.9=0.191μ18,19=40000/247783.9=0.161μ18,22=70434.8/247783.9=0.284 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表9-2恒載作用下梁端固端彎矩樓層邊框架梁中框架梁g(kN/m)M左(kN.m)M右(kN.m)g(kN/m)M左(kN.m)M右(kN.m)頂層22.14－139.65139.6510.353－4.964.96標(biāo)準(zhǔn)層24.52－154.66154.668.33－449.1.3計(jì)算桿端彎矩表9-3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0.000－139.65139.6500.000－4.964.9600.000－139.65139.6500.00091.47048.180-35.960-68.290-30.44030.44068.29035.960-48.180-91.47030.625-17.98024.090-25.38515.220-15.22025.385-24.09017.980-30.625-8.282-4.363-3.718-7.060-3.1473.1477.0603.7184.3638.282113.81-113.81124.06-100.73-23.3323.33100.73-124.06113.81-113.810.35960.35960.2080.1770.35370.35370.1500.1500.35370.35370.1770.2080.35960.35960.000－154.66154.6600.000－44.0000.000－154.66154.6600.00061.25061.25032.170-26.670-50.770-50.770-22.60022.60050.77050.77026.670-32.170-61.250-61.25045.73530.625-13.33516.085-34.145-25.38511.300-11.30034.14525.385-16.08513.335-45.735-30.625-24.958-24.958-13.1095.69010.83310.8334.822-4.822-10.833-10.833-5.69013.10924.95824.95882.0366.92-148.93149.76-74.08-65.32-10.4810.4874.0865.32-149.76148.93-82.03-66.920.35960.35960.2080.1770.35370.35370.1500.1500.35370.35370.1770.2080.35960.35960.000－154.66154.6600.000－44.0000.000－154.66154.6600.00061.25061.25032.170-26.670-50.770-50.770-22.60022.60050.77050.77026.670-32.170-61.250-61.25030.62530.625-13.33516.085-25.385-25.38511.300-11.30025.38525.385-16.08513.335-30.625-30.625-18.974-18.974-9.9664.1397.8817.8813.508-3.508-7.881-7.881-4.1399.96618.97418.97472.9072.90-145.79148.21-68.27-68.27-11.7911.7968.2768.27-148.21145.79-72.90-72.900.35960.35960.2080.1770.35370.35370.1500.1500.35370.35370.1770.2080.35960.35960.000－154.66154.6600.000－44.0000.000－154.66154.6600.00061.25061.25032.170-26.670-50.770-50.770-22.60022.60050.77050.77026.670-32.170-61.250-61.25030.62533.485-13.33516.085-25.385-27.34511.300-11.30025.38527.345-16.08513.335-30.625-33.485-20.107-20.107-10.5614.4868.5418.5413.802-3.802-8.541-8.541-4.48610.56120.10720.10771.7774.63-146.39148.56-67.61-69.57-11.5011.5067.6169.57-148.56146.39-71.77-74.630.4330.35390.2280.1910.35630.2840.1610.1610.35630.2840.1910.2280.4330.35390.000－154.66154.6600.000－44.0000.000－154.66154.6600.00066.97052.43035.260-28.780-54.690-42.790-24.26024.26054.69042.79028.780-35.260-66.970-52.43030.6250.000-14.39017.630-25.3850.00012.130-12.13025.3850.000-17.63014.390-30.6250.000-7.030-5.504-3.702-0.836-1.588-1.243-0.7040.7041.5881.2430.8363.7027.0305.50490.5746.93-137.49142.67-81.66-44.03-16.8316.8381.6644.03-142.67137.49-90.57-46.9323.46-22.0222.02-23.46恒載作用下頂層邊跨跨中彎矩的計(jì)算：90.54kN.m恒載作用下頂層中跨跨中彎矩的計(jì)算：1/8×10.353×2.4×2.4-=-15.89kN.m其余框架梁跨中彎矩計(jì)算如下表所示：表9-4恒載作用下跨中彎矩計(jì)算層數(shù)邊跨中跨l(m)qM左M右M中l(wèi)(m)qM左M右M中5F8.722.14-113.81124.0690.542.410.353-23.3323.33-15.894F8.724.52-148.93149.7682.642.48.33-10.4810.48-4.483F8.724.52-145.79148.2184.992.48.33-11.7911.79-5.792F8.724.52-146.39148.5684.512.48.33-11.511.5-5.51F8.724.52-137.49142.6791.912.48.33-16.8316.83-10.839.1.4恒載作用下梁柱剪力的計(jì)算梁左右端剪力按下列公式計(jì)算：柱子剪力按下列公式計(jì)算：表9-5恒載作用下邊框架梁剪力層數(shù)l(m)RARBMlMrV左V右5F8.7096.3196.31-113.81124.0695.1397.494F8.70106.66106.66-148.93149.76106.57106.763F8.70106.66106.66-145.79148.21106.38106.942F8.70106.66106.66-146.39148.56106.41106.911F8.70106.66106.66-137.49142.67106.07107.26表9-6恒載作用下中框架梁剪力層數(shù)l(m)RARBMlMrV左V右5F2.4012.4012.40-23.3323.3312.4012.404F2.4010.0010.00-10.4810.4810.0010.003F2.4010.0010.00-11.7911.7910.0010.002F2.4010.0010.00-11.5011.5010.0010.001F2.4010.0010.00-16.8316.8310.0010.00表9-7恒載作用下的柱子剪力層次層高邊柱中柱M上M下VM上M下V5F3.6113.8182.0354.4-100.73-74.08-48.564F3.666.9272.9038.84-65.32-68.27-37.113F3.672.9071.7740.19-68.27-67.61-37.752F3.674.6390.5745.89-69.57-81.66-42.011F5.246.9323.4615.3-44.03-22.02-14.369.1.5恒載作用下柱軸力的計(jì)算柱子軸力按下列公式計(jì)算：表9-8恒載作用下邊柱軸力層次N層高(m)柱自重（kN/m）V左V右柱重柱頂柱底5F32.333.69.49095.1334.16127.46161.624F50.993.69.490106.5734.16319.18353.353F50.993.69.490106.3834.16510.72544.882F50.993.69.490106.4134.16702.28736.451F50.995.29.490106.0743.65893.51937.16表9-9恒載作用下中柱軸力層次N層高(m)柱自重（kN/m）V左V右柱重柱頂柱底5F34.723.609.4997.4912.4034.16144.60178.774F54.593.609.49106.7610.0034.16350.11384.273F54.593.609.49106.9410.0034.16555.80589.972F54.593.609.49106.9110.0034.16761.46795.631F54.595.209.49107.2610.0043.65967.471011.12圖9-2恒載作用下彎矩圖圖9-3恒載作用下剪力圖圖9-4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)算桿件固端彎矩表9-10活載作用下梁端固端彎矩樓層邊框架梁中框架梁g(kN/m)M左(kN.m)M右(kN.m)g(kN/m)M左(kN.m)M右(kN.m)頂層1.66－10.4710.470.75－0.3560.356標(biāo)準(zhǔn)層6.63－41.8241.823－1.441.449.2.2計(jì)算桿端彎矩表9-11活載下框架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：1/8×1.66×8.7×8.7-(10.6+10.61)/2=5.1kN.m活載作用下頂層中跨跨中彎矩的計(jì)算：1/8×0.75×2.4×2.4-(0.63+0.63)/2=-0.09kN.m其余框架梁跨中彎矩計(jì)算如下表所示：表9-12活載作用下跨中彎矩計(jì)算層數(shù)邊跨中跨l(m)qM左M右M中l(wèi)(m)qM左M右M中5F8.71.66-10.610.615.12.40.75-0.630.63-0.094F8.76.63-38.3939.3723.852.43-4.174.17-2.013F8.76.63-39.440.1222.972.43-3.543.54-1.382F8.76.63-39.5640.2222.842.43-3.463.46-1.31F8.76.63-37.1538.6424.832.43-4.884.88-2.729.2.3活載作用下梁端剪力的計(jì)算梁左右端剪力按下列公式計(jì)算：表9-13活載作用下邊跨梁梁端剪力計(jì)算層號(hào)ql(m)ql/2∑M/lVA=ql/2-∑M/lVB=ql/2+∑M/lKN/mmKNKNKNKN5F1.668.707.220.007.227.224F6.638.7028.840.1128.7328.953F6.638.7028.840.0828.7628.922F6.638.7028.840.0828.7628.921F6.638.7028.840.1728.6729.01表9-14活載作用下中跨梁梁端剪力計(jì)算層號(hào)ql(m)ql/2∑M/lVA=ql/2-∑M/lVB=ql/2+∑M/lKN/mmKNKNKNKN5F0.752.40.900.90.94F32.43.603.63.63F32.43.603.63.62F32.43.603.63.61F32.43.603.63.69.2.4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：表9-15活載作用下邊柱剪力和軸力層號(hào)層高M(jìn)tMbV集中力F邊跨梁V左軸力N5層3.610.6016.777.61.627.228.844層3.621.6219.7011.486.4828.7344.053層3.619.7019.3910.866.4828.7679.282層3.620.1724.4712.46.4828.76114.531層5.212.686.344.136.4828.67149.68表9-16活載作用下中柱剪力和軸力層號(hào)層高M(jìn)tMbV集中力F邊跨梁V右中跨梁V左軸力N5層3.6-9.98-15.50-7.082.347.220.9010.464層3.6-19.74-18.32-10.579.3628.953.6052.383層3.6-18.32-18.14-10.139.3628.923.6094.262層3.6-18.66-21.90-11.279.3628.923.60136.141層5.2-11.81-5.91-3.859.3629.013.60178.11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1．無(wú)地震作用效應(yīng)組合（一般荷載組合）通過(guò)規(guī)范可知，框架結(jié)構(gòu)控制截面的內(nèi)力組合有以下五種：恒活荷載組合1：恒風(fēng)荷載組合2：恒活風(fēng)荷載組合3：有地震作用效應(yīng)組合有震組合2：有震組合3：10.1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β調(diào)幅前彎矩標(biāo)準(zhǔn)值調(diào)幅后彎矩標(biāo)準(zhǔn)值簡(jiǎn)支梁跨中彎矩梁左跨中梁右梁左跨中梁右5F邊跨0.8-113.8190.54-124.06-91.05114.33-99.25209.47中跨0.8-23.33-15.89-23.33-18.66-11.22-18.667.444F邊跨0.8-148.9382.64-149.76-119.15115.99-119.81231.99中跨0.8-10.48-4.48-10.48-8.38-2.38-8.386.003F邊跨0.8-145.7984.99-148.21-116.63115.99-118.57231.99中跨0.8-11.79-5.79-11.79-9.43-3.43-9.436.002F邊跨0.8-146.3984.51-148.56-117.11115.99-118.85231.99中跨0.8-11.50-5.50-11.50-9.20-3.20-9.206.001F邊跨0.8-137.4991.91-142.67-109.99119.93-114.14231.99中跨0.8-16.83-10.83-16.83-13.47-7.46-13.476.0010.1.2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β調(diào)幅前彎矩標(biāo)準(zhǔn)值調(diào)幅后彎矩標(biāo)準(zhǔn)值簡(jiǎn)支梁跨中彎矩梁左跨中梁右梁左跨中梁右5F邊跨0.8-10.605.10-10.61-8.487.85-8.4815.71中跨0.8-0.63-0.09-0.63-0.500.27-0.500.544F邊跨0.8-38.3923.85-39.37-30.7131.63-31.5062.73中跨0.8-4.17-2.01-4.17-3.34-1.18-3.342.163F邊跨0.8-39.4022.97-40.12-31.5231.36-32.1062.73中跨0.8-3.54-1.38-3.54-2.83-0.67-2.832.162F邊跨0.8-39.5622.84-40.22-31.6531.36-32.1762.73中跨0.8-3.46-1.30-3.46-2.77-0.61-2.772.161F邊跨0.8-37.1524.83-38.64-29.7232.41-30.9262.73中跨0.8-4.88-2.72-4.88-3.91-1.74-3.912.1610.2梁控制截面的內(nèi)力組合表10-3梁的內(nèi)力組合樓層跨徑內(nèi)力SGkSWkSQkSEk1.3SGk+1.5SQk左風(fēng)左風(fēng)右風(fēng)右風(fēng)左震左震右震右震MmaxMmin│V│max1.3SGk+1.5SWk1.3SGk+1.5SQk+0.6*1.5SWk1.3SGk-1.5SWk1.3SGk+1.5SQk-0.6*1.5SWk1.0（SGk+0.5SQk）+1.3SEk1.2（SGk+0.5SQk）+1.3SEk1.0（SGk+0.5SQk）-1.3SEk1.2（SGk+0.5SQk）-1.3SEk1F邊梁M左-109.9914.87-29.7274.93-187.58-120.69-174.19-165.30-200.96-20.58-39.31-166.70-185.43-20.58-200.96-V左106.07-3.0928.67-15.60180.89133.25178.11142.52183.6785.10105.57119.58140.05--183.67M右-114.14-12.02-30.92-60.80-194.75-166.41-205.57-130.355-183.94-156.48-175.92-37.92-57.36-37.92-205.57-V右-107.26-3.09-29.01-15.60-182.95-144.07-185.73-134.80-180.17-120.74-141.44-86.26-106.96--185.73M中119.931.4332.417.07204.52158.04205.80153.77203.24108.99129.4195.21115.63205.8095.21-中梁M左-13.4710.24-3.9151.80-23.37-2.15-14.15-32.87-32.5938.9436.63-62.07-64.3838.94-64.38-V左10.00-8.533.60-43.1718.390.2010.7225.7926.07-37.68-35.6757.7359.73--59.73M右-13.47-10.24-3.91-51.80-23.37-32.87-32.59-2.15-14.15-62.07-64.3838.9436.6338.94-64.38-V右-10.00-8.53-3.60-43.17-18.39-25.79-26.07-0.20-10.72-57.73-59.7337.6835.67--59.73M中-7.460.00-1.740.00-12.32-9.70-12.32-9.70-12.32-6.25-7.50-6.25-7.50-6.25-12.32-2F邊梁M左-117.1111.71-31.6566.93-199.71-134.68-189.17-169.81-210.25-34.44-54.38-164.96-184.90-34.44-210.25-V左106.41-2.4928.76-14.22181.48134.60179.24142.07183.7286.96107.50118.39138.92--183.72M右-118.85-9.94-32.17-56.78-202.76-169.41-211.71-139.59-193.82-156.56-176.80-45.84-66.08-45.84-211.71-V右-106.91-2.49-28.92-14.22-182.36-142.72-184.60-135.25-180.12-118.88-139.51-87.45-108.08--184.60M中115.990.8931.365.08197.84152.12198.64149.47197.04103.71123.4693.81113.56198.6493.81-中梁M左-9.208.46-2.7748.37-16.110.73-8.49-24.65-23.7239.2237.64-55.10-56.6839.22-56.68-V左10.00-7.053.60-40.35118.392.4212.0523.5724.74-34.52-32.5154.5756.57--56.57M右-9.20-8.46-2.77-48.37-16.11-24.65-23.720.73-8.49-55.10-56.6839.2237.6439.22-56.68-V右-10.00-7.05-3.60-40.351-18.39-23.57-24.74-2.42-12.05-54.57-56.5734.52